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HomeMy WebLinkAboutTyee Lake Hydroelectric Project Final Design Report Vol 3 of 3 1984ALASKA POWER AUTHORITY TYEE LAKE HYDROELECTRIC PROJECT WRANGELL AND PETERSBURG, ALASKA FERC PROJECT NO. 3015 FINAL DESIGN REPORT VOLUME 3 OF 3 MAY 1984 ~!~!~.~N,~!~<?~~~.,ENGINEERING COMPANY, INC. TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT VOLUME II I APPENDICES CONTENTS Appendix A. DESIGN CRITERIA (Except for Transmission Line} B. GEOLOGIC REPORT C. LAKE T /J[) REPORT D. TURBINE AND OTHER MECHANICAL DATA E. GENERATOR AND OTHER ELECTRICAL DATA F. CIVIL AND MISCELLANEOUS DATA ! z c S< A TYEE LAKE HYDROELECTRIC PROJECT CONTRACT 2145 DESIGN CRITERIA B195/2145M0042:5285M Section TYEE LAKE HYDROELECTRIC PROJECT CONTRACT 2145 Subject INTRODUCTION DESIGN CRITERIA CONTENTS 1. CIVIL 1.1 1.2 1. 3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 General Hydrology and Reservoir Operation Hydraulic Transients Power Tunnel, Plug and Lake Tapping Penstock Powerhouse Ta i1 race Gatehouse Gates and Trashracks Switcnyards and Substations 2. GEOTECHNICAL 2.1 Basic Seismic Design 3. MECHANICAL 3.1 Mechanical Equipment 4. ELECTRICAL 4.1 Electrical Equipment 4.2 138 kV Transmission Date of Latest Revision 31 Jan 84 31 Jan 84 31 Jan 84 31 Jan 84 24 Sept 83 31 Jan 84 31 Jan 84 31 Jan 84 31 Jan 84 31 Jan 84 24 Sept 82 24 Sept 82 24 Sept 82 24 Sept 82 Distribution: Alaska Power Authority-Mr. J. Stafford-2 copies IECO -KKAWA, RRUFF, WBELL, P.E. Powerhouse and Site Facilities P.E. Architecture P.E. Discharge Structure and Gate Shaft P.E. Penstock, Gates and Trashrack P.E. Lake Tap P. E. Turbines P.E. Mechanical Equipment P.E. Electrical Equipment P.E. Transmission P. E. Substation i G. Yoshi kado F. Nakamura R. Thomas M. Gazit M. Vi arnes D. Smith D. Gustafson R. Sunkara R. Valaitis A. Khan Bl95/2145M0042:528SM DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project IN TROD UCT ION 1. PURPOSE The purpose of these criteria is to establish the basis for design of each element of the project, for review and approval by IECO manage- ment, and by the client where appropriate, prior to performance of detailed design studies and computations. 2. PROJECT BACKGROUND The hydroelectric potential of Tyee Lake as a possible source of power for the communities of Wrangell and Petersburg was realized in the course of a water resources survey and preliminary studies of the site were made by the US Anny Corps of Engineers. Thomas Bay Power Corrmision contracted with RW Retherford Associates of Anchorage to prepare a Definite Project Report for the project (com- pleted in September 1979), and to prepare an FERC permit application, (submitted in December 1979). In April, 1980, IECO was awarded a contract by the Alaska Power Author- ity to complete the final design and prepare contracts for the con- struction and procurement of equipment. During the following months IECO made detailed comparisons of various project layouts between Tyee Lake and Bradfield River Valley. These comparisons included: o Different locations for the intake structure in Tyee Lake o Different locations for the outlet portal within a one~ile stretch of the valley floor south of the mouth of Tyee Creek o An underground powerhouse and a surface powerhouse o A high level power tunnel and a low level tunnel. The alternatives were laid out and preliminary design carried to the point where cost comparisons could be made. Evaluations were made based on cost, geotechnical factors and constructionad scheduling considerations. As a result of these studies, a recommendation was - 1 - Bl95/2145M0042:5298M made to the APA that the scheme now in the General Construction Con- tract should be adopted. The APA accepted IEC0 1 s recommendation and in September, 1980 a revised license application was submitted to the FERC. 3. DESCRIPTION The Tyee Lake Hydroelectric Project is located in southeast Alaska, approximately 40 miles south east of the City of Wrangell (see Exhibit 1). The project will utilize the existing, natural Tyee Lake as a storage reservoir with 14.2 square miles of the catchment area and a normal water surface elevation of 1396.0. Water from the lake will be conducted to the powerhouse through the power tunnel. The tunnel system will consist of an intake, a gate shaft, a tunnel with an vertical shaft, a tunnel portal and a manifold adjacent to the power- house. A 54-inch free standing penstock approximately 1100 feet long will be located in the power tunnel from the tunnel plug to the mani- fold. The powerhouse will contain two Pelton turbines rated 16,750 hp at 1306 feet head, with the provision for the third unit to be installed in future. Water from the powerhouse will be conducted through the outlet structure into the tailrace channel and thence into Airstrip Slough and the Bradfield Canal. The transmission system consisting of 68.2 miles of the overhead line and 12.6 miles of the submarine cable will connect the Tyee Lake power plant to the communities of Wrangell and Petersburg. - 2 - B195/2145M0042:5298M ... l ... ... ,., T.. @ Lindenberg P~ninsu/o Kupreanor Island ~' ,. ,·. T ' ~~; ~)T '\·.~ ~ ·\~~~ ,q~·-···· ,, .~ .... ::~.~. ).:.HL'rf.l (f~~ .,., . .-., .... ,) . ~ . . ' . .-~·-..... ····~/', Mi flcof lts/onct Zaremba N ALASKA VICINITY MAP 5 co/e 0 100 200 .300 1--tt/e,. tong ass Nat1onol rore~f 1$/and LOCATION MAE_ SCALE 5 0 CONSU.. TlNQ ENGINEERS 1-+---1------------+--t-t---1 ~'!!!,_f!~!,_~,AL ENGINEERING COMPANY, INC. ~4---+------------------------r~r-+----i ~~~~~t~~~~~~== 5 . ~· ' .. PROJECT LOCATION C!e vdond Pen/nsulo 10 ·~ ALASKA POWER AUTHORITY ANCHORAGE, ALASKA Tongoss National rorest R~vtllogigs do Island TYEE LAKE HYDROELECTRIC PROJECT PROJECT LOCATION Exhibit 1 -.. I ®I -: TY-10-001 !£COHO. DESIGN CRITERIA Project: Tyee Lak.e Hydroelectric Project Section: 1. CIVIL Su Qj ect: 1. 1 GENERAL CONTENTS 1. Purpose 2. References 3. Design Loads 4. Structural Design Stresses 5. Light Gage Steel Construction 6. Light Gage Aluminum Construction 1. PURPOSE Document No. 2145DC-1.1Rl Date: 31 Jan 84 Submitted, . _,{ / /' .,11--· Design Manager ~&/l/A-- Approved, ~ Chief Engineer ~~ The purpose of these criteria is to establish the general standards for use in civil structural design of the project. They are applicable to all structural steel, reinforced concrete, non-ferrous metals, masonry and timber work.. 2. REFERENCES The following codes and standards of current issue are applied in selection of design stresses: 1. Uniform Building Code {UBC). 1982 2. Building Code Requirements for Reinforced Concrete (ACI 318-77). 3. Specification for the Design, Fabrication and Erection of Structural Steel for Buildings (AISC 1978). 4. Timber Construction Standards (AITC 1974). 5. National Design Specifications for Stress-Grade Lumber and its Fastenings (NLMA 1967). 6. American National Standard Building Code Requirements for Minimum Design Loads in Buildings and Other Structures (ANSI A. 58.1 1972) • 7. ASME Boiler and Pressure Vessel Code, Unfired Pressure Ves- sels, Section VIII. 1980 1.1 - 1 B195/2145M0042:5286M 8. Structural welding Code-Steel (AWS Dl.l-81). 9. Specification for the Design of Cold-Formed Steel Structural Members (AISI 1968). 10. Suggested specifications for Structures of Aluminum Alloy 6061-T6 and 2014-T6 (ASCE, Journal of Struct. Div. Dec. 1962). 11. ACI Detailing Manual {SP-66, 1980). 12. Structural Steel Detailing (AISC 1971). 13. National Electrical Safety Code (NESC 1981). Other pertinent codes, specifications, papers and publications are referred to in the individual design criteria on specific subjects. 3. DESIGN LOADS Structures shall be subjected to two types of loading as follows: 1. Group I Loading: Dead Load Live Load Impact Buoyancy Earth Pressure Water Pressure Water Hammer Snow Load Design stresses resulting from the above loading shall be as set in the referenced codes with proper modifications for the types of structures but without a~ allowances in stress increase. 2. Group II Loading: Wind Loads Wave Loads Shrinkage Stresses Secondary Stresses Centrifugal Forces Erection Stresses Ice Loads Seismic Loads Thermal Stresses When above loads are combined with Group I Loads, the result- ; ng stresses in the structures can be increased 33 percent where working stress method is used, or proper loading factors shall be used as in the case of reinforced concrete provisions. 1.1 - 2 Bl95/2145M0042:5286M 4. STRUCTURAL DESIGN STRESSES A. Reinforced Con:rete Ultimate strength design shall be used in proportioning of reinforced concrete members in accordance with ACI-318-77. Three class designa- tions of concrete shall be used as follows: Class De si gnati on A B c Required 28-day Compressive Strength 4.000 psi 3,000 psi 1,500 psi Reinforcement shall consist of defonned bars ASTM 615, Grade 60. In hYdraulic structures subjected to submergence, wave action, spray and severe climatic conditions. design stresses shall not exceed 80 percent of specified code stresses. Spillway bridges, service bridges and similar structures shall follow AASHTO Specifications: 11Standard Specifications for Highway Bridges 11 • Such structures will be designed for at least an H-15 truck load without impact because of slow movement of vehicles. B. Structural Carbon and High-Strength Structural Steel Structural steel design will follow AISC Specifications covering ASTM grades of steel. Basically following reductions in working stresses shall be used in structures: Structure Powerhouse, Gatehouse, Maintenance Building, Superstructure Spillway Service and Highway Bridges ••• Vertical U ft Gates Subject to Dynamic Loads Stopl og, and Other Non-Emergency Structures Steel Embeds not Subjected to Dynamic Loads (83% of allowable stresses of AISC) Switchyards • • • Self-Supporting Towers Design Stress AISC AASHTO 75% AISC 111% AISC 83% AISC NESC NESC 1.1 - 3 Bl95/2145M0042:5286M 5. LIGHT GAGE STEEL CONSTRUCTION Design stresses will conform to pertinent specifications by ANSI. 6. LIGHT GAGE ALUMINUM CONSTRUCTION Design stresses for roof decks or siding shall conform with specifica- tions for aluminum referenced above. 1.1 - 4 Bl95/2145M0042:5286M DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: l. CIVIL Subject: 1.2 HYDR<l..OGY AND RESERVOIR OPERATION CONTENTS 1. Purpose 2. Tyee Lake Inflow 3. Probable Maximum Flood 4. Reservoir Evaporation 5. Reservoir Sedimentation 6. Operation of Tyee Lake 7. Reservoir Operating Rule 8. Reservoir Operation Studies 9. Tailwater at Tyee Lake Powerhouse 1. PURPOSE Document No. 21450C-1.2Rl Date: 31 Jan 84 The purpose of these criteria is to provide the hydrologic data neces- sary for the design of the basic elements at the project. 2. TYEE LAKE INFLOW The drainage area of 14.2 square miles contributing to Tyee Lake is shown on the map, Exhibit 1.2-1. Also indicated is the location of two gaging stations where the U.S. Geological Survey has collected stream- flow records close to the project site: 1. Station 0201: Location: Drainage Area: Period of Record: Tyee Creek at mouth, near Wrangell 37 miles southeast of Wrangell 16.1 square miles November 1922 to September 1927 (fragmen- tary), August 1963 to September 1969 2. Station 0220: Harding River near Wrangell Location: 34 miles southeast of Wrangell, and 5 miles west of the mouth of Tyee Creek Drainage Area: 67.4 square miles Period of Record: August 1951 to present In July and August 1979 two more gaging stations were installed near the project site: one on Tyee Creek at the outlet from Tyee Lake and one on the East Fork, Bradfield River. l. 2 - 1 Bl95/214~~0042:5287M The runoff pattern for Tyee Creek is characterized by prolonged, fairly high flows from snowmelt runoff in June and July. The magnitude and duration of the flows depend on the depth of snow on the basin, the temperature pattern during the melting season, and the occurrence of rain. Extremely high flows result from heavy rainstonns and glacier melt during September and October. About 70 percent of the runoff in Tyee Creek occurs in the five~onth period from June through October. Monthly inflows to Tyee Lake were estimated by graphical correlation of streamflow records from gaging stations at Tyee Creek at mouth and Harding River near Wrangell. The concurrent records available for monthly graphical correlations covered water-years 1963 through 1969. Through correlation, records for flow at mouth of Tyee Creek were expanded to cover 27 years (water-years 1952 through 1978). From this extended set of monthly flows at Tyee Creek mouth, the inflow to Tyee Lake at the upper portion of the basin was synthesized by drainage area proportioning, and further adjusted for elevation and runoff charac- teristic differences between the upper and lower portions of the watershed. Because of the large snowpack at higher elevations, melting during the summer months, a greater portion of summer runoff would occur at the outlet of Tyee Lake than that represented by a linear relationship between the drainage areas of Tyee Creek at the mouth (16.1 sq. mi.) and the outlet of Tyee Lake (14.2 sq. mi.). The snowpack in the portion of the drainage basin below Tyee Lake is less than that at higher elevations, where temperatures are lower. Much of the winter flow at Tyee creek gage comes from melting snow below Tyee Lake. The flows were further adjusted to represent the above described condi- tions, with higher runoff coefficients for May through September. The monthly inflows to Tyee Lake are shown in Exhibit 1.2-5. This synthe- sized set of monthly inflows to Tyee Lake is considered to be repre- sentative of the inflow conditions, although it was based on correla- tion with the streamfl ows at Harding River near Wrangell and Tyee Creek: at mouth. The latter gage reflects the historic lake regulation and storage effects to a certain extent. 3. PROBABLE MAXIMUM FLOOD The probable maximum flood (PMF) for the Tyee Lake Hydroelectric Project was developed by the following procedure: o The heaviest precipitation in the project catchment area comes from large stonns in fall or winter. The probability of an intense 24-hour storm is greatest in October; therefore was assumed to occur during that month. Snowmelt was considered in the event of a rain-on-snow flood. 1.2 - 2 Bl95/2145M0042:5287M o The probable maximum precipitation (PMP) was synthesized from information contained in Technical Paper No. 47, Probable Maximum Precipitation and Rainfall Frequency Data for Alaska, U.S. Department of Conmerce (Weather Bureau), 1963. A total rainfall of 22.5 inches in a 24-hour period was calculated for the project area. Snowmelt contribution was determined from criteria developed by the U.S. Army Corps of Engineers and was calculated to be 2.6 inches during the 24-hour PMP storm period. The snowmelt was prorated to the hourly incremental PMP. The total precipitation, which included snowmelt, was distributed according to intensity-duration relationships published by the U.S. Bureau of Reclamation. o Infiltration was assumed to be 2 inches over the first 4 hours of the storm. This was based on estimated characteristics of the catchment area. o The hydrograph for the PMF was derived according to the Soil Conservation Service {SCS) method as outlined by the U.S. Bureau of Reclamation in "Design of Small Dams 11 • This is an approximate method involving the derivation of a synthetic triangular unit hydrograph. For the unit hydrograph, the time to the peak was 1.26 hours and the base time was 3.36 hours. The PMF hydrograph was derived by computing individual tri- angular ttYdrographs for each increment of PMP excess and then graphically adding the ordinates of these hydrographs to obtain the total runoff. The computed peak inflow into Tyee Lake was 28,500 cfs. The inflow hydrograph for the PMF is shown on Exhibit 1.2-2. o The flood was routed through the reservoir. During October, when the PMF is most likely to occur, the lake will usually be close to its normal maximum level. The flood would pass through the reservoir and out of the natural lake outlet, unaffected in ai'\Y way by the construction of the project. As shown on Exhibit 1.2-2, the maximum routed outflow through the lake outlet is 20,500 cfs at a lake elevation of 1414.14. 4. RESERVOIR EVAPORATION The climatic conditions, with high humidity and extensive cloudiness, are such that the amount of evaporation is likely to be small. Speci- fic information on lake evaporation at Tyee Lake is not available; however, some pan evaporation data are available near Juneau. Based on temperature and elevation differences between Juneau and Tyee Lake, and adjustments from pan evaporation to lake evaporation, a maximum lake evaporation rate of 3 inches for July was assumed for Tyee Lake. The estimated monthly evaporation amounts are: 1. 2 - 3 B195/2145M0042:5287M ftbnth <ktober November through March April May June July August September Annual 5. RESERVOIR SEDIMENTATION Average Lake Evaporation (inches) 1.0 0 0.6 1.8 2.7 3.0 2.8 2.2 T4.T Field inspection of Tyee Creek both at the inlet to Tyee Lake and the lower portion of Tyee Creek showed the creek to transport a very light sediment load. Transported sediment loads for streams with similar characteristics were analyzed to estimate the total weight of trans- ported material over the period of record. This value was then used to estimate the probable sedimentation at Tyee Lake. It was estimated that over a period of 50 years the sedimenta- tion in Tyee Lake would amount to about 100 ac-ft, a negligible amount compared to the available dead storage of 62,600 ac-ft. 6. OPERATION OF TYEE LAKE The Tyee Lake Hydroelectric Project will be operated so as to generate all the energy requirements of the combined systems of Petersburg and Wrangell. Existing capacity will be maintained to provide potential standby emergency capacity only. The Tyee Lake Reservoir will not be operated for flood control, irriga- tion, municipal, or domestic water supply. Tyee Lake Reservoir will have a potential operating range from Eleva- tion 1396 to Elevation 1250, which will provide an active storage of 52,400 ac-ft. The area and capacity curves are shown on Ex- hibit 1.2-3. Most of the precipitation in the catchment area falls as snow in the winter months. The major part of the runoff, principally from snowmelt, occurs between May and October; streamflows during the winters are low due to the prevailing freezing temperature. Tyee Lake will be operated so as to store as much as possible of the runoff during the summer months, and to release regulated flows for power generation throughout the year. In years of nonmal or high flow, the reservoir will fill to Elevation 1396 and some flow through the natural lake outlet will occur during the summer months. Greatest drawdown will occur during April or May, immediately before the snowmelt com- mences. Drawdown is greatest following years of low precipitation. l. 2 - 4 Bl95/214SM0042:5287M 7. RESERVOIR OPERATING RULE The project will have the capacity to provide 130,000 MWh of firm energy per annum, which is more than the projected requirements of both communities beyond the year 2000. The powerhouse will therefore be operated so as to supply all the consumers' requirements for both base and peak power. At some time in the next centu~ when consumer demand may exceed the project capacity of 130,000 MWh per annum, it might become advisable to devise a more elaborate operating rule in order to maximize the energy output. In summer, from mid-May to October, the runoff will fill the lake until it reaches El 1396, approximately when flow will commence through the natural lake outlet, and will continue until October. Then the lake will be drawn down gradually during the winter months when runoff is low, reaching a minimum level in mid-May, when the cycle starts again. The level to which the lake is drawn down will increase over the years as the demand for power grows. It will also be lower in a year follow- ing a year of low precipitation. Drawdown for power development will not reach the lowest estimated level of Elevation 1250 until the demand for power reaches 130,000 MWh per annum, and then only following years of exceptionally low precipi- tation. However, in the first year following construction of the project it will be desirable to draw the lake down as close to Eleva- tion 1230 as possible (the invert elevation of the lake tap) in order to inspect the zone of the breakthrough, make possible modifications, and to install intake coarse trashrack in permanent manner. 8. RESERVOIR OPERATION STUDIES Reservoir operation studies were made by using the 27-year period of synthesized flows at Tyee Lake outlet. The computer program, "HEC-3, Reservoir System Analysis .. , developed by the U.S. Army Corps of Engi- neers, was employed. This program was modified to facilitate the computation of turbine flows and spills. It was assumed that no leakage would occur out of the reservoir. This assumption is justified by the excellent geological conditions at the reservoir. Head loss coefficients for minor losses were based on U.S. Bureau of Reclamation recommended data. Friction losses were based on values of Manning • s "n 11 of 0. 030 in the unlined tunnel sections, 0. 013 in the concrete-lined tunnel sections, and 0.011 in the steel-lined tunnel and manifold. The estimated head losses were minor compared to the total gross head available. At turbine discharge of 200 cfs, head losses were about 4 to 6 feet. In the study, the losses were assumed to be constant at 5 feet. 1.2 - 5 8195/2145M0042:5287M The program, by a series of iterations, computes the firm capacity which is the minimum reliable power that can be generated on a con: tinuous basis during the critical period used in the analysis. Next, the program computes the generation for each year, and the average annual generation over the period. The computer printout of the operation study for the recommended project is shown in Table 1-2 of the Amended Application for License, Volume I, December 1979. The analysis was run using the Mean Lower Low Water elevation datum in accordance with Alaskan practice. (The analysis in the operation study included in the original application was based on Mean Sea Level datum.) The maximum lake storage level was Elevation 1396, and the specified minimum lake level was elevation 1250. The total installed capacity is 20 MW, consisting of two 10 MW units. Since the units are impulse turbines, the effective tailwater elevation is constant at the average elevation of the turbine jets. Under the hYpothetical condi- tions of energy generation over the period 1952 to 1978, the minimum lake level would have been Elevation 1256, and would have occurred in 1967. For the recommended project, with an installed capacity of 20 MW, the power and energy which can be generated are computed to be as follows: Finn capacity Annual firm generation Average annual secondary generation Average annual total generation 14.8 MW 130,000 MWh 3,000 MWh 133,000 MWh Provision has been made for the future installation of a third 10 MW turbo-generator set in the powerhouse. This would provide additional peaking capacity to the Petersburg/Wrangell system, but would not increase energy production significantly. The timing of the installa- tion of this unit would depend on the growth of the demand in the system, and it is not included in the present application. 9. TAILWATER AT TYEE LAKE POWERHOUSE Discharge from the powerhouse tailrace will flow in a channel about 1,100 feet long, which will be excavated in the soil materials of the valley floor until it joins a small natural creek. Flow will continue down to the sea at Bradfield Canal about half a mile downstream. The tailwater rating curve for the draft tube weir is shown on Exhibit 1. 2-4. Estimates were made of the PMF and 100-year flood in the Bradfield River. The highest flood flow would pass over the low divide into Airport Slough and flow past the powerhouse. The elevation at the tailrace would depend on the tide elevation at the time of occurrence of the flood. The results of the studY were: 1.2 - 6 B195/2145M0042:5287M Water Surface Flood Tide Tide Flow at Elevation at Magnitude Magnitude Elevation Powerhouse Powerhouse PMF Highest Tide 22.0 39,000 cfs 25.2 PMF Mean Higher High 16.5 38,000 cfs 25.0 100-yr Highest Tide 22.0 10,500 cfs 22.3 10Q-yr Mean Higher High 16.5 11,000 cfs 19.1 1.2 - 7 Bl95/2145M0042:5287M I I I r I NOTE Datum of etevattons shown on th1s map 1s Mean Sea Level Add 9 feet to obtam elevotton referred to Mean Lower Low Water i 0 I Scale r:ag=:Eu:::eq I,· ' ~ '::: -l Mile TYEE LAKE HYDROELECTRIC PROJECT lOCAT~ON MAP DRAINAGE BAS!IN AND GAG~NG STATIONS 40 .. 000 - I I I A I I I i I If 32 .. 000 1 I I I ~I I_ I I I ;) I t.. 28 .. 000 24 .. 000 0 20 .. 000 -~ t!_a '-" I I I 1 -f 16 ... 000 12 ... 000 e .. ooo 1 \ 4 .. 000 0 j > --------------------- / / v v / ,-~ / / ~ v / ~ , .I A fl' / :,-/ ~ Vj v ~ -~ I / I / / / ,., ~ ,., ....., / ~ ,...... 5 10 NOTE: FULL RESERVOIR & ALL UNITS SHUT-OFF ----- ~ / ~ I / I / I v / I ~ ~ 7 7 v 7 / 15 It TYEE I LAKE HYDR9ELECTRIC PROJECT PMF R~UTING I I I I I I I I ' lj PEAK AT 28,.500 CFS I ~, -I j \ I I 1 1 ' ~}-~-l ___ INFLOW_HYDROGRAeH __ --------- I \ I \ ~ I_... MAX. WATER SURFACE EL" 1414. 14 '] v ~ rf7 tl '\. MAX. OUTFLOW,. 20,.500 CFS 17 7 ~\ ~ " \ '~ " I I I \ \ " ' I I \ \ ~ I I v \ 1\ K \ \ ~ RESERVOIR WA ~ER SURFACE ELEV. ~ \ \ " l \ "" \ 1\. ~ ...... I \ \. ........ ~ ._ \ ' I .......... r--... -\ " --..:::::: OUTFLOW HYDROGRAPH ..__ ~ I -' ~ CTYEE LAKE OUTLET) I ~ "' ' I " "" I ~ ' I -.. """" ~ I ~ I " r--....... K ~ ........,._, :......_ 'I !..... " ' I " i\ I 20 25 30 35 TIME HOURS 1420 -I 416 ---- 1412 1408 1404 1400 1396 1392 . > w .J w a: H 0 > a:: w en w a:: _j (-1580 I I I ) 1550 I I 1520 I I ,1490 I I I 1460 I I 1 I 1430 1 ~I t-w w 1400 lL I ~ 1370 z 0 ........ t-1340 ~ J' > w ..J 1310 w • w 1280 (.) ~ lL I ~ oc 1250 :J ' I (f) I a:: 1220 w t- ~ 1190 3: I I 1160 I I 1130 1100 1070 -1040 ' I I I I I I I I EXHIBIT 1 2-3 SURFACE AREA~ ACRES 900 870 840 81 0 780 750 720 690 660 630 600 570 540 51 0 480 450 420 390 360 330 300 270 240 21 0 180 150 I 20 90 60 30 0 I I ~ I ~ v - L :/' Jv L I 6 12 '"" I ~ ~ !'....... I ~ -~ ~ ~ ~ """' -~--"'"" ........ ~ ""'" I ~ ~~4 ~~ ~ I -\.p~C I ........ ~ ~ ~ I I ~ ~ I ~ ~ I "' ~ I ~ ~ PRE ~~Nl _LA~ E El EVA ION 1387" ~ ---v ----...... ~ v v "' ~ r--MINIMUM RESERVOIR OPERATING I/ LEV~L ELEVATION 1250' v v .~ v ~ 1 I / v "' j ...; ~ v ' "' I / v ' "' ' ~ '"" ~I I ~ I ~ I I I '~ I I ....... ~ I 18 24 30 36 6 I I 4 I 0 I 6 132 138 144 ISO 156 42 48 54 60 66 72 78 84 90 9 02 I 08 I 2 2 162 168 174 180 186 I~ ~2 CAPACITY~ 1000 X ACRE-FEET TYEE LAKE HYDROELECTRIC PROJECT AREA-CAPAC~TY CURVES 198 20 4 EXHIBIT 1.2-4 24.0 r- lJ.. 23.0 ' z 0 -r- ~ > w ...J w 22.0 w u ~ lJ.. WEIR CREST ELEV. 21.60 a:: ~ en a:: w r-21. 0 ~ ~ 20.0 --~---~~---~~~~---~~---~~---~---~~~ 0 50 100 DISCHARGE IN CFS CPER TURBINE UNIT) TYEE LAKE HYDROELECTRIC PROJECT TAILWATER RATING CURVE @ INTERNATIONAL ENGINEERING COMPANY, INC ~ z TYEE LAKE HYDROELECTRIC PROJECT -i m MONTHLY DISCHARGE (IN CFS) AT TYEE LAKE OUTLET :l) z J> -1 0 z Water J> r Year Oct ~ Dec Jan feb Mar Apr M~ June July ru!IL ~ Average m z -(;) z 1952 150 71 55 22 14 15 58 215 321 338 260 279 151 m m 1953 325 114 44 25 16 21 53 303 338 244 170 230 158 :l) z 1954 361 101 66 28 122 16 14 138 329 261 156 167 147 (;) (") 1955 242 198 111 51 30 21 39 129 3?8 301 345 231 110 0 1956 198 94 29 18 11 11 48 338 217 273 350 150 151 ::: "0 1957 192 132 133 31 14 13 236 371 268 158 198 150 J> 42 :z. -< 1958 176 155 55 87 22 24 71 249 321 207 256 124 147 z 1959 475 113 84 34 20 25 55 214 3/6 395 225 177 184 C) 1960 348 112 186 56 33 34 88 205 324 338 276 214 186 1961 453 111 104 62 53 37 87 196 371 276 285 209 188 1962 598 98 39 168 43 49 85 178 365 301 240 266 204 1963 251 157 218 127 101 30 49 181 306 245 96 256 168 1964 293 56 96 54 40 22 45 134 420 320 287 177 163 1965 295 91 66 74 37 34 64 138 340 294 148 97 141 1966 383 52 42 21 15 38 63 188 352 289 244 281 165 1967 195 110 42 30 21 16 19 240 464 287 221 363 168 1968 239 133 46 26 41 81 36 218 298 273 166 392 163 1969 196 108 32 11 10 9 60 253 400 268 224 140 143 1970 148 322 102 28 47 36 41 ·1s6 414 282 276 270 177 1971 229 138 51 34 13 .13 33 162 362 263 269 176 146 1972 179 83 39 24 41 54 22 227 38~ 414 328 218 169 1973 151 73 31 48 20 19 45 198 327 282 277 234 143 1974 167 41 92 25 49 23 64 157 293 320 258 257 146 1975 510 101 42 31 15 18 26 113 291 414 235 192 167 1976 158 55 97 71 39 36 58 201 339 367 294 290 168 m 1977 242 162 126 43 a·J 28 86 126 451 195 175 159 157 X 1978 277 75 34 29 28 26 62 123 268 188 215 133 122 J: .. m Average 275 113 76 47 36 28 53 193 350 293 238 218 161 --1 Maximum 598 322 218 168 122 81 88 338 4b·l 414 350 392 204 ~ Minimum 148 41 29 11 10 9 14 113 2fi8 188 96 97 122 . 1\,) I 01 DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: 1. CIVIL Subject: 1.3 HYDRAULIC TRANSIENTS 1. PURPOSE Document No. 2145DC-1.3Rl Date: 31 Jan 84 Submitted, 1./J. / f)<"'/> Design Manager ~/LL­ Approved, Chief Enginee The purpose of these design criteria is to establish a set of physical parameters and limiting conditions to be used in the hydraulic tran- sient study. Initially, the requirement of installing a surge tank needs to be in- vestigated. Based on published information by the National Electrical Manufacturers Association (NEMA), when the calculated pipe-line factor is greater than 80, a surge tank should be considered for the system to insure speed stability of the system. The value of the pipe-line factor is equal to: l vo E --HO where l = length of conduit system from intake to turbine spherical valve, ft. velocity of flow in the conduit outlet, fps. net effective head, ft. The calculated pipe-line factor for the Tyee conduit system is only about 18 for an isolated load, therefore a surge tank is not considered and only the dynamic pressures caused by waterhammer are to be deter- mined. In order to determine the dynamic pressures from waterhammer the fol- lowing analysis criteria are established: Normal Maximum lake Level Minimum Operating lake Level Centerline of Turbine Distributor El. 1396.0 El. 1250.0 El. 29.0 The head loss of the conduit system is to be calculated considering the following losses: o Friction Losses o Bend Losses o Enlargement and Contraction Losses o Entrance Losses o Trashrack Losses. 1.3 - 1 8195/2145M0042:5289M For friction losses, the following coefficient of roughness, n is to be used: steel penstock concrete-lined tunnel unlined rock tunnel n = 0.011 n=O.Ol3 n = 0.030 Coefficient of friction, f should be calculated using the formula: f = 185 n2 o113 where D = diameter of the conduit, ft n = roughness coefficient Subsequently, head loss due to friction will be based on the formula: where Hf = head loss due to friction, ft. f = coefficient of friction L = length of conduit, ft. V = velocity of flow, fps. g = acceleration of gravity, 32.2 ft/sec2 Maximum Flow Conditions are as follows: Q = 120 cfs Q = 240 cfs Q = 360 cfs one unit operation two unit operation three unit operation The tunnel will be assumed to be 95% unlined and only 5% concrete lined. Velocity of pressure wave for the conduit system will be calculated using the following formulas: I D 2 a = 4660-:. (1 + 100 t) for steel penstock I a = [ 1 J for tunne 1 s ~ (t + ~) where a = pressure wave velocity, fps. D =diameter of penstock, ft t =thickness of penstock shell, ft w =specific weight of water, 62.4 pcf. g =acceleration of gravity, 32.2 ft/sec2 k = volume modulus of water, 43.2 x 106 lbs/ft2 G =modulus of rigidity of tunnel material, lbs/ft2 1. 3 - 2 Bl95/2145M0042:5289M G - E -2(1~) where E =average modulus of elasticity of rock, 5.3 x 106 psi. IJ = 0. 25 The pressure rise will be calculated based on 5% of valve closure time for one unit, two units and three units operation. The optimum valve closure time shall be limited to the pressure rise of 10% which is the basis of the penstock design pressure. 2. REFERENCES 1. 11 Waterhammer Analysis 11 by John Parmakian 2. 11 Handbook of Applied Hydraulics .. Davis & Sorensen 3. 11 Determination of WR2 for Hydraulic Turabine Units .. NEMA Publi- cation HT4-1958 1 .3 - 3 Bl95/2145M0042:5289M DESIGN CRI lERI A Project: Tyee Lake Hydroelectric Project Section: 1. CIVIL Subject: 1.4 POWER TUNNEL, TUNNEL PLUG AND LAKE TAP CONTENTS 1. Purpose 2. Facilities 3. Rock Conditions 4. Tunnel and Shaft Excavations 5. Tunnel and Shaft Cross Sections Document No. 2145DC-1.4Rl Date: 31 Jan 84 SubmHted, /.'1i/' J -f) Design Manager/(~ ;;1/t;:{L_ Approved, Chief Engineer 6. Tunnel and Shaft Design -General Considerations 7. Loads 8. Tunnel and Shaft Supports 9. Concrete Lining 10. Grouting 11. Tunnel Plug 12. Lake Tap 13. References 1. PURPOSE The purpose of these design criteria is to establish a basis for the design for the power tunnel and its related facilities. These criteria consist of guidelines for arranging facilities and preparing detail designs including those for undergound supports, excavation procedures, drainage schemes, the tunnel plug, and the lake tap and the first lowering of the lake. 2. WATER CONDUCTORS Water conductors consist of an intake, excavated by a lake tapping method, an upper power tunnel, a gate shaft connected to the upper power tunnel, a drop shaft connecting the upper and lower power tunnel, and a lower power tunnel. The general layout of these facilities are shown in Exhibits 1.4-1 and 1.4-2. Exhibit 1.4-1 shows the plan and profile of the conveyance system and Exhibit 1.4-2 the lake tap gate shaft and upper tunnel configuration. The intake will be located in sound rock at the water/rock interface below the minimum operating elevation for the lake of 1250.00. The intake will have a coarse trashrack which will be installed after the 1 ake tap operation is completed. 1.4 - 1 Bl95/2145M0042: 52901~ The upper power tunnel will be located at an approximate elevation of 1206.00 ft. It shall convey water from the intake to the drop shaft. The gate shaft will be located approximately 275ft downstream of the intake and will rise vertically upward from the tunnel to the rock slope above maximum lake elevation on the northside of the lake. The gate shaft shall house the gate, fine trashrack, stop logs and their associated mechanical/electrial equipment. The gates and stop logs shall be arranged so that all flow in the upper power tunnel is stopped when they are fully lowered. Controls and equipment for operating the gates and stop 1 ogs will be 1 ocated in the shaft above maximum 1 ake elevation. The gate shaft will also act as access to the upper tunnel once the system is operational. The drop shaft is to be located well within the mountain side, down- stream from the gate shaft. It will convey water from the upper to the 1 ower power tunnel. The lower power tunnel will be located at an elevation of approximately 80ft. It shall convey water from the bottom of the drop shaft to the powerhouse in two seperate stages. In the first stage extending from the drop shaft to the concrete plug, water will flow freely, but under pressure. In the second stage it will flow inside a steel penstock which will be free-standing in the tunnel. The plug will serve to transfer the water from the tunnel to the penstock. A manifold section with three branches is to be included in the penstock and will be located in rock adjacent to the powerhouse. Three additional short tunnel sections will be required to house these branches. Each branch will be fully embedded in concrete. The power tunnel section between the portal and the manifold will act as access to the penstock sec- tion. The plug will be designed to allow access to the upstream portion of the tunnel. A rock trap will be located upstream of this plug. 3. ROCK CONDITIONS Hard, competent dioritic rock exists throughout the project site. The rock is strong and of very low penneability in all areas. However, it is cut by a serf es of faults and/or shear zones which will cross the tunnel alignment at several locations. The rock will require minimal support except where these faults and shear zones exist. The tunnel will be below the groundwater table along its entire route. During operation the water head in the tunnel will also lie below the water head in the surrounding rock except near the outlet area adjacent to the powerhouse. This means that in most cases, water will tend to flow into the tunne 1 and not out of it. As the rock. is expected to be very tight, inflows should be very small during construction. 1.4 - 2 Bl95/2145M0042:5290M 4. TUNNEL AND SHAFT EXCAVATIONS Either drill-and-blast or machine boring methods may be used for tunnel and shaft excavation. Controlled drill-and-blast excavations must be used in the 1 ake tap area. 5. TUNNEL AND SHAFT CROSS SECTIONS The tunnel cross section must allow easy access to the tunnel during its operating life. A minimum cross section flow area of 65 sq. ft. wi 11 be used as a guideline. A horseshoe section with the upper arched section having a 5-foot radius and a rectangular lower half section of 10 feet wide by 5 feet high can be used. A circular section to permit use of a tunnel boring machine {TBM) should be 9 feet in diameter or more. The use of a TBI"' can be left as an option to the contractor. The drop shaft must be circular in cross-section and must have a minimum excavated diameter of 10 feet. 6. TUNNEL AND SHAFT DESIGN -GENERAL CONSIDERATIONS Design of tunnels and shafts must fulfill the following functional objectives: o Tunnel/shaft openings must remain free of obstructions over the life of the project. o Tunnel/shaft openings must retain their basic shapes over the life of the project so that at all times access is available for maintenance and repair work. o Tunnel/shaft openings must convey water without excessive loss of water and minimal loss of water head. As rock conditions are favorable long sections of tunnel and shaft can be designed to be unlined, rock bolts or combination rockbolt/shotcrete support systems cam be used for pennanent support. As groundwater conditions are favorable, all lined sections of the tunnels and shafts can be designed with drainholes through the lining. 7. LOADS Rock loads will vary with tunnel conditions. For most sections of tunnel the rock will be self-supporting. Short term rock falls can be 1.4 - 3 B195/2145M0042:5290M prevented with the quick installation of rock bolts. In most cases long term stability can be maintained with the same rock bolts or with the addition of a thin shotcrete cover over the roof and walls. Rock load calculations are not required for self-supporting rock conditions. For weak sections of tunnel steel supports will be re- quired. These supports will be supplemented with 1 agging to prevent raveling. For the selection of steel supports and for concrete linings not including steel supports, rock loads will be calculated in accor- dance with procedures described in Reference 1. 8. TUNNEL AND SHAFT SUPPORTS Optional support designs will be developed to meet the rock conditions expected for the tunnel. The support method used for construction can be determined during excavation as actual rock conditions are encoun- tered. The support method used for each stretch of tunnel will be selected from the designs presented in the drawings and specifica- tions. Estimates of the total requirements in terms of tunnel length should be made for each of the support options. Designs will be prepared for the following rock conditions: o Strong rock with a potential for isolated rock falls from the roof and walls. o Strong, highly jointed rock with potential for large rock falls from the roof and walls (highly fractured zones). o Weak, highly jointed rock with a high potential for rock falls from the roof and walls (shear and fault zones). o Weak, soft, weathered rock with squeezing conditions and a high potential for long term creep closure (shear and fault zones). 9. CONCRETE LINING Concrete 1 i ni ng will be required at the following 1 ocati ons: o At the portal of the access tunnel to the lower power tunnel. This lining should extend at least two tunnel diameters into the tunnel from the exit point. A portal facing will be designed for the exit. This facing should be fitted with a gate door. o At tunnel and shaft sections where large potential rock falls are encountered and steel sets are required for support. o At tunnel and shaft sections where squeezing rock is encoun- tered. 1. 4 - 4 Bl95/2145M0042:5290M o A tunnel portions where significant water seepage is expected. o In the gate shaft from elevation 1396 down to the upper power tunnel. This lining must include gate guides, stop log guides, an access ladder system, and a vent pipe. 10. GROUTING Two types of grouting will be required, curtain grouting and contact grouting. Curtain grouting shall be performed at the tunnel plug and at the gate shaft, to reduce water seepage through the rock surrounding struc- tures. Contact grouting shall be done to insure total contact between rock and concrete, and between the plug concrete and steel penstock voids. The maximum water pressure on the upstream end of the tunnel plug will be 1346 ft static head plus 10% dynamic head (641 psi) while the pressure on the downstream end will be zero. The maximum pressure will exceed natural groundwater pressures in the rock so that water will tend to flow from the upstream area through the rock toward the down- stream end of the plug. Curtain grouting will be done at pressures not to exceed 700 psi to insure that all joints and fractures in the rock around the plug are both filled with injected grout. When the gate or stop logs are closed the maximum pressure will be 190 ft of static head (82.7 psi) on the upstream side and zero on the downstream side. Grout curtains will be required from upper tunnel elevation to maximum lake elevation of 1396 ft in order to reduce water flows through rock around the gate and the concrete 1 ini ng in the gate shaft. Grouting pressures will not exceed 150 psi. Contact grouting shall be required for all concrete tunnel 1 iners and for the tunnel plug. In the tunnel plug both the rock/concrete contact and the concrete/steel penstock contact will be grouted. Grouting pressures for all rock/concrete contacts will not exceed 75 psi. Grouting pressures for all concrete/steel contacts will not exceed 10 psi. Grouting specifications and drawings will be prepared for all curtain grouting and contact grouting. 11. LOWER TUNNEL PLUG The lower tunnel plug will be located in competent rock which is not affected by faults or sheared rock. The final location will be estab- 1 ished through results obtained from hydrofracture test that will be performed when the tunnel is driven. The determining factor in plug location will be the measured rock stresses. For detailed description see Reference 6. 1. 4 - 5 Bl95/2145M0042:5290M The plug will consist of a steel liner with mass concrete filling the anulus between the liner and the rock surface of the tunnel. Provision must be made for access to tunnel sections upstream of the plug either with an access gallery in the plug or using a rollout section in the penstock. A drainpipe with a valve on the downstream end will pass through the plug near tunnel floor elevation. Plug design calculations will include an analysis of two failure modes; (1) shearing along the steel pipe plug concrete contact, and (2) shearing along the plug concrete tunnel rock concrete. Calculations will be based upon a total head of 1524 ft (660 psi) acting upon the upstream face of the plug and zero head (0 psi) acting upon the down- stream end of the edge, the total head consisting of the maximum static head (1385 ft) plus 10% of that head (139 ft) for water hammer. The plug will be designed so that shear stresses in the concrete adjacent to rock and steel lining will not exceed 2 fc divided by a safety factor of 2. 75 and where fc is the concrete compressive strength. The value of fc will be 3000 psi. The rollout design shall provide the minimum steel pipe diameter pass- ing through the plug of 7ft to allow for future access of equipment. Downstream of the plug a reducer section will connect the plug steel liner to the 54-inch diameter steel penstock. This reducer will be mounted on a wheeled base to function as a roll-out section. This roll-out section will be not less than 15ft long. The upstream end of the reducer will be anchored into the tunnel plug. 12. LAKE TAP The tapping of the lake will remove the last rock barrier to water in- flow into the upper tunnel. The excavation will be extended initially to the top area and then stopped. All other work on project facilities will then be completed before final removal of the barrier. This work will include concrete emplacement and installation of all equipment in the gate shaft, and construction of temporary bulkhead in the upper power tunnel downstream from the gate and stop logs. This bulkhead will prevent water from entering the pressure shaft and lower power tunnel when lake tap blasting is performed on the barrier. The bulk- head will be installed a minimum distance of 150ft from the gate. Lake tap operations are described in detaH in Reference 4. A brief summary is as follows: o The tunnel and lake-tap sump will be excavated from the downstream side, including drilling of feeler holes, grouting, dewatering and installation of rock support. o The temporary bulkhead will be constructed if required. o All work in gate shaft and upper tunnel will be completed. 1. 4 - 6 Bl95/2145M0042:5290M o The intake gate and stop logs will be installed and tested at this time. o The final round will be charged with explosives and deto- nators; the electrical leads shall be connected to a blasting machine in the vicinity of gate-house. o The intake gate will be closed, and the length of tunnel between the gate and the tempora~ bulkhead will be dewatered. o The temporary bulkhead, if constructed, will be removed. o the fine trashrack will now be installed. o The coarse trashrack will be lowered in front of the excavated intake opening in a temporary position. o Next the gate is opened and water from the lake will fill the tunnels and shaft down to the powerhouse. After the testing of the units, commercial operation will begin, and the lake level will gradually be lowered to elevation 1235+ feet. The coarse trashrack will now be installed against the rock surface around the intake opening. Because of the critical nature of the lake tap, an experienced consul- tant, A. B. Berdal, Oslo, Norway, will be used for consulting services during both the design and construction phase. Design of the lake tap encompasses the following: o Design of temporary bulkhead. o Design of final excavation procedures. o Design of final tap blast round. o Establish final tapping procedures. The temporary bulkhead must be designed for the following loads: o Static Load -Static water pressure head of 190 ft against upstream face of bulkhead. o Shock Load -Shock wave overpressures against the upstream face of the bulkhead arising from blasting the final round. Typical overburden pressures for various final blast round configurations will be established before final design of the bulkhead. The pressures will be detennined by shock wave analysis and experience data from the consultant. 1.4-7 B195/2145M0042:5290M A safety factor of 2 will be used in the design. This factor will be applied to maximum shear stress in bulkhead concrete as induced by static load plus dynamic load. The final excavation procedures will be prepared, jointly with the consultant in the months preceding final excavation of the lake tap area. They will irclude plans for exploration, drilling, round size, grouting and rate of advance. The planning of the final tap blast round will be done in two stages. An initial plan will be made during excavation of the lake tap tunnel. The second stage will be a modification of the initial plan just before loadin~ the final round. This plan will include specifications for the explos1ve, the blast holes, the detonating system, safety procedures and checking procedures. This plan will also be prepared jointly with the aid of the consultant. The final tapping procedures will be prepared during the months pre- ceeding the excavation of the lake tap area. It will include all procedures for preparing for and executing the final round. It will also include procedures for filling the upper power tunnel area with water, for emptying that area, for testing the gates and stop logs, for gaining access after the tap blast, for removing the bulkhead, for clean-up and for all other provisions required to accomplish a success- ful tap. This plan shall be prepared jointly with the consultant. 13. REFERE~ES 1. Rock Tunnelling with Steel Supports by K. Terzaghi, R. V. Proctor, and White. 2. Engineering Classification of Rock Masses for the Design of Tunnel Supports by N. Barton, R. Lien, and J. Lunde. 3. The Art of Tunnelling, by K. Szechy. 4. M. Morris letter to B. A. Berdal, dated April 3, 1981, No. 2708-llO with enclosures. 5. Underground Excavations in Rock by E. Hock, and E. J. Brown, IMM, London, 1980. 6. Power Tunnel Penstock Plug Hydro fracture Test, January 1983, International Engineering CompanY, Inc. 1.4 - 8 Bl95/2145M0042: 5290M '2,900 ( .Z.,!500 @ 2o:::Q ti 5A.TC! -I;Ol.l5e ill 1YEE' L.AKE lL I,,RM,AL.. MA')(Jt>"UM 1500 OPEAATIN6 2 '-15 El-l SCIG---., M N Of'El<:ATI f.JG z '-/5 ~ 1200'] ~ () t( CONTROL POl NT F 1 fu 1000 AT GENTER WJ-..JE CF ~ _j GAlE-SHAFT llJ @ CONTROL R:>INT e 0 I- l E3129 000 ® ------ --------------------- VERTICAL.. ,.--PRE5SU~ 5j-iArT .......... NOTES~ I IUNN~L-CON"TJi10I,.. F'OIN'TS e c 0 a= F LOCATION NOMINAL. 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IL 7 z C) ~ > uJ _j IU DEVELOPED PROFILE. ALONG POWER TUNNEL 2><. ACCESS TUNNEL Z. 9 -I CO-.TROL. R:>INT.!I J. PI<ESSul<:.. SHAFT I ., 0 o .... ~ NO D4r ALASIKA POWER AUTHORHTY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT POWER TUNNEL PLAN 8 PROFiLE TY-3i-00i SH'"..ET OF ECO NO. ~ ( ~-.. t I~ I I I-I r - I f '"I _@ ® -) ' ............. 4 Tcmnel SECTION t ' 2Y2 d1a drcun holes 40ft deep on gnd 20 ff by 20 ff mchned ~s• on an &u·ea tiO rf W1de between .EI IS"'G 0 and mfake To be. mstalled offer /owermg the lolte /eve/ Coarse n-ashracJc See dwg TY-SI Olfi Mtn t-o/ce. te.~e,l~ El 1/Cj{;, 15 8' long untrzns1oncd resm anchored c orxi ~ifovkt/1 ~ rockbolfs on o 4 .r4 poftem to end U/0 I of lake-top :5ump 10ft long , ..... 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CIVIL Subject: 1.5 PENSTOCK CONTENTS 1. Purpose 2. Loads 3. Loading Cases 4. Material and Design Stresses 5. References 1. PURPOSE Document No. 2145DC-1.5Rl Date: 24 Sep 82 Submitted, // 1 .;- Design Manager /L:fr11 'jltliL L Approved, ~ Chief Enginee _"' ~ The purpose of these criteria is to establish the general standards and provide the guidelines for use in design of the penstock and the manifold. The penstock consists of the following parts (see Exhibit 1.5-1}: o A 84 in diameter steel liner embedded in concrete at the tunnel plug. o A 84 in to 54 in diameter reducing section, which is also a roll-out section downstream of the tunnel plug. o A 54 in diameter steel penstock approximately 1100 feet long, supported on saddles. o A manifold immediately upstream of the powerhouse, with branch diameters ranging from 44 to 31 inches. The size of the penstock is determined on the basis of a detailed economic study. 2. LOADS A. Penstock Sections 1. Static Loading Due To: Maximum normal lake level Maximum flood lake level 1.5 - 1 El 1396 El 1414 B573/2145H0042: 529 H1 4. "Steel Penstock and Tunnel Liners 11 , Steel Plate Engineering Data, Volume 4, American Iron and Steel Institute, 1981. 1.5 - 3 B573/2145M0042:5291M @ ® . 9 9 . ® ~ ill 1YPICAL..SEGTION AT POWER ·d FEET -"~e .,.;e·· : 1:..o·• TYPE A .JOINT tSHOP WE:L..D~) 1-DT'Tt' ~ NOTES: Exhibit 1.5-1 I ~ ~Tai:l. Plf'l! cotJCR£T'E. ~DOI..E ~T Olf.t: PI'IG, T't'-&l-0 .... 2,, ONE!: MANHOL-E E>HAU. eE INST~ H6-LI"W'Y ~>J TUIJt.J51.. P...UGt AI<.P n-tc f'IAJ'1li"'!'L.O ~!) .JcJN::.riON A'-:t:> 01-JE ~~ et;AU. e:£ 1~1.1-ED ""~ U~ Or:-1\iE eli!:rJp ..I.IIJc::.Tl"N. 1>. AL-l-SfU,L. PI..A~ iiJ F'l"'l! WAL-l. ~TIFFE!Ne!<. !:C.,~ AND tiocl~ S'"IAL1.-CO~ ~ 1'6~'-1 D!$1<5- ~~!CtJ A?3i Cl-ASS 1 .1( "W ~FICAi10tJ5. 4 AI.'-WE"l-Ds~HA:..I-ce C::OMPLS'Tl!! F'&NISTFZATIOIJ flJu. STR~TH ~n weL.-Ds,kX'?'.,~eP l ®: @ & ~. 6f>.SC:. PI-1\.TES, CLIPCCN!!R F\.AiE~ 4 MIS<Ll-LA"'!WU~ 'STI!f'l-"'I1AI..L. ~FORM TO ;:>.!ITM DE':>14N~TION ... ~" ® .. AJJGHO!'! li!OL:T'IO ~MI.-I-CDNI"'F!t-1 '11' .oe.,...., ::11!61cioi'JA-not-J A ·'IQ; {1') NO Pi.JNCH MARl(~ SliN..L BE AtiDWI:"O IN & \ . ~ PENSTOC.t< fAI}RICA TIOt4. I e.' !>'-I DIN<:> &'.AI<!~ PAD.!!'> ~~-ee ~EINF'~ \._ J 'Tltf'\.ON Pf2£!loNPf:!:l T1'F'E ~uF,.....:. TLl!U!-0 f!l(' 1'1-Ltlf!O~ a.>MPAN't' ~ l>f'Prli?Vf!.l? ~· REFERENCE DRAW'IN§S ~ "]"(-at-a:;>t TY ·!>I-C"<l' TY· ~J-O#>!J. A7\J2Fl Ti.li-JNEI-f"lA/'1 II f'IIOI"lw=' ~fZ. ~eL. IN Ti.JIJNE'i.. DE"f"Ail-6 A::>wE"FL' "1'1)Nt-Jel-. MAN I R:lLP -n.lf"I<J et... f"\AioJ ,_ o&e:.:.TIDN f:t:7We~<:. rut-lr-ll!l-) er1~e;... PIPe. ~I! 5Uf'PC~· ® TYEE LAKE HYDROELECTRIC PROJECT I 1/::: RE'Y 0 -1-.!ll' IY..-t NO o.<rE POWER TUNNEL STEEL PIPE IN TUNNEL DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: 1. CIVIL Subject: 1.6 POWERHOUSE CONTENTS 1. Purpose 2. Codes and Standards 3. Loads 4. Specific Criteria 5. Design Factors 6. References 1. PURPOSE Document No. 2145DC-1.6Rl Date: 31 Jan 84 Submitted, 0/ /) Ll-- Design Manager (~j_ Approved, ~~ Chief Enginee ~~ The purpose of these criteria is to provide the general standards and the equipment and load information for use in civil, structural and architectural designs of the powerhouse. Certain general provisions regarding codes, loads, and materials also apply to the maintenance building. 2. CODES AND STANDARDS The latest editions of the following codes shall be used unless modi- fied herein: o Uniform Building Code (U.B.C.) o American Institute of Steel Construction (A.I.S.C.) o American Concrete Institute (A.C.I.) 3. LOADS A. Wind Loads -30 psf maximum; 20 psf probable The lateral pressures due to winds are based on, q = .00256 y2 (Ref. B. 1), where ·~q" is given in pounds per square foot and ~V 11 is in miles per hour. A shape coefficient "c" is used to modify "q 11 for various parts of buildings. Shape coefficients have been empirically found to be about 0.8 to 1.0 (pressure) on the windward side of buildings and about -.3 to -.5 (suction) on the leeward side. The total lateral pressure "p'• is the vector sum of c x q for both sides. Therefore, the design pressure can be calculated as: p = .9 q + .3 q = 1.2 q 1.6-1 Bl95/2145M0042:5292M The uphill side of the powerhouse is somewhat sheltered, therefore "c" is taken at a low value. The maximum winds are described in Exhibit "W" of the Project License Application (Ref. 8.2) as follows: "It is common for the project area to experience storms that have associated winds in excess of 100 mph". The maximum wind load is: p = (1.2) (.00256) (100)2 = 30 psf The maximum wind load (30 psf) will be used in combination with snow loads for building design. However, it is very unlikely that the maximum wind will occur exactly when the crane is loaded to capacity. A more probable value might be about 80 mph (assumed). The probable wind load is: p = (1.2) (.00256) (80)2 = 20 psf The probable wind load (20 psf) will be used in combination with crane and snow loads. B. Snow Loads: 100 psf for 100-year storm There are no snowfall records available for the powerhouse site. However, the snowfall has been recorded at Wrangell, nearly 40 miles from the project. Table 1 of "Alaskan Snow Loads" (Ref. 8.3) lists a ground snow load (P ) of 106 psf for a 100-year storm. The ground snow load can be co~verted into a roof snow load (Pr) by the follow- ing equation (Ref. 8.3): Pr = Cr Ce Ct Pg In which: Cr = Regional ground to roof conversion factor Ce = Exposure of the structure Ct = Thermal characteristics of the roof The values Cr, Ce and Ct from the appropriate tables in Reference 3 are 0.5, 1.2 and 1.1. Therefore, Pr = ( .5) (1.2) (1.1) (106) = 70 psf in Wrangell. Exhibit "W of Reference 8.2 states, 11 The average annual precipitation of Tyee Lake is nearly double that of Wrangell... It is, therefore, considered prudent to increase the powerhouse snow load to 100 psf for design purposes. This figure was used on another Alaskan project (Solomon Gulch) which had similar weather conditions. Snow slides have occured from the bare slopes above the powerhouse. The roof system will be designed to withstand such loadings. These loadings will probably be larger than 100 psf but will be concentrated on portions of the roof (not on the entire surface). 1. 6 - 2 Bl95/2145M0042:5292M C. Seismic loads 0.20 g will be used. D. Crane loads o Capacity = 35 t o Maximum Wheel load Plus Impact= (45 kips} (1.25} =56 kips o Crane lateral Load V = 20% (trolley + live load}. V = {.2) {12 kips+ 70 kips)= (.2) {82 kips)= 17 kips o Crane Longitudinal load = 10% (Maximum Wheel loads plus impact). o Maximum Deflection= {.00125} (Span}. o Stresses: Use working stress design and A36 steel. o Crane Truck Wheel Spacing: 11 1 -3' .. E. Floor Live loads o Areas with Truck Traffic {Erection Area): 1000 psf. o Office Area: 50 psf or 2000 psf concentrated on any 2-1/2 sq ft. space (USC, page 141}. o living Quarters: 40 psf o All Other Areas: 500 psf or actual equipment loads when known. o For the maintenance building: 32 kips axle load (H20 truck). F. Generator o Rating: 12,500 kVA o Speed: 720 rpm o Rotor Weight: 68 kips o Stator Weight: 56 kips The final design will be based on data from Sumitomo/Meidensha. G. Turbine o Type: Pelton, 6 jet o Horsepower: 16,750 o Flow: 120 cfs per unit The final design will be based on dimensions and loadings suppli~d by the turbine supplier. 1. 6 - 3 Bl95/2145M0042:5292M H. Turbine Shutoff Valve o Type: Spherical o Size: 25 in minimum o Weight: 10 kips (to be confirmed by manufacturer) I. Foundation o Allowable Bearing Pressure: 20 tsf on rock 4. SPECIFIC CRITERIA A. Concrete o 4000 psi (28-day compressive strength) for the maintenance building and where extra strength is required. o 3000 psi where mass and/or normal strength is required. o Ultimate strength design shall be used. B. Reinforcing Steel o ASTM 615 Grade 60 C. Structural Steel o ASTM A36 D. The bracing system will be designed to resist 100% of the lateral loads distributed to it. The columns will be designed to transmit the lateral loads from wind, earthquake and the loaded crane to the bracing system and the bearing walls as well as carry vertical loads. It will be assumed that either the design earthquake (0.2 g) or the maximum wind (100 mph) can occur while the roof is loaded with snow. This is because of the long winters. Also, the maximum crane loading will also be assumed to occur with the maximum snow loading, but not in combination with the design earthquake or maximum wind. Therefore, the design load combinations will be: Snow + Dead Load + Earthquake Snow + Dead Load +Maximum Wind (100 mph) Snow + Dead Load + Loaded Crane + Probable Wind (80 mph) E. Bearing Walls o The downstream wall of the erection bay will be designed as a free-standing wall cantilevered from the floor slab. It must be free-standing under all load cases. 1.6-4 B195/2145M0042:5292M o The downstream wall of the machine hall will be placed as first-stage concrete and will be free standing during instal- lation of the units and second-stage concrete. It will be designed to be free standing for the load cases that can occur during construction. o The entire upstream bearing wall will be placed against the excavated rock surface and anchored to it. Therefore, it will not be free-standing. It will be subject to external hydro- static pressures in addition to loads from the superstructure. F. External Water Pressure o The bearing walls and floor slabs (first-stage concrete) will be designed against external water pressure. The water surface will be assumed to be at Elevation 43.0 at the up- stream wall and vary uniformly along the base to Elevation 22.0 (maximum probable tide) at the downstream wall. o The overall stability of the powerhouse during various stages of construction will be checked. The following factors of safety will be required under the worst combinations of loads: Flotation: 1.5 Sliding: 4.0 (by ·~shear Friction" method) Overturning: 1.5 5. DESIGN FACTORS A. Roofing and Siding o A comparison between pre-cast concrete siding and fabricated metal panels showed that the latter would be more economical. o Insulated aluminum panels will be used in the final design to minimize corrosion. o A composite roof system (7-1/2" concrete on metal decking) will be used. o Insulation board will be attached to the underside of the composite roof system and also to the upper portion of the upstream wall. The insulation will be Foamglas 7-1/2 inches thick or equivalent. Exterior Walls: Insulation will be provided between the exterior and interior aluminum panels. The thickness of the insulation shall be sufficient to provide R = 19 or better protection. o An additional waterproof membrane will be provided in the roof as a precaution against leakage due to rain and accumulated snow. The membrane will be protected by a layer of concrete. 1.6 - 5 Bl95/2145M0042:5292M B. Framing System o Preliminary investigations show that it will be more economi- cal to provide a lateral bracing system rather than relying only on moment resisting frames. This is because of the relatively large roof loads, strong winds and slender columns. o The main roof beams will be connected to the concrete roof system by welded shear studs to utilize composite action. C. Waterproofing and Seepage Control o Exposed concrete will be spr~ed with a sealer (containing silicon) to prevent spalling from freeze-thaw action. o Weepholes, gutters and drains will be provided to control the seepage and reduce the hydrostatic pressures on the uphill wall and floor slab. D. Turbine Inlet Valve o Anchorage: The thrust from the closed valves will be resisted by the penstocks. o Pedestals: These will be designed for loadings to be supplied by the valve manufacturer. E. Turbine Installation o Anchorage: The turbine block will be designed for the thrust from an internal pressure of 660 psi. This figure is based on the maximum net head plus 10 percent for water hammer. o Embedment: The distributor pipe will be pressurized during the concreting. Cooling water will be circulated at approxi- mately the average static head (1,240 1 +). Therefore, the turbine block will not be designed for Targe expansions. However, it will be reinforced for thrust resistance and crack distribution. F. Generator Installation o The support systems will be designed for the loads supplied by the generator manufacturer. Refer to Meidensha Dwg 200631. o The supports must also be designed for the final weights and dimensions when they are determined by the manufacturer. o The weight and the natural frequency of the supporting system must be 2.5 times or more than that of the operating frequency of rotating parts. 1.6-6 Bl95/2145M0042:5292M G. Miscellaneous Equipment o Support systems for miscellaneous electrical and mechanical equipment will be designed when the actual loads and dimen- sions are supplied by the manufacturer. 6. REFERENCES 1. .. Wind Forces on Structures: Forces on Enclosed Structures", by T. W. Singell, Journal of the Structural Division, ASCE, Proc. Paper 1710, V83, No. ST4, July 1958. 2. ..Exhibit W11 , Application for FERC License, Tyee lake Project. 3. ••Alaskan Snow loads/' by W. Tobiasson and R. Redfield, U.S. Army Cold Regions Research and Engineering laboratory, Hanover, New Hampshire, August 1973. 1. 6 - 7 Bl95/2145M0042:5292M I I ' I I ,j ~, I ' I ,l ,~ @ @ ® 1 ) .. ~'\\ -~-4-------- JTP,'jl( 6~.,_Jf / ' ' LR::.~NO @-MAN I FoL-D , "' 1 D lA. ®- ffi-2&1 DIA~EgiC::AL V/>.LVE. ~- ~-MA'-IHOI..6 ®- ®-c:::.::;>M~~~ ((f)- @-.:::001..1'-IC! WA"f!J! f'UMP ~- ®-C::OOL..IIJC::O WA1"Efi! e.-I"IC:AINE:IZ. ®- ffi-Ft.~ '41.t.VEO eD)( ®- ®- D~IN~6 F'l.lr-11" IZ!o VOI.:f D <:: e>A"f"f6~'1' ~AGI'.. ~A.,-1"E:I:'I' .::UA~G".Eit. ote:~6L.. E'N.:OINE:j """""'e:u-roc AJEL.. OIL.. E:A~~oo"'( "f"At..lt. Neti'fe,.I..IJZ:IO~ol lAM!' Zfl'1 DIA e>AU... VAL.I/6. fUEL. .o::>IL.. ~P~ ~K ®_ <¥~~ •24-:L __ ~~ zo -o1 I 241 -o• ..,._.._ .:lLlNIT .:lUNI1" I I f'L.AN AT cl:.. TURBIN~ EL 2~ 00 ®-10 1"0N HYOieAUL.IC. Pt66!:> ~-PIPE "fH~AOINc:iJ ISaUIPIJie.J.H" @-HAQC. <e;Aw ~-.::ii"INOE.il: ~-OIC:II...L. PlitE6~ ~-WOitl:. e>ENCH W/VI<aE ~-OIL. ~"f'Ofi! ~MF" ~-Oil.. INT~Cifl @ -weAl'-PI.A'f~ @ -tNefl.O'f ~lf'A'f"jt ALASKA POWER AUTHORITY ANCHORAGE, ALASKA --~0 ret.. Z5e>~ ~UNIT" I SCALE Sesa:!!IOOI;!:i;O;;;;;;;:;;;;;;;:;;;;;;;iS~~~!JI 0 FEET I D 5 TYEE LAKE HYDROELECTRIC PROJECT POWERHOUSE GENERAL ARRANGEMENT PLAN AT Cl TURBINE EL 29 00 ~--__ __L ____ ----___ 92_~ ·~---------L~-----~---~-- - TY-41-111 S EETOF ECO hO. l I @ ® ® ,..-----2~ "fiN C&'i-IC ""'N v.A-:;K~fi""Gf ~E. ---7~'c;.c~c. ~ tlh rvleiA~ J/~1<.. ~---?~e~L ~eAM "I I ........ .._. ~=F~=r~~~--~--~~ .,.. t<u'~ LAe>~R _.--:::: '-..-,.) ....... --.,. / l ~:~~..,- I / --- Al.L.U-1 V·e!>eAM WAW.. f"ANel. ..m c.>" t:?~P Al..!Jo.f L...I~M 1.-l/IN!:>UL.Aii.::>N '&Mrn\ 1<'11:. eQ.pt'/A\..6Nf --Al.UM ~1M ~AL.L rAt~e"l... ___ _.,.. ~ ~ 0 oe:e.f' ALUM l.tN!:.F.. illjtll~Lii..A(i.:>l-1 '<?t.ltni-J'~ t:QJ.IIVAL~H'f NOfe. foR De)AI!h Pf A..LJM rr<:e.f~W ~lt7i1Uf ,N>ll7 ~f" ~~ ~ 1"'( 4-1 I~ <=",::>R 1"AILfVo..Ge! aAt~NeL.. ~ CIWG("!:> W-Z.~ 110 r ~·fiN c..Nc: ... ~ ~'-~"'.,.~f"-'t?flr..lCf M~r-f~e. -71./ ~ o!>l.;b .:>tl toler"~ ·~~ =:>tC1ION AlASKA POWER AUTHORITY ANCHORAGE, ALASKA ~liZ t...--~wA-efl. f'~""'fli'l6fa>Ail~ RN er-ro!S>W ..:: .. !{.::: <'ir) SCALE 5k:£;i<E:'Eil!:,30~;;z;;;;;:;c;;;;i:5 ::!!!":!~:!!:31 0 FEET I a 5 TYEE LAKE HYDROELECTRIC PROJECT fooOWERHOUSE GENERAL ARRANGEMENT TRANSVERSE SECTIONS TY-4o-!ll8 IECONO 0 -____ _. __________ _,_ ____ ~- c r~ J 1 r I I I --' I I )>. I u I I I I I I l_j ft I 1 ~ I @ ® ® I I A I ff 1 • ~· -r------------------------------------------------12------------~~~--------------------------------------------------------------------~- I w I I I ill ill ill ~ .tff~6 <:.e.v Af! ~rlOr.oJN -\C. /:J... ~ -z. A-.1'1'7 ~f tr.M=-~~~·noll ~I LI.ALJ..~ ~ l!_y__ tj:_ 1 ft,.,-..4 6' Get~ ~_1:2_N $11"" "' NO DATE REVISIONS BY CHK APPD ill ~ t-i 1 r" ~?-4~ P-l rlA~.J4'12.~W-71 r1e;."i~M~ --ji, "'?"~"' ?J .. I..~ ?.., ~t";'A!, :?t~ ill ill INSPECTED . -:){-, / . ...._ ~ IAPPROVEI) J.-I.. -~• w ill ALASKA POWER AUTHORITY ANCHORAGE, ALASKA I ,, f.l. Woo "f~>r ~ .:ro:~~161' I I ~ .15??" I 1Pf'~ <S>ue>~ SCALE 5Si!5iiil'!!!50;;;;;;;;;;;;;;;;::;;;;;o;5e!!!:!!~IO FEET I • 5 TYEE LAKE HYDROELECTRIC PROJECT POWERHOUSE GENERAL ARRANGEMENT LONGITUDINAL SECTION , I OF 2 _j __ _ ~~--------~ 1~ ~-----I _(!) --- c TY-41-119 ECONO ~ \ I -I I I '\ -( [I ~ @ 1-: ,_, I I I I @ ll I I ~) I_ ® : 1 It I I I I I I I GIDIS 1::-t...!:::VATION @ ~L-Ja. lj& • 1 -o I -~L-1!0-v~ .. , -o NO DATE REVISIONS --~-------® -~ -~bOR AND ~OUVeR G~H~DU~~ ~ Of WO!e~ 'ANP L..OUV~~.:; ~lt.AM~ P~TP-1 L,... ,.lAie:;>Wo>.II:E ~~~ ~I"' 1-!o TYPI! @ IWo.l. LIP ® ~ @ ru,i<;Jol ~ ~IC - <Si~LS I or;.!~ M ..... n:;!'ZI~L. ~~ .JAM& .... ,~,..~,.. HO 14 () ,,~1 4. -H~f..t-1.-~ ~ 10 1 r~L-Anw Z' 11~ Ie.:11f 1P__ 11Z ~ ~~-o "t;' 6 1~ t11tfP..L-7 ~ 4 INc&L.IL-Afl!!-~ 70 11Z 70 11Z 70 1--;t; ~ -fi>' " ti'~e· 1~ H~iP-v ~ ., 10 8 U¥11' f'l,.l.at;:' ~ 70-11~ 1() , ~~ 70 , ,.,. 1'\cz CJ 150TT ""~ "1'1 o' ~ 4 1 ·04 -AL.UI"11tJUM ~ 4-(, --70-11~ 70-11~ 70 11~ - I INTE.~IOR FINI~H ~C.H~DUL.E- ~IS. I"'~~ ~ ~ I ~ ~ -::L -~ !,( ~I ~ i i= i \\ ~ "i: '3-i: ~ \) ~ "Z 111. ~ ~ \) -.. -- -0 -• 0 -0 - I I WP-L-1- 'M. ~ ~ ~ ~ ~ e " - ~ 1111~! !.11 II\~~~~%~ 1-ll. ~ Sci. ! ~~~~ ~ ~'-~ 1 "'z~~~ ~ ~~~1 -- - - • 0 " - - I I ~E:.Il-IN" \1. ~ ~ 'l> l ., • - 1:!. e :z. !ei:St-1Aii:l(c? 1:. :K L ~ -~~~~~ - " I ,I 1..r ~~~!Ill~ "11 ... t"lUfJI1 I - - SCALE 5 0 5 10 15 20 FECT 1/8 "' I -0 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA I 1 TYEE LAKE HYDROELECTRIC PROJECT MAINTENANCE BUILDING TY-70-!11 : I I I I FLOOR PLAN, ELEVATIONS a SCHEDULES St£ETOI' I REV, J-----'----t I ~oo I l I DESIGN CRITERIA Project: Tyee Lake H¥droelectric Project Section: 1. CIVIL Subject: 1.7 TAILRACE CONTENTS 1. Purpose 2. Design Flows 3. Tailwater Elevations 4. Discharge Weir 5. Energy Dissipator 6. Tailrace Channel 7. Tailrace Channel Bridge 8. References 1. PURPOSE Document No. 2145DC-1.7R2 Date: 31 Jan 84 SubmHted, 1 ~»JJ!. ' Design Manager !L.it. t£1:.. Approved, ~ Ch;ef Eng;neer ~~~ The purpose of these design criteria is to establish basis for the civil and hydraulic design of the weir, the energy dissipator and the tailrace channel (see Exhibit 1.7-1). 2. DESIGN FLOWS The energy dissipator and the tailrace channel will be designed for the maximum ultimate flow when the third unit is installed in the power- house. Total Design Flow = 360 cfs Design Flow Per Unit = 120 cfs Flows can occur from the units in any combination. 3. TAILWATER ELEVATIONS All elevations are in feet and refer to Mean Lower Low Water datum. Data for extreme tides: Highest observed tide at Ketchikan Highest estimated tide at project site Lowest observed tide at Ketchikan Lowest estimated tide at project site 1. 7 - 1 = Elevation 21.2 = Elevation 22.0 = Elevation -5.2 = Elevation -4.5 Bl95/2145M0042:5293M Due to extreme floods: 100-year flood coincident with highest tide = Elevation 21.7 Probable maximum flood coincident with mean highest tide = Elevation 25.0 Combination of the tailwater elevations with the discharge from the powerhouse shall be such that the worst case for design is produced. The following non-eroding velocities shall be used for design of the tailrace channel: Silty clay Coarse gravel 4. DISCHARGE WEIR 2.0 fps 4.0 fps Discharge from the turbines will pass over a weir at the downstream end of the tailrace chamber. Weir crest = Elevation 21.6 Computed water surface at maximum discharge = Elevation 23.7 Adopted tailwater for turbine specifications = Elevation 24.0 Thus, tidewater will enter the tailrace chamber only in the unlikely event that the highest estimated tide occurs when a unit is not operat- ing. Floodwater will enter the tailrace chamber only in the unlikely event that a flood of 100-year recurrence interval or greater occurs when a unit is not operating. Thus, no tailrace gate will be provided. Floods greater than 100-year flood may reduce the turbine capacity somewhat, but will not stop their operation. 5. ENERGY DISSIPATOR The energy dissipator will be designed to dissipate the energy of flow discharging from the powerhouse and over the weir before it enters the tailrace channel. The dissipator will be founded on rock. The transi- tion to the tailrace channel will be designed to minimize turbulence of flow and erosion and also to guide the flow into the tailrace channel alignment across the meadows. A roadway will pass over the structure. 6. TAILRACE CHANNEL The tailrace channel will be excavated in the soil materials fonming the meadows to the north of the powerhouse. These consist of silty clays and sand overlying gravel to a depth of about 10 feet. 1. 7 - 2 Bl95/2145M0042:5293M The channel alignment will be selected so as to cross the meadows as directly as possible and discharge into Airport Slough in the direction of natural flow. The channel section and slope will be designed to prevent erosion of the channel banks. The first choice would be to design a channel with non-eroding velocities without the need for slope protection. If this is not possible, the channel will be protected with a coarse material, and the gradation of the material to be used wi 11 be determined. 7. TAILRACE CHANNEL BRIDGE The bridge geometry shall be as follows: o The clear width of the bridge between curbs shall be 12 feet with cross slopes of 2%. o The height of the bridge curb above the top of the bridge deck shall be 12 inches. o The top width of the curb shall be 12 inches. o The height of railing shall be 3'-611 above the bridge deck. Loads shall include the following: o Dead Load. o Live Loads: HS20-44 AASHTO (32K Single Axle) and dual axles with 24K each at 4 feet centers. o Wind Loads: 30 pounds per square foot of exposed surfaces. o Earthquake Loading: Earthquake loading shall be based on an acceleration of 0.2g applied in any horizontal direction plus 0.15g vertically simultaneously. o Curbs shall be designed to resist a lateral force of at least 500 pounds per linear foot of curb applied at the top of the curb. o Current forces on piers shall be considered assuming maximum channel water velocity of 10 fps. Concrete class A shall be used for all elements of the bridge. 1. 7 - 3 Bl95/2145M0042:5293M 8. REFERENCES 1. 11 Sediment Transport Technology", by Daryl B. Simons and Fuat Senturk. 2. "Open Channel Hydraulics .. , by V. T. Chow. 3. 11 Stable Channels in Alluvium11 , by G. Lacey. 4. "Canals and Related Structures .. , U.S. Bureau of Reclamation Design Standards No. 3. 5. ''Hydraulic Design of StilHng Basins and Energy Di ssipator 11 , U.S. Bureau of Reclamation Engineering Monograph No. 25. 1. 7 - 4 Bl95/2145M0042:5293M @ I I 1 @ ( j ~I -..I I!! I 1 NoftJ 4-5 o MIN Curve IVfl 2 Cvrve Oofa R=.SOO o t::.. • .33 08 I! 1.. -n:; :o T-8'3 2-:> An9/e For curve M: 2 Sholl be odjV3 fed II the {jeld l'or 3moorh tron~1f101'1 to eJt.J:Sfmy str~am ~ 0 i MIN'' /IS RIP~ U.Ye:R -rype A FILL 70 ~I 19 0 -===='"""'-- - - - - ---0 0 -~-i PLAN Scok I SO o• Scole ,~ = 10 o• ,. /:: TA LRAC!!!. CHANI<l!l.. f I SCALE SCALE 1 1§0 ~~s;;;;;;::;;;;io~~~~~ o~;m;=ziijo FEET I c 10 5,~0~10El!!§c~~~~s~o ;;a;;;:;;;;;;ci'oioo FEET ORIG/f,AL GROUND 1 • 50 _{____ ----------------------------, -----__ ,.,., " / --------,,..-'-.1 I ------------------,-I' E/9 c.O--........__ ,.. .......... .:..__--~------I ...... . .;;;:: AMY/# ------->I /IAYt••f/#'1/f$' I "ll s:.' '\:1 ~I ~~ ~~ ~ ~, ~ ~I ~ ~ ~ ~ I ~ ... ..... uES>G>.£0 hO DATE REVISIONS BY Cp.,K A.PP 0 hSPE.CTE::l ~I /~'II/ t'IAV/i:\. '\. loS PROFILe Hor.z SCOI~ 1 S? ~ .-err Sca/(3 m' /..I o· .._OVEO ~ ~-s 0 001 I ~I ~ ... ... "'> 'I:J ALASKA POWER AUTHORITY ANCHORAGE, ALASKA ------...... ""'--- Exh1b1t 1 7-1 _,. / / ~I 18 i?IPRAP LAY~~ ~~.-rc-~..,...-2 TY'rl! A I {W,;TH TO l!>l! DETc.RM 'V!!O IN THI!! FIELD !Vii!. 51-fvOTH T;;y...,_ TION OF' CROSS STii'l!AM INTO m-u~'l!Ct 0/1 --eJ 4-000 1--FA.CE OF POWERHOUSe: ,, Cl .Jo 00 J, I ~ -...../ l:!:J J I...--1. f!,~IC.GE. / ~I -c ZO()() .-+-,.........-E/ J1 _?0_ -----;::::-:::=:--f!/ 10 ()() ----~L82_q__ ~ ~ ... '- '\:)1 '\I ------~/0()() REFERENCE DRAWINGS Tot/roc~ Clio, J?t:l, DISCf>'7J'511'! Stn;cf.Jre Pf~r-s .!sechon:s _____________ T/25 /0 TYEE LAKE HVDROElECTFi C PROJECT TAILRACE CfJANNEL GENERAL AqRANGEMENT TY-25-101 ( DESIGN CRITERIA Project: Tyee lake Hydroelectric Project Section: 1. CIVIl Subject: 1.8 GATEHOUSE CONTENTS 1. Purpose 2. Gate House and Gate Shaft 1. PURPOSE Document No. 2145DC-1.8R2 Date: 31 Jan 84 Submitted, /~ J~ Design Manager 1"./cii?d/id/L- Approved, ~ Chfef Engfnee • ~' The purpose of these criteria is to set basic standards and loads for the civil and structural design of the gatehouse and the gate shaft. 2. GATE HOUSE AND GATE SHAFT This structure consists of substructure and superstructure for inte- grated operation in raising and lowering the stoplogs, the fine trash- rack, and the intake gate. It also houses access ladders, work plat- forms and equipment required for maintenance and operation. The substructure basically is a 12-foot diameter unlined vertical shaft that starts at about El. 1610 on the rock surface and ends at power tunnel crown at El. 1216.0. The excavated invert of the power tunnel at that location is at El. 1205.0. The use of rockbolts will be dic- tated by the field conditions of the rock. The work platform at El. 1417 will be used for storing the stoplogs and foundation for in- take gate hoist. The gate shaft is located approximately 275 feet downstream from the intake. A reinforced concrete collar extends from the exposed rock surface to the floor slab at El. 1630.50. The superstructure is a structural steel frame enclosed with insulated metal panels. The gate house consists of the hoist room with an overhead hoist for servicing and handling the trashrack, the stoplogs and the intake gate. The hoist will also be used during the construc- tion for the installation of embedded metal and equipment in the gate shaft. A structural steel gate roll-in frame shall be provided on the south end of the gatehouse for handling the intake gate outside of the building. The intake gate shall be operated by a hydraulic hoist mounted vertically on a frame at El. 1442. A maintenance trolley for servicing the trashrack and storing the stoplog shall be provided at El. 1417. A trolley shall be provided at floor El. 1430.0 for hoist rod removal and storage. 1. 8 - 1 Bl95/2145M0042:5294M Access to the site will be only by helicopter. A helipad 40 feet east of the gate house will be provided. Provisions will be made for proper ventilation of the gate shaft at all times. Roof access into building during snowbound conditions will be provided. The superstructure shall be designed for the following loads and meet UBC requirements: Roof Snow Load lateral Wind Load Hoist Capacity Floor Live Load Stairs and Platfonms 100 psf 40 psf 7.5 t 500 psf 100 psf l.B - 2 Bl95/2145M0042:5294M -I @ tj I 4 4 I I I I I I I I I I \) -' ti'i @ I I ® I I ----- X I I I * X I <1<. A I"'R.A.r-1E:' "fAJ<.e-01"'!"" "'TF<..UDTi.J<E:. a.t;> ~~ 1 ., -o p \) -a:,! l- \) -<:;) PL-AN ~ CONSUI.nfffi ENGINEERS 11--t--1--------------1-+-+---l ~ ~~~1.2f!A: ~~~~~~~~~~COMPANY, iMC i---t--1--------------1-+-+----1 i :l Sf"" 0 C..... ..,.c,..._ £ Al.A.siUo ~ Dt lf"N(J {.. ~~AWh NO DUE REVISIONS BY CHK APPO INSPE' TEO /A 1 ...... ovro rt .... , trfi. ALASKA POWER AUTHORITY ANCHORAGE, ALASKA v t:xn1b1t 1 cs-1 HOlE:.~ 1 A UHTlHua.J':> ~4-i 01" I"LE>XIe>-e:. C:Afo ~ HIH) ~~ Al--JI"I--i.Jl1 ~..£ ~ e;<;::. 1-i':>Tt-LLW 1~t::e ~ e>J':> ~AH ro ~re.H PW.JAH V1~110H " ~ ( 1/-4'!AA.) "?-lt.J..l.. ~ c::Riu.J::O 1-l 11-it;:. Wli'OM ~ e:t)<;::> Af T11[/ "::f'A~ 10 PFIO'Ilt;;;e ~~ ~ COi:x.<H~I~ OJ ~I~ u;<'-....QJt.;]'E: ..,eH_,--rf (P "1-lt;:. t1A.f' e;<)';> el-l 11-l,;. ~..1 ~/e "'C? l"'l..il.lR;::. 'A' ~ 6CHHE10TIOH':> -+ IH!>' 'S:W1"fc.H1'~ I'? ~16JHW I"Y.A<. 1~ K.Y VOL. 1"Al1 Q [...e;:,v~ 5 IW'fAfEi' 1/AJ" 0" ~r;:;. ~ WI"'"Of':f ~" 150 ~ t1N<.Y ,... ~~~ l"rf H? "ftU.N ca -nxw 'bl.ll'l"~ f2j -~Uin' l"tf ~I'I"OF~:f';> r::.LU-1 RUAL-"?1'11~ fo./'JD ~VIN!ONt;> ______ l'f-47-101 '?liE:. I"LAN _________ "N -41 -1oz. f'(e£ L.An.. f'GW~f MAJN '?IN£..llL. U~E:. !/1AL.I(.AM -----TY-+7-1~ IYe.E.. LA/<J:.. '7klllu-i1'AJ<.I? t.!:.HEK.AL ~l:oEME.l'lf ";U.TION':> Al'lt7 t;;'!!l'Nt...t:> _____ ____j'f 57-0fl SCALE 5 0 5 iiZLiiSOiL 10 IS 20 FEET 1/8 3 I -0 TYI:.E LAKE HYDROELECTRIC PROJECT TYEE LAKE SWITCHYARD GENERAL ARRANGEMENT PLAN I TY-51-0!2 IECO NO. @ ® @ DESIGN CRITERIA Project: Tyee Lake fiydroelectri c Project Section: 1. CIVIL Subject: 1.9 GATES AND TRASHRACKS CONTENTS 1. Purpose 2. General 3. Lake Surface Elevations 4. Flows 5. General Arrangement 6. Intake Gate 7. Stoplog 8. Trashrack s 9. References 1. PURPOSE Document No. 2145DC-1.9Rl Date: 31 Jan 84 SUbmitted, , /1/_;J '7)- Design Manager t:'lf?tt1/it$/:t- Approved, ~ Chief Enginee _ , ~~ These design criteria provide information as well as data for struc- tural design of the gates and trash racks. 2. GENERAL The gates and gate-shaft will be designed for the present planned range of lak.e water surface elevations, and also allow for the only future expansion of the project now under consideration. This will be the addition of a third unit in the powerhouse to provide future peaking power, which will result in increased tunnel flows. No provisions are made for raising the lak.e level in the future by means of a dam at the 1 ake outlet. 3. LAKE WATER SURFACE ELEVATIONS Present Project: Minimum 1 ake 1 eve 1: Maximum nonnal lake level: Absolute maximum lake level: Elevation 12 50 Elevation 1396 Elevation 1414 The absolute maximum lake level will only be approached for relatively short periods during the passage of high flood peaks through the 1 ake. 1. 9 - 1 Bl95/2145M0042:5295M 4. FLOWS The i~itial installation will be two units totalling 20 MW, with a firm capac1ty of 14.8 MW. The cornesponding flows and velocities in the 10-foot tunnel sections are: o Lake at Elevation 1250, generation at 20 MW, flow is 228 cfs, velocity 2.5 fps. o Lake at Elevation 1396, generation at 20 MW, flow is 202 cfs, velocity 2.2 fps. o Lake at Elevation 1396, generation at 15% overload, flow is 233 cfs, velocity 2.6 fps. In the future, a third unit of 10 MW may be added to provide additional peaking capacity. The firm capacity will not change. The correspond- ; ng fl ows are : o Lake at Elevation 1250, generation at 30 MW, flow is 352 cfs, velocity 3. 9 fps. o Lake at Elevation 1396, generation at 30 MW, flow is 309 cfs, velocity 3.5 fps. o Lake at Elevation 1396, generation at 15% overload, flow is 360 cfs, velocity 4.0 fps. 5. GENERAL ARRANGEMENT The gate shaft will be located on the tunnel line approximately 275 feet from the intake. It will contain the following: o Intake Gate o Stoplogs o Trashrack The invert of the tunnel excavation line at the base of the gate shaft will be Elevation 1205. 6. INTAKE GATE The intake gate will be a fixed wheel type gate operated by a hydraulic cylinder hoist (see Exhibit 1.9-1). It will be capable of closing under emergency conditions against unbalanced head of 190ft. and maximum flow. It will also provide means of filling the empty tunnel, through a valve operated by over-travel of the hydraulic hoist stem, so that the pressure across the gate is equalized before opening the gate. The gate will be operated by local control from the operating plat form at El. 1442. l. 9 - 2 Bl95/2145M0042:5295M The time of filling the empty tunnel shall be a minimum of 10 hours to avoid rapid stress buildup. The time of emptying the tunnel shall be not less than 24 hours to allow for pressure equalization within rock surrounding the tunnel. The detailed instructions on filling and emptying the tunnel will be provided in the operation manual. 7. STOPLOG To facilitate closure of the tunnel during maintenance and repairs of the fixed~heel gate and the gate guides a stoplog is provided (see Exhibit 1.9-2}. The stoplog will be closed and opened under balanced head only. It will be operated by the overhead hoist in the intake gate house. The stoplog will utilize the same slot as the trashrack, so its size is fixed by the size of the trashrack. The operating head on the stopl og shall be taken as 190 ft. 8. TRASHRACK A coarse trashrack will be installed at the face of the intake, at the lake bottom (see Exhibit 1.9-3}. Its purpose will be to prevent tree logs from entering the tunnel. At the gate shaft a fine trashrack will be installed to retain all trash that may pass through the coarse trashrack at the intake (see Exhibit 1.9-4}. The trashrack at the gate shaft will be raised and lowered under balanced head by means of the overhead hoist in the gate house. It wil1 be raised to the operating p1atfonn, E1. 1417, for cleaning. On the upstream side the trashrack will have a basket at the base to catch anY trash that may fall off the racks when it is being raised for cleaning. The trashrack is sized to provide an economic structure consistent with the assumed maximum approach velocity of 4.0 fps through the racks. The bars of the trash- rack are designed for a differential head of 15 feet, and the support- ing members for a differential head of 20 feet. 9. REFEREN:ES 1. ••Trashracks and Raking Equipment; Part One -Trashracks", by Thaddeus Zowski. Water Power, September 1960 (for structural design). 2. 11 Hydraulic Power Plant Trashracks Design .. , by Lloyd E. Sell. ASCE Journal of the Power Division, POl, Paper 7819, January 1972 (for vibration analysis}. 3. 11 Fixed Wheel Gates for Penstock lntakesu, by Sylvan J. Skinner. ASCE Transactions Paper No. 3000. 4. 11 Working Stresses for Structural Design 11 , U.S. Department of the Anmy, Manual #EM 1110-1-2101, November 1963. 1. 9 - 3 Bl95/2145M0042:5295M 5. AISC Specification for the Design, Fabrication and Location of Structural Steel for Buildings, 1978. 6. Structural Welding Code AWS 01.1. 1.9-4 Bl95/2145M0042:5295M @ r D I I l © ,---$ I~ \ f ;r~~- I -~~I, 2-11 2 !b:i)4 2-0 J),-_2,"-' I I E30"'T L Lo, WA \, ~· ~EAL co XIN~Re;MoVe~ FOR C 'l-~11 ClARITY c;,yMM I\50UT GJ>.TE ':>IDE ":>EAL 5ECTION@ SCAL-e~ 1-0 - DOWNSTREAM eLeVATION ® ', ) I VlfW E-E ..SCA '--l! t• =I'-0 (GATE VALVe /'lOT S/10WN) @ 5ECTION:o® ..SCALe ~4's/ - <-'05\JEC FOR C.ON~-RUCTION ...... "' -,; OESI....t4ED J.. N.J D E A E I I S I 0 N S BY CHK APPO INSPE ..... TEO ® __ --- 5 16x51 7(TYP) 3ECTIONfB\ ~LE~I~ RECOMMENOED APPROVED _.. i\. ~-n LIFTING LUCZ HOIST sTEM VIEW F-F NT 'So VALVE .STE"M ca CRAr--IE GA-s VALvE CL,..-:.'5 150 NO 47 OR ::.QUAL HANDWHE L REIVIOVED YOKE. N~-* ':;>iEM ~ IODIFI~D F CLO'=>ING-BY ME"'""" OF HOIC:.T ANO OR ':>TE.M 5P!rC.ER P.IN6 n O/P • 1!!:>/Jr;," VALVE OPENIN~ #. .&' !Q ~I ---'~- L-/\.1 UUIL I V SECTI01'1 K-K NI'So +GAlE =· .?r~ ~}; I ) ; / .............. --, ..:= ---"' I~ v '\. ~ J I \SKI~~ 7 ,I '--I THIC SECTION J-J REFERENCE DRAWINGS I GATE SHAFT GeN ARRANGeMeNT TY 31 10/ 2 GATE SHAFT; LADDERS ANO PLATFORMS SHEET 1 OF .3 TY .31 231 3 INTAKE G,A"I"E Se:AI.. ~WHEEL DETAILS "TY-31-239 ~ . "-~L BEARINq IE 87',4>< 1}%11 )1. 9 '" '------,/L~~IL -LIFTING NUT ?!!® SECTION H $CAL-E I -=-I -0 - AlASKA POWER AUTHORITY ANCHORAGE, ALASKA SCALE 0 3/4 SCALE 0 ' TYEE LAKE HYDROELECTRIC PROJECT GATE SHAFT INTAKE GATE , 2 :3 FEET m I -0 2 FEET m I -o ~ ~ TY-31-238 R£V U eco NO -~--_.l,---------~--~®'-_ @ © ® @ :r \ I I J @ @ ® BOTTOM o'SK'N~ ® -lj-----,1- 11 II ,, I I I oi I I - j; ;I -1 v ~ ~'(jl (]' 01 ~ ~'I Ill ~ ., ~ :-~I ~I DETAIL 2. -...J._----L--+--.JJ.._ ___ ..,__ _ __,"-P.- ...HAMI'ER AT ROOT fAT WELDING (T"P) I oj> DRAIN H:)LE" @'1. PL.\CES 01-~HCRC::'R- I TYP >.:5---.71-~ I '"· ~t--! -- SECTION SEAL NOT 5HOVm VIEVV Scale.~ I 0 'iir~ -:r--Mr-T--~· • II ,, -~# r-~ -L-J, ~,.2_\ -:=t (~~~) ~~31-t ~31.._~ ~TYP SIDE SEAL SECTION C 'SCALE-3 : I -0 'Et--:> C'F CLAMP 6AR€. TO 8E R-I... ED TO}'.._' R "'~:<. ?EAL OEFORMAT10N DE ... IGNEO NO DATE REIISIONS BY (..HI<. APP 0 !NSPFC EO ®_ -----~ --.... -----_j ... _~-:.....,... -~ ....... ~-.....n~-~ RE.ItJI=DRCEME"NT It li;'"*o OPENING- -----<:_.. 11/2 )(';; SECTION F SCALE~ =1-o SCALE ALASKA POWER AUTHORITY ANCHORAGE, ALASKA ~1?><42 9 (IYP) HOLPINq OOWN STRAP '14" )< I II LUC ~~~v META'-BLCC.K~ OF' I 5L.,F FIC.!Eo!'. T VvO,i GHT "TO C.L05E Vt>.LVE ~<::!!'=e:--+r-LIFTit-IG t-JUT cB-_;_-v' DETAIL [2\ ':::>CALE 3 I 0~ VALVE STEM Ni:.OPRENE V.A'5HER (TYP) PLAIN .-\.A'=l-l=.R (TYP) 4 <!>C.RA"-eGAIEI'ALYE CLA"5 150 '-l0 47 OR EQL1AL H,A/-.IY'....,t:.EL REVCVEC ~ YC'(E NUT l! s-;::,, tJ~'v F"IE:l FORI c.~o<:> 'C:! 2.Y MEANSO:o ME1AL BLOC~ WEIGhT c.,_l I ' I .,..8 >~10oo rt REFEReNCE DRAWI'NGS I GATE SHAFT GEN A.RRANGE..t-15-N.,.. T'f ;1 -101 2 GATE' SHAFf LA0DER::, AND PLATFURMS SHE.E.T I Of 3 TY 31 '2 ~I t-JOTE5 GEAI-tv10l.D? E5Y HUp.jTIU#TOt-.J ~LJE!>~e.fZ.. ,_.,IU..::'> TOP' ;a..:, DE $~~'If IGI05 TOF" COIZIJE.~? ff"l"fOG ~"C"%~h~P a!~~~ 1e e ~ ~? 2 }I~· OIJE ~E< IC:OL.t-.JD~, TO Y4 eAOIU~ SEAL CONNEC:TOI;:S S11AL.I. &>S ~Bell X 1?-e LG FIAT HEAP ~U)T"i'"eP 8 8 ~S ~ TYEE LAs<E HYDROELECTRIC PROJECT GATE SHAFT STOPL_OG TY-31-2.37 ECONC @ @ ® I I I ~ ,.. .... l I I I I I I @ @ '=>EE I'JOTE I ® ® '--'54" 3'><Y4' DLAN VIEW COARSE TRASHRAC..K PANEL (3 RE:Q'D) '?CALE. !1'4 :o I J...o" 19'-z." 19 SPACE"=> @1'-0 -=-1~'-o~ - ·-~-fBM<z'·~· I I I l ;;. -~----- "¥e cj> t"PLE'5 fOR '7'4'<f I30L 1~ ---- I I II I I ---_j !:>OJ... TED TO ROCJ< 13V 4 FEET LONG I <!> MECHANICALLY ANCHORED ROCKeDLT~ fle'LD CUT EIAR~ TO FIT '<O<:..K PROFILI! SECTION " ___ ·j 12'-ld' SE.CilON '&CAL£ ~·=r-o" NOTES I BOTTCM CLO~RE FRAME"=> TO e>E Fto.eRICATED AND WELDED IN ~ITION AFTER "THE FINt>.L LOCA.TIO"' OF T'CA<::.--iRP-W< HA':> OEEN CHOSEN .!>ND THE ROCr< PROFILE 1-t.I>.C:. e>EEI-J MJ:A~RED Z. M~>-Te':RIAL "=>PSCIFic:.A"'TION "=>TEEL -A~IM ,.:>. o<D '5TRUCTUR.b.l.. IUIOING"-A"=>TM t>-500~R A OR AbOI PAINT "TWO C.Oi'>o'TO::, COAL "TAR ePO>'Y 10 MIL-S TOTAl.. MIN THICKNEe.~ AFTeR WH1TE 13L...b.<;;,T Me:T.t>J... C.LEANI~ SCALE 0 2 FEET BOTTOM CLOSURE FRAME-3 RE.Q'D s~e. NOTE 1 COARSE. TRA.'5H RACK ASSEMBLY I Q I -0 '=><:.ALE I -=1-0 11 ~ CQfiSlJLnp.(Q ENGINEERS 11--+---t-------------+--11--+----1 ~ ~~~~~t.::~~~~:~~~: COMPANY, INC t-+--+-------------+--11---t-----11 I' OLO $f..,. R C. ,. Y ""Ct10AAOC LASKA ~ G '3/ Z IS~vEO FOI<, CCN~it?l. C"TION C(SJGNED E.: NO DATE REVISIONS 81' CHt<. APPD ""SS'ECTED "5C.ALE ?j.-1 ~-=I -o• ALASKA POWER AUTHORiTY ANCHORAGE, ALASKA SCALE 0 3/4 SCALE 5 0 3/16 TYEE LAKE HYDROELECTRIC PROJECT POWER TUNNEL iNTAKE COURSE TRASHRACK I 2 3 FEET Q I -0 5 10 FEET q I -0 IECO NO TY-31-016 @ © ® @ ' r I I ) I _1 @ -.() ~ @ _, ® TRASH E::AR 2 >< Je)<TYP) UPSTREAM EL E.VATION SCALE. I • I -0 7 1-7'/:oVER,..LL 3:t 9 II... s::CTION SCALE I :. I 0 I 1 <f: SIDE:. GUIDE. BAR.3 1x-/8 (TYP) PACK BAR z~}e (TYP) i --+ -I :. <() I 1'--_Avp- -t,T"'' I ~1--t TRA'=>rl BAR 2 "~/e. SE-CTION B-B 'SCALE I 1'--0 -:;,HO'v"<•N6 BOTTOM -eASKET r SECTION D-O ~ALE. ::, =I -O" 1 END PLATE 10}~,.}~ ~CONSUlTING ENGINEERS 1----t---t-------------t--t--+----l ~~~~;.~~::~~~~=~~~~:COMPANY, INC ~+---t--------------11-+---+---t 6i C. 0 SE.W.UOD G ft/lt .v.CHORAG[ l..A$1(4 ~ ALASKA POWER AUTHORil"Y ANCHORAGE, AlASKA REFERENCE DRAWINGS I GATE 'SHAFT PLAN'=> \ AND '::>E.C.TION'b ---TY-'!>1-101 2 GATE '::>HAFT LADDER AND pt..A.IFORM SHTIOF~---i'<-Z.I-231 NOTES I MA.TERIAL 5Ht>.LL C-ONFORM TO ASTM-A:!>" 2 COATING C.OAL TAll, EPOX~ -'2 COATS, IG MIL'!. TOTAL TO B~ APPL.IEO A~ PER SPECIFICATION SECTION 09600 .3 REFER TO SPECIF•CATION ~I!GTION 05G00 f'l\6£ II FoF. TOLE~ANC£~ SCALE 0 2 t-EET 'e:Ea~~~~..a 1 m I -0 SCALE 3 0 3 6 9 INCHES ~~~$i;a;~~:=:i 3 • I -0 TYEE LAKE HYDROELECTRIC PROJECT GATE SHAFT TRASHRACK TY-31-2.36 SHEET OF REV 0 IECO NO 0 1 r 1SSUEO "'OR CON~IRUC.IJON -• LE IGNED I <... f" ~ b-=-===-~--~~==--~-=--~=--=~-=--~bOO~~DA~l[~---=----~R~E~V~I~S~I~O~N~S~~~~B~V~c~<~~·~~O~~~~C~ff~D--~~~~--~~~~~~~~~,~~~-~~~~---=-=------=-~===-~=-=---~~~,~~~=-------~--~=-~~---=--~~-=--~--~----=---~~ @ ® ® --= ---------~--CD @ @ ® DESIGN CRITERIA Project: Tyee Lake ttY droel ec tri c Project Section: Subject: 1. CIVIL 1.1 0 S WITC HY ARD AND SUBSTATION STRUCTURES CONTENTS 1. Purpose Document No. 2145DC-1.10RO Date: 31 Jan 84 2. Switchyard and Substation Structures 1. PURPOSE The purpose of these criteria is to set basic standards and loads for the civil and structural design of the Switchyard and Substation struc- tures. 2. SWITCHYARD AND SUBSTATION STRUCTURES A. Tyee lake Powerhouse Switchyard 1. General -The Tyee Lake Powerhouse switchyard will be an open structure on an area of one quarter of an acre. Buses, circuit breakers, step-up transformers, switchgear and take-off structures will be installed there. The area will be encircled with cyclone fence. It will be reached by an access road terminating at the access gate. The switc~ard will be surfaced with 12-inch thick, compacted, coarse aggregate. 2. Structural Desian -The structural design will cover steel superstructures and foun ations for equipment enclosed in the area. All structural steel for superstructures will conform to ASTM A-36 or cold formed, welded structural steel tubing ASTM A500, Grade B. All finished steel shall be hot dip galvanized. Reinforced concrete for foundation will have 28-day strength of f'c = 3000 psi. The following design 1 oads shall be used: Dead Load Equipment Load Lateral Wind load Sn CJ;I load lateral Seismic load actual weight of structures per equipment supplier 30 psf 100 psf 0.20 g 1.10-1 Bl95/2145M0042:5438M Allowances for stress increases will follow the latest USC code recom- mendations •. B. Wrangell and Petersburg Switchyard and Substations 1. General -The substation and switchyard components will be arranged in accordance with the el ec tri cal design requirements. The designated areas will be encircled with cyclone fence, with adequate access for vehicles and personnel. The finished grade will be covered adequately with selected granular material of proper size and compac- tion. Site drainage in form of culverts and ditches shall be provided to control rain runoff. 2. Structural Design -The structural design will cover steel superstructures and the foundations for the equipment enclosed in the area. Structural steel design shall conform to current AISC specifica- tions and to part 2.A.2 above. Reinforced concrete for foundation will have 28-day strength of f'c = 3000 psi and will be designed in accordance with ACI 318-77 by strength method only. The following design loads shall be used: Vertical Load -Weight of structure plus 150 percent of weight of the electrical equipment mounted. Wind Load Transverse 25 p.s.f. on the projected cylindri- cal surfaces and 40 p.s.f. on exposed flat sur- faces. Seismic Load Earthquake loading shall be O.lg in any direc- tion. Snow Load 100 p. s. f. Conductor Load-Tension loadings shall be 3000 pounds for a maximum pull-off angle of 15 degrees in either direction on steel structures. 3. Anchor Bolts-All anchor bolt steel shall have a minimum ten- sile strength of 50,000 psi. 4. Foundation Loads-Allowable foundation loads as well as all other related recommendations will follow information for Bidders, Substations and Switchyard Construction Document. Any diversifications will be in agreement with recommendations of IEco•s Earth Sciences Group. 1.10-2 Bl95/2145M0042:5438M DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: 2. GEOTECHNICAL Subject: 2.1 BASIC SEISMIC DESIGN CONTENTS 1. Purpose 2. Selection of Design Earthquake 3. Seismic Design Coefficient 4. References 1. PURPOSE Document No. 2145DC-2.1Rl Date: 24 Sep 82 The purpose of these criteria is to provide general information on the seismicity of the project area as well as the seismic design coeffi- cient for the structural design of all project features. 2. SELECTION OF DESIGN EARTHQUAKE The term "design earthquake" as used herein represents the earthquake which will cause the maximum effects on the Tyee Project and can reasonably be expected to occur during the lifetime of the project. It is this event which will be used to evaluate the seismic susceptibility of the project structures. As described in References 4.1 and 4.2, none of the local faults have been found to be active and therefore are not considered capable of generating a major earthquake. The Queen Charlotte-Fairweather fault is active and therefore capable of generating an 8+ magnitude earth- quake. This fault at its closest point to the project is about 200 km (125 miles) west of the site. The highest historical seismic activity in southeast Alaska is concentrated along the Queen Charlotte- Fairweather fault. Another major fault, the Chatham Strait fault which is considered to be an extension of the Denali fault system may also be an active fault and because of its length could generate an 8+ magni- tude earthquake. This fault lies about 160 km (100 miles) from the project. The geotectonic framework of southeast Alaska indicates the need for a conservative and realistic approach to seismic design criteria. In that regard we have selected a hypocentral distance and magnitude which represent the maximum credible earthquake expected in the area from active regional faulting. This hypocentral distance has been conserva- tively selected as 100 km {60 miles) with a Richter magnitude of 8.1. All structures are to be designed to avoid catastrophic failure and major damage with respect to the design earthquake. 2.1-1 B573/2145M0042:5296M 3. SEISMIC DESIGN COEFFICIENT Four attenuation functions, derived respectively by Patwardhan, et. al. (1978), Donovan and Bornstein (1978), McGuire (1978) and Esteva and Villaverde (1973) were selected to calculate the peak acceleration that would occur as a result of the design earthquake. They are as follows: Earthquake Magnitude 8.1 PEAK ACCELERATION VALUES CALCULATED FROM FOUR ATTENUATION FUNCTIONS Hypocentral Distance (km) 100 Patwardhan Donovan and et al Bornstein (1978) (1978) 0.076 0.126 Estera and McGuire Villaverde (1978) (1973) 0.229 0.233 Based on these results a value of 0.20g is recommended as the seismic design coefficient. 4. REFERENCES 1. Definite Project Report, December 1979, Tyee Lake Hydroelectric Project. 2. Supplemental Geotechnical Report-Field Investigations, 1980, Tyee Lake Hydroelectric Project. 2.1-2 B573/2145M0042:5296M DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: 3. MECHANICAL Subject: 3.1 MECHANICAL EQUIP~1ENT CONTENTS 1. Purpose 2. General 3. Turbines Design 4. Spherical Valve Design 5. Governor Design 6. Bridge Crane 7. Plant Drainage 8. Unit Unwatering System 9. Unit Cooling Water System 10 Compressed Air System 11. Service and Potable Water Systems 12. Sanitary Waste System 13. Oil Handling System 14. Fire Protection 15. Heating and Ventilation 16. Workshop Equipment 17. Motor-Generator Unit 18. Gate House Equipment 19. ttaintenance Building 1. PURPOSE Document No. 2145DC-3. lRl Date: 24 Sep 82 The purpose of these design criteria is to provide the basic informa- tion and set the standards and guidelines for the design of all mecha- nical features for the project. 2. GENERAL The following is a summary of the major design decisions upon which the subject designs are based: A. Turbine 1. ~-A Pelton turbine is best for this size and head. A vertical six nozzle configuration results in the smallest possible generator and powerhouse with the corollary advantages of the highest efficiency and the lowest setting. A six nozzle machine may be margi- nally more costly than a four nozzle machine but the generator and powerhouse savings and the lower setting far outweigh this (see Exhibit 1.6-1, 1.6-2 and 1.6-3) 3.1-1 B573/2145M0042:5297M 2. Ssebd -The chosen 720 rpm is a compromise between 900 rpm, as recommende y Escher Wyss, and 600 rpm, as recommended by Kvaerner Brug. It represents the same specific speed as was chosen for Pueblo Viejo in Guatemala and will provide good efficiency, conservative runner stress levels and low cost. It is considered the best overall compromise. 3. Capacity -The rated capacity was chosen to provide a turbine which will meet the basic criterion of 10 MW generating capacity at minimum effective head when three units are operating at full load. 4. Efficiency -The weighting of the efficiency evaluation was calculated on the basis of operating hours at the specified outputs using data supplied by our Anchorage office. 5. Head -The rated net head (1306 ft) for efficiency evaluation was chosen-on the basis of the average lake elevation minus the head losses when two units are operating at an output corresponding to the mean of the efficiency weighting points. 6. Setting -The centerline of the distributor and of the runner was set five feet above the maximum water surface in the runner cham- ber, based on the recommendation of Escher Wyss, which is considered to be conservative. The maximum water surface in the runner chamber is based on maximum flow of the turbine under maximum head over a weir crest high enough to prevent salt water intrusion into the turbine. 7. Design Pressure -The design pressure was chosen as 110% of maximum static head. This conforms to the practice of other projects and minimizes the cost of the penstock while allowing a reasonable needle closing time of 25 sec. which will in turn not cause excessive wasting of water during load reductions. B. Governor 1. A standard mechanical hydraulic Woodward UG gate shaft gover- nor was chosen because it is American made and serviced, it is approxi- mately 20% of the cost of a custom designed electronic governor, and because there is little if any advantage to an electronic governor where the penstock and tunnel are decisive factors in frequency holding. 2. Separate water saving needle controls were chosen to conform to manufacturers standard practice. Internal needle servomotors were chosen both to conform to modern practice and substantially reduce the size and cost of the powerhouse. C. Spherical Valve 1. ~-A spherical valve is the universal standard for this head and type of turbine. A custom designed valve with retractable seat rings was chosen for maximum reliability since it acts as both a 3.1-2 B573/2145M0042:5297H guard valve and a service valve, allowing repairs while operating other units, and also to provide common responsibility for coordination of valve and turbine. 2. Size -The 25 inch diameter size was chosen as the optimum compromise between head loss and cost. It conforms to the standard of the Pelton Water Wheel Co. 3. TURBINE DESIGN Two turbines, spherical valves and governors will be furnished and installed initially. They will be identical and space is provided in the powerhosue for a third identical unit. A. Turbine Rating The turbines will be vertical shaft, six nozzle Pelton type with deflector and needle control. Rated Turbine Output: Rated Net Head: Rated Speed: Net Head Range: Max. Output (1,357 ft head) Max. Static Head: Design Pressure: 16,750 HP. 1,306 ft 720 rpm 1,357 Ft. to 1,150 ft 17,620 hp 1,385 ft 660 psig (1,525 ft) 1. The runner is to be an integral casting of 13% chrome, 4% nickel steel produced by a qualified foundry under stringent quality control specifications. 2. The shaft is to be forged mild steel with integrally forged coupling, flanges and bearing journal. 3. The guide bearing is to be pivoted shoe type, immersed in oil. 4. The spiral distributor is to be fabricated of steel, pressure tested in the shop, and embedded in the powerhouse sub-structure. 5. The runner housing is to be of one piece fabricated steel and embedded in the powehouse sub-structure. 6. The needle nozzles are to have internal servomotors with easily replaced seat rings and needle tips of 13% chrome 4% nickel steel. 7. The deflectors are to have replaceable cutting edges of 13% chrome 4% nickel steel and are to be operated, through rockshafts levers and links, by the governor servomotor. 3.1-3 B573/2145M0042:5297M . 8. A full turbine set of spares including: runner, 6 needles, 6 seat rings, 6 deflector cutting edges. guide bearing shoes is to be provided plus a complete needle nozzle and spare packing. 9. A special car for easy runner and needle nozzle exchange is to be provided plus a full set of tools. 10. The owner is to have the option of a turbine model test and of a field performance test by the thermodynamic method. 4. SPHERICAL VALVE DESIGN The spherical valve is to have a water passage at least 25" in diameter and is to have stainless steel upstream and downstream seals, hydrauli- cally controlled to permit valve opening and closing without contact and to permit replacement of the downstram seal rings without draining the penstock. The body and rotor are to be of heavy steel construction. The rotor is to be supported on trunnion bearings and operated by a cylinder or torus using penstock water pressure. The valve is to include a short downstream dismantling section for seal replacement and an upstream extension for welding to the penstock. An automatic hydraulically operating by-pass valve is to be provided to fill the turbine spiral distributor and provide for opening the spheri- cal valve under balanced pressure and no flow. The valve 1s to be capable of emergency closure under 200% of normal flow. An air vent is to be included and a drain. Controls with safety interlocks are to be provided. The valves is to be hydrostatically tested at 990 psig in the shop and leakage tested. Spare seat rings, trunnion bearings, and packing are to be provided as well as a set of tools. 5. GOVERNOR DESIGN The governor shall be designed to control the turbine-generator unit for operation in an isolated system with the unit operating alone or in parallel with other generating units. It shall be capable of stable operation with the tunnel, penstock, turbine and generator to be provided, at all outputs from speed-no-load to full load of the turbine. The governor is to be a standard American gate shaft type, using a standard Woodware UG-8 diesel governor for the speed measurin~ and control section. It is to include hydrulic amplifier consist1ng of a 3.1-4 B573/2145M0042:5297M distributing valve and a servomotor for operating the deflectors directly. Speed sensing is to be through the generator potential transformers driving a motor. An oil pressure set with pumps, motors, sump tank and necessary auxili- aries is to be supplied. A pressure tank is to be provided for reserve hydraulic power. Speed switches are to be provided for mounting on the top of the generator shaft. 6. BRIDGE CRANE A. General The powerhouse crane will be a bridge crane with a single trolley having a maximum lifting capacity sufficient to lift and transport the generator rotor or stator assembly. The bridge, trolley, and hoists will be electric motor driven with power being supplied to the bridge via conductors. The crane will be capable of traveling the entire length of the power- house. A control pendant will be provided on the downstream side of the bridge, so that the crane operator can view hoisting operations from the turbine floor. B. Functions 1. For loading and unloading all equipment transported to or from the powerhouse by flatbed truck, etc. 2. For hoisting, lowering, and transporting major turbine and generator components between the powerhouse erection area and the respective unit bays. 3. For withdrawing, replacing, and transporting miscellaneous mechanical and electrical equipment between El. 23.5, El. 30.5, El. 25.0, and El. 43.5. 4. Basic Crane Operating Criteria Bridge Travel Speed Trolley Travel Speed Main Hoist Capacity Speeds Lift 75 fpm 60 fpm 35 tons 10 fpm 45 ft 3.1 - 5 B573/2145M0042:5297M 7. PLANT DRAINAGE A. General The plant drainage system will provide for the surface drainage of all floors, galleries, turbine and generator pit areas, seepage that may occur through powerhouse walls and for strainers backwashing (see Exhibit 3.1-1). B. Plant Deck and Floor Drainage l. The transformer and switchyard area will be arranged to drain water into the tailrace without entering the powerhouse. 2. All galleries and floors will be provided with floor gutters along outer walls. The gutters will be provided with an adequate number of drains but spacing between gutter drains shall be not more than 50 feet. Floor drains shall be located as required. 3. In general, upper floor and gutter drains shall connect into common vertical drainage headers which in turn shall drain through common horizontal headers into the drainage sump. 4. The drain from the generator housing area shall be provided with an accessible trap on floor, El. 33.0 to be able to visibly determine if there is condensation or water leaks in the air housing above and to seal any carbon dioxide fire protection discharge from migrating to the lower floor. 5. See Section 13.C.2, Oil Handling System, for drainage of the transformer deck area. C. Drainage Sump The sump will large enough to satisfy the installation requirements of the drainage pump. The sump will be located adjacent to spare the cooling water sump in Unit No. 2 Bay, in the middle of the powerhouse. The sump floor will be at El. 17.5, below the lowest floor, in order to provide the required submergence for the drainage pump. The sump floor will be sloped towards the cooling water sump. A valved line to the spare cooling water and unwatering sump will be provided at the lowest point in the sump floor for interconnecting the sumps. D. Drainage Pump The drainage pump will be of the vertical turbine type identical to the cooling water pumps. The motor discharge head will be mounted on an elevated base on the floor, El. 25.5. The pump will discharge into the powerhouse tailrace. 3.1 - 6 B573/2145M0042:5297M The drainage water from the powerhouse will be normally a minimal amount which will accumulate slowly in the drainage sump. When the maximum predetermined level is reached, the drainage pump will be activated by a level control and will operate at 275 g.p.m. which is the nominal flow for the pump. This operation will lower the water level in the sump to the set minimum point and the level control will automatically stop the pump and the drainage cycle will be complete. The drainage pump and the sump will be sized such that the pump will operate for approximately four minutes during one cycle of operation. In case of an excessive drainage water load, the overflow will be to the adjacent sump, and can be handled by spare cooling water and unwatering pump. In this case the spare pump will be valved to dis- charge to tailrace instead of to the cooling water system. E. Controls A displacer type float switch will be used to control the operation of the pump. The pump motor will be energized in the event the water in the sump exceeds a predetermined level established for proper pump operation. An additional switch will energize an alarm indicating high water level in the sump. 8. UNIT UNWATERING SYSTEM A. General The unit unwatering system will drain the turbine spiral distributor and discharge pit when the turbine inlet valve is closed to allow for inspection or repairs of the turbine parts and for replacement of turbine runner {see Exhibit 3.1-2). The distributor drain line will serve to drain the water in the indivi- dual turbines by gravity to the discharge chamber. The unwatering system will pump the water in the discharge chamber to the tailrace. The pumps used for unwatering can also supply cooling water to the turbines and generator by valve manipulation. B. Distributor Drain Line The spiral distributor drain line will connect from the lowest point of the distributor to a point in the discharge chamber and will have an isolating valve between these two points. The valve will be manually operated and will be located in the turbine inlet valve access gallery. floor El. 25.5. 3.1 - 7 8573/2145M0042:5297M c. Unwatering System and Equipment The unwatering system will include individual valved unwatering lines from each unit's discharge chamber to each unwatering and cooling water sump. Each unwatering line will have shutoff valves located on the floor, El. 23.5. The valves inside the sumps will have floor box operators also at El. 23.5. The size of unwatering sumps, lines, and pumps will be determined to meet the following criteria: o The system will be capable of unwatering the turbine discharge pit at a rate of equal to or better than 1/2 of 1 percent of the rated turbine discharge. Each unwatering pump will discharge at least 300 gpm. o The system will provide the necessary cooling water. o The system will be capable of unwatering the turbine distribu- tor and the discharge pit in not more than 30 minutes. The unwatering pumps will normally be working as cooling water pumps, one for each unit. In addition, one standby pump will be furnished. This pump can also serve as a back-up for plant drainage pump. The sump containing the spare pump will act as a reserve drainage sump during emergency conditions. D. Unwatering and Cooling Water Pumps The unwatering and cooling water pumps will be of the vertical turbine type. The pumps will discharge into a common header which will in turn discharge into the cooling water system, or will discharge to power- house tailrace when working as an unwatering pump. The header has isolating valves so that any of the three units can be unwatered when the other units are generating power. E. Controls A displacer type float switch will be used to control the operation of each pump. The pump motors will be energized in the event the water in the sump exceeds the predetermined level for pump operation. An additional switch will energize an alarm indicating high-water level in the sump. 9. UNIT COOLING WATER SYSTEM A. General Cooling water will be supplied by means of individual cooling water pumps, one for each unit, to the generator air coolers, to the genera- tor thrust and guide bearing oil/water heat exchangers and to the 3.1-8 B573/2145M0042:5297M turbine guide bearin~ oil/water heat exchan~er. The water will be pumped from the turb1ne discharge pit and w1ll discharge into the afterbay of the powerhouse. The pumps will be used for both cooling water and unwatering of the unit. B. Cooling Water System Cooling water will be taken from the cooling water header which will be connected with valved branch lines to the pumps. A strainer will be provided for each cooling water supply line between the header and each pump. The strainers and pumps will be located on the floor, El. 23.5 and 25.5, respectively. Supply and return lines will distribute water to and carry water from the turbine and generator housing. The turbine and generator manufac- turers will supply the coolers, coils and all internal equipment required for proper cooling of the units, including valves, piping and instruments. c. Controls 1. The backwash cycle for all strainers will be activated by a differential pressure switch across the strainer to open solenoid valves for backwashing. The backwash duration will be controlled by a timer. Strainer backwash may also be controlled manually instead of the differential pressure switch or timer when desired. When a unit stops, its cool1ng water pump will stop and a manual valve in the cooling water discharge line will be closed to stop the flow. 2. Spare cooling water pump will be started up automatically when one of the regular cooling water pumps stops or fails when it should be running. In this case, a pressure switch in the cooling water header will sense the pressure drop and energize the spare pump's motor. D. Estimated Flow Requirements, Temperatures and Pressures 1. Estimated Flow Requirements Item Generator Air Coolers* Generator Thrust and Upper Guide Bearings Generator Lower Guide Bearing Turbine Guide Bearing * Established flow rate not to be exceeded as specified in the generator contract. 3.1 - 9 Flow (gpm) 148 29 16.1 8 B573/2145M0042:5297M 2. Intlet Temperatures-The normal cooling water temperatures range from 46 C (approximately 39.F) in winter to 1o•c (approximately so•F) maximum in summer. This water is pumped from the turbine dis- charge pit. For design purposes, however, 12•c (54.F) shall be used. 3. Inlet Pressure Range -Based on pressure reading at the cooling water pumps discharge, the maximum operating pressure should not exceed 80 feet (35 psi). Pump shut-off pressure should be approxi- mately 130 percent of rated pressure. E. Equipment o Strainer, self-cleaning o Temperature indicators o Pressure indicators 10. COMPRESSED AIR SYSTEM A. General Compressed air is to be provided for the operation of the generator air brakes, service hose connections throughout the powerhouse and instru- ment air as required. Compressed air required for the governors will be provided for by the turbine governor manufacturer. B. Compressed Air System Air will be supplied to the station service air system by two (2) air compressors, each having a capacity tentatively set at 50 cfm at 125 psi maximum pressure, located on the floor, El. 23.5. These compressors will be of the air cooled, reciprocating type, base or tank mounted, each will serve an accumulator tank of 120 gallon capacit¥ and each will be provided with water cooled aftercooler. A separate a1r receiver will be provided for generator brake compressed air. Compressed air service outlets for 115 psi are to be provided as follows. All hose connections shall be equipped with quick disconnect, 3/4 in couplings. o One outlet, at each of the main circuit breakers on floor El. 43.5. o One outlet on the erection area and one near the building entrance. El. 25.0. o One outlet on each generator housing wall, floor El. 43.5. o One outlet near each turbine pit entrance on floor El. 33.0. o Two outlets near the air handling unit for maintenance in the mechanical equipment room and workshop area, floor El. 25.0. 3.1 -10 B573/2145M0042:5297M The compressed air system will also supply air for instruments and valve operators using air controllers. The generator brake air receiver shall have sufficient capacity to operate the air brakes to bring the rotating parts of a single generat- ing unit to a stop from half rated speed fifteen times. During the braking operation it shall be assumed that air compressors are not running. The final pressure in the receiver shall not be less than 85 psig after the unit is stopped fifteen times. c. Controls Echelon type controls will be employed for the station service air dual compressor system. Compressors will alternate lead and lag positions by manual selector switch. Pressure switches on the receiver will energize alarms in the event that the air pressure drops below a predetermined lowest permissible pressure in the receiver. 11. SERVICE AND POTABLE WATER SYSTEMS A. General Two water systems will be provided, one at the powerhouse and one at the living quarters and maintenance area. The potable water systems will provide for drinking, hygienic and safety requirements for personnel at these areas. The systems will be classified as public facilities for establishing the required flow rates. The systems will conform to the Uniform Plumbing Code, and the applicable codes of the State of Alaska. The powerhouse service water system will be provided primarily for use in cleaning and wash down activities at the powerhouse. The maintenance building will not have service water as such but will use domestic water for wash down. B. Supply The powerhouse raw water for both the service water and potable water systems will be obtained by a branch connection from the cooling water header. From the branch connection the raw water will go through a duplex basket strainer and then be divided into separate lines, one for the potable water system and one for the service water system. The tentative pressure for the potable water system is set at 35 psi with a design flow of approximately 30 gpm. The pressure for the service water system is set at 35 psi with a design flow rate of approximately 20 gpm. 3.1-11 B573/2145M0042:5297M The water supply for the maintenance building and living quarters shall be provided from well pumps which will be located in the vicinity. These pumps will supply well water to a storage tank which will be sized for one day storage for this facility. c. Potable Water System The potable water system is to be composed of a hypochlorinator and a hydropneumatic tank. This equipment will be located in the service bay area, floor El. 33.0. The water from the storage tank at the maintenance facility area will flow by gravity to a treatment station where the water will be fil- tered, chlorinated and distributed to the maintenance building and residences by way of pumps and a hydropneumatic tank. D. Service Water Systems -Powerhouse The system shall include 3/4-inch hose connections for each unit on all floor elevations but excluding the electric equipment area on floor El. 43.5 (generator deck). Additional 3/4-inch hose connections will be provided in the unwatering and drainage pump rooms and the mechanical equipment room. E. Water Fire Protection-Maintenance and Living Quarters A fire protection system shall be provided for the residences by way of hose reels located inside enclosed and heated spaces at two of the three residences. The maintenance building shall be provided with a water inlet line connected to a hose cabinet inside the maintenance building. The inlet fire water line shall be sized large enough to provide additional capacity for a building sprinkler system if desired when the building is expanded. 12. SANITARY WASTE SYSTEM A. General Two domestic sewer systems are to be installed, one located at the powerhouse and one located at the living quarters and maintenance area. The powerhouse sewer system consists of removing sanitary waste from all plumbing fixtures in the powerhouse to a lift station adjacent to the septic tank and leach field. This system is sized to accommodate approximately 5 persons at the powerhouse which will use the toilets, sinks, lavatories, drinking fountains, showers and kitchen. This system shall be designated to conform to the Uniform Plumbing Code. The sewage lift pumps are to be sized to approximately match the flow rates established by the demand requirements for the potable water system, approximately 30 gpm. 3.1 -12 B573/2145M0042:5297M B. Plumbing Fixtures The number and type of fixtures, other than drains, anticipated for the powerhouse are as follows: Number 2 2 1 1 1 Water Closet Lavatory Fixtures Eye Wash, Service Sink Combination in the Battery Room Drinking Fountain Electric Water Heater c. The maintenance and additional living quarters sewer system will provide service for approximately 14 people and will consist of sewer piping from three mobile residences and the maintenance building. The existing sewer lines shall be initially used where possible between manholes and replaced later if necessary. The sewer system shall connect to a new septic tank and leach field which will be located away and downstream of the buildings, and shall conform to the Uniform Plumbing Code. 13. OIL HANDLING SYSTEM A. General The following equipment will require system for handling or treating oil: o Turbine Guide Bearings o Generator Thrust and Guide Bearings o Main Transformers o Governors o Hydraulic Lifting Jack for Generator Rotor o Stand-by diesel-generator B. Oil for Bearings In general, after the initial installation, the oil in the bearings will not need to be replaced or treated frequently since it is not exposed to high temperatures and the changes of the oil becoming contaminated with water are remote. To purify the oil in these components, a portable centrifuge and portable filter press will be used. A portable pump wil be provided to empty, flush and refill the bearing reservoirs. The oil that is being removed will be pumped to the plant deck into collapsible rubber containers for transport by trucks from the site. 3.1-13 B573/2145M0042:5297M Connections for oil hoses for the centrifuge and portable pump will be located at each bearing. c. Main Transformer Oil 1. Insulating oil for the main transformers will be purified by the use of a portable centrifuge and portable filter press following the transformer manufacturer's instructions. For complete removal of the oil from the site, the portable oil pump will empty the transformer oil into collapsible rubber containers. 2. A concrete pad and curb is provided around the transformer along with an adjacent sump to contain any oil spills in the event of transformer tank failure. The storage capacity of the sump is sized large enough to contain more than the total volume of oil in the transformers. An automatic valve is located in all oil skimmer sump which will allow rain water to be drained during wet weather. This valve will auto- matically close to contain any oil spillage if oil is detected at the valve. The valve operation will assure that no oil will contaminate the downstream or tailrace water. An alarm will be activated by a predetermined depth of oil in the oil detention sump to alert the personnel to remove the oil by pump to one of the portable rubber collapsible oil storage tank for future removal from the site. E. Oil for Generator Hydraulic Lifting Jack This system is a self-contained unit, with its own closed hydraulic circuit. After initial installation, the oil will be periodically purified by the portable centrifuge. 14. FIRE PROTECTION -POWERHOUSE A. General The fire protection equipment to be provided will consist of portable fire extinguishers. The equipment selections will be in accordance with the applicable codes of the National Fire Protection Association ( NFPA). No water for transformer fire protection will be provided. Carbone dioxide fire protection for the generators is to be designed and furnished by the generator manufacturer. 3.1 -14 B573/2145M0042:5297M B. Equipment Portable fire extinguishers will be provided with insulated extension horns. Hand portable fire extinghuishers will be wall mounted with spring clip brackets and will be both the carbon dioxide and dry chemical type. c. Service Carbon dioxide type hand portable extinguishers will tentatively be located as follows: one on each side of the generator circuit breakers on floor El. 43.5; one near each generator housing on floor El. 43.5; one near each turbine pit entrance on floor El. 33.0. Dry chemical type hand portable fire extinguishers will tentatively be located as follow: two on floor El. 31.0 on the turbine floor near the workshop area, one near each side of the control room entrances and one at the plant entrance. 15. HEATING ANu VENTILATION A. General The three floors of the powerhouse and designated electrical rooms shall be provided with ventilation and heating systems to dissipate internal heat gains from equipment, exhaust of fumes and contaminated air and provide safe and comfortable environment for the personnel. B. Design Conditions 1. Outside Temperature Maximum Minimum Dry Bulb Temp. 86°F -5°F 2. Plant Inside Ambient Conditions Plant Area Control Room Office and Toilet Floor El. 43.5 Floor El. 31.0 Floor El. 23.5 86 86 86 86 86 3.1 -15 Relative Humidity Not available 40% (assume) Relative Humidity " Min. Temp. (OF) 40 to 60 40 to 60 68 68 65 55 55 B573/2145M0042:5297M Initially, in addition to two operators, the powerhouse will have a caretaker and/or maintenance man. In the future it will be remotely operated from the Wrangell Control Center. c. Ventilation The powerhouse floors will be ventilated with filtered air at a rate of approximately 2 air changes per hour during plant operation. The warm air of the generator hall will normally be used for plant heating during winter by circulating this air throughout the powerhouse. Individual space heaters, located in strategic areas in the powerhouse, will be switched on only as necessary during the winter months. Ventilating air will be circulated and heated with space heaters in some areas only when the heat provided by the generator air housings is found to be insufficient for plant heating. Ventilating air will be exhausted through roof exhauster fans in the summer months. The control room and the office area will be ventilated and heated. An air handling unit will be used for the air ventilation. Electric duct heater will be used for control room heating. The floors at El. 33.0 and El. 43.5 with electrical equipment dissipating the heat will be cooled by circulating the air and exhausting to outside. The air handling unit will have a capacity tentatively set at 7000 cfm. Smoke detectors will be provided in air handling ducts with fire warning alarm system installed in the control room. D. Heating Unit electric heaters will be located in some areas in the plant to maintain temperatures listed under design conditions. The lower floor in the plant at El. 23.5 will tend to be cold and humid due to seepage from the walls. Adequate air circulation and heating will be prov1ded with suitably located heaters and air duct system. E. Controls The instruments for control and regulation of the foregoing systems will include: 1. Thermostats will control the corresponding heaters at each floor and/or room and they will also control the ventilating system. 2. A room thermostat will control the Control Room air circula- tion and duct heater operation, when required during l0°F or lower outside air temperature condition. 3. The exhaust fan for the Battery Room will operate continuously and will activate an alarm in case of failure to operate. 3.1-16 B573/2145M0042:5297M F. Other Equipment In addition to the equifment previously mentioned, the heating and ventilating systems wil include: galvanized steel ductwork and supports, fixed and adjustable louvered, fire dampers between flammable and nonflammable areas, damper motors and pertinent instrumentation. 16. WORKSHOP EQUIPMENT A. General An erection and lay-down area for turbine and generator components is provided at the entrance to the powerhouse at floor El. 25.0. In this area will be installed compressed air outlets and outlets for electric welding equipment. A workbench with a vise and workshop machinery for light maintenance work will be installed also on the floor at El. 25.0, adjacent to the erection area. Access to this floor is by the stairs. For handling heavy equipment, the powerhouse crane can be used when necessary. B. Workshop Machinery and Equipment The following maintenance equipment will be provided on floor El. 25.0 in the mechanical equipment room: o Drill press, pedestal mounted, electric o Power hacksaw, electric o Grinder, pedestal mounted, electric o Pipe threading equipment o Hydraulic press, manually operated o Welding enclosure with table, exhaust hood and fan o Workbench with steelplate top and vise o Electric welding machine o Oxy-acetylene welding equipment with cylinders on a wheeled rack o Compressed air hose connections o Wall plugs for welding machine Hand tools, paint brushes and rollers, ladders, etc. should be provided to the maintenance personnel as necessary and should be stored in a secured area on the same floor. 17. MOTOR-GENERATOR UNIT A diesel-engine-driven generator set shall provide sufficient elec- trical power to drive the following essential loads for emergency power: o Turbine governor oil pumps -three (3) required. 3.1 -17 B573/2145M0042:5297M o Cooling water pumps-three (3} required. o Air compressor for governor and station air-one (1) re- quired. o Heating and ventilating requirements. o Lighting. The generator set, rated at a minimum continuous output of 125 kW has a 15% spare capacity above the essential loads and an additional overload capacity of 10% above its rated load for a 2-hour period. The generator produces power at 1800 rpm of 480 Y/3p/60 Hz at 0.80 power factor and is direct driven by a fuel injection diesel, water- cooled, four or two stroke cycle, compression ignition engine. The engine shall be either turbo charged or normally aspirated and scavenged and be essentially silent under full load operation. The engine shall be rated to drive the generator at 110 percent full load at synchronous speed for 2 hours continuously on No. 2 diesel fuel oil at 25 ft elevation and ambient air conditions of 85°F maximum and 32°F minimum. A 750 gallon fuel tank with a fuel transfer pump pumping on level control into a 25-gallon day tank shall be provided for a fuel supply system. A level gage for the 750 gallon tank shall be mounted on the instrument and control panel and a low fuel alarm shall be provided on the 25-gallon day tank. The engine cooling system shall be of the radiator-fan type with engine driven centrifugal water circulating pump. A 120 Y thermostatically controlled water heater shall be provided in engine water jacket to keep the unit warm. A residential type exhaust muffler shall be provided and the entire exhaust system shall be in accordance with NBFU. The generator set shall be furnished with automatic controls to start and stop the engine in case of normal power failure in case of normal power failure or restoration -after an interval which is manually adjustable. Automatic shutdown shall be initiated due to overspeed, or overcranking of the engine, high water temperature, low water level, and low lube oil pressure. The governor shall provide speed regulation within + 5 percent of rated speed, between no load and full load operating conditions. 3.1 -18 B573/2145M0042:5297M 18. GATE HOUSE EQUIPMENT A. General The gatehouse at Tyee Lake, located near the lake outlet, will be constructed and equipped prior to opening the lake to the power tunnel. Power to the gatehouse shall be provided by electrical cable from the powerhouse. After the construction period, the gatehouse function will be to provide emergency closure of the outlet tunnel in event of penstock leakage and also to provide water shutoff to the powerhouse for occa- sional interior power shaft and outlet tunnel inspections. B. Along with the hydraulic hoist and wheeled gate at the lower elevation, an additional gate slot will extend from the storage floor at elevation 1417 to the power tunnel which will allow insertion of a fine trashrack or stoplogs into the tunnel upstream of the gate. Normally the trashrack will be installed in this position to screen small particles from entering the turbines downstream, and the stoplogs stored at elevation 1417. The trashrack shall be removed and replaced by the stoplogs when the main gate is to be removed for periodic inspection. A 10-ton hoist located in the gatehouse will be used to remove and replace all equipment at the lower levels. This hoist shall also be capable of installation and removal of this equipment from the gate- house down to the power tunnel. Rails shall be extended outside the gatehouse to provide transport of the gate shaft equipment to and from the gatehouse itself. C. Infrared Heater A two-1 evel infrared heater will be used to keep the area at 50 oF when not occupied and at 65°F when occupied. The power line from the powerhouse will provide necessary electric power as required for equipment operation. 19. MAINTENANCE BUILDING A maintenance building shall be located near the living quarters which will provide maintenance and minor ~epairs .of mobile equi~ment. ~his building shall also be used for mob1le equ1pment storage 1n the W1n- ter. The building service equipment shall be as follows: o Air compressor o Grinder o Welder o Drill press o Work benches o Storage cabinets 3.1 -19 B573/2145M0042:5297M The building shall be insulated, heated and ventilated in accordance with ASRAE Codes. and shall have toilet facilities for the personnel. NC. 3.1 -20 B573/2145M0042:5297M @ ® Exh1b1t 3 1-1 @ ~ l'~ I I ~/''h'• l ~ALL,; ....., i , I -.....::. i ! ® r I @ @ I I ' I I ® l I I l U~IT-f TiJI2.lhT ~AP.IN6 ~ '5UPA..IE.O f)'( GE.Jo.JEFI.A.T..)F'. MA.NUFAGTUP.E~ J1/1.8 C.Wo --- PW c.wo ---+4---L_l ~~~wo------4~~+--r-1 CO!oiD!:Io.l'!>A'I'& ifl.Af' 5113!~"1' ~\.A<:>':. \W l.INE: ---- ~ 6 0 ........... ' ~ 36 cwo m~ W·HT-2 FOP. COIIT .::,;s U~IT -I ____ ___....,_ Pu"'P SUCTIOr-4 (T'r'F'-+) ---- CONSUL nNG ENGI ... EERS -o~cwo STUP.>-Ci>-- Z\ A6.JVS' ;::," ;,H~C' C.ONC CAl? F'1f'c E.NP FOR 1-Uii..JI'I.C UNIT-~---- ~0 ::_•ue-OUT '2" BELOVII l=i~I'SH!':O CD!I.!C , ... y'p -~) -:> :11 ' -.::' -::..> -...;-::;, ~~ c~ .-r-'C: ' .. ~ .. ~o~""".~T_._,IO~-Al ... E~GJNE'E•Rl .. NG" COMPANY, iNC .<j 1J f '"'=I -..:=_ A-:J lt----~r..,. -..4 "" ,.. ,. ......,-., "'"" 11--=-1 ..j!:...7 2&:.:.....:_~"~€:_\J_I ~:.=~~0:--::..._..::S__::"-':.:O:..,T::-:=e=-:O=-:_ ______ t:C:':'LT";t----;;--i t. l LO ~ "' G " 'I' -A$I(A ~ :_, "' r DESIG1' EO ..,. L. RECO ... VElOOEO kO ('lATE REVIS!Or-.5 ~v C~ APP D 'ISPEC. TEO , (.. A~QVEO l ,-1 ~ ALASKA POWER AUTHORITY ANCHQqAGE,ALASKA ........ ~E.F owe:. I TY-45-lOl----SYI'1r!VL5 $ ABP'EVIA TION5 TYEE LAKE HYDROELECTRIC PROJECT POWERHOUSE -MECHANICAL COOLING WATER a UNWATERING SYSTEM SCIIEMATIC TY-45-102 DESIGN CRITERIA Project: Tyee Lake Hydroelectric Project Section: 4. ELECTRICAL Subject: 4.1 ELECTRICAL EQUIPMENT CONTENTS 1. Purpose 2. Scope Document No. 2145DC-4.1Rl Date: 24 Sep 82 Submitted, ~~~J?~~ Design Manager (./4111~ f{~ Approved, Chief Engine~~ 3. Generators and Excitation Systems 4. Main Power Connections at Powerhouse and Switchyard 5. Controls and Protective Relaying 6. General Electrical Work 7. Substations 8. Computer-Based SCADA and Communication System 1. PURPOSE The purpose of these design criteria is to establish standards and minimum requirements as well as guidelines for the design of all electrical features of the project. 2. SCOPE This section covers the design of electrical equipment at Tyee Lake powerhouse and switchyard, Wrangell switchyard and substation and Petersburg substation (see Exhibit 4.1-1 through 4.1-6). The design of the transmission lines to Wrangell and Petersburg is covered in Sec- tion 4.2. 3. GENERATORS AND EXCITATION SYSTEM A. General The powerhouse is designed for the installation of two indoor verti- cal-shaft synchronous generators, with provision for an additional unit to be added in the future. The generators will be air-cooled and will have combined upper guide and thrust bearings and lower guide bear- ings. They will run in the clockwise direction when viewed from above. The generators will be driven by a six nozzle Pelton type turbines at the rated speed of 720 rpm. INTERNATIONAL ENGiNEERING COM 0 ANY.H~:: 4.1 - 1 B573/2145t-10042: 5299~1 B. Basis of Generator Rating Selection 1. Guaranteed turbine output at minimum net head of 1150 feet is at least 13,820 hp. 2. The guaranteed turbine output at the maximum net head of 1357 feet is at least 17,620 hp. 3. System power factor 0.90. 4. Expected generator efficiency 97.6% at rated power factor and at full load. 5. Continuous overload capability of 115%. C. Calculation of Generator Rating At Minimum Head Guaranteed turbine output-13,820 hp Generator output -13,820 x 0.746 x 0.976 = 10.06 MW (11.18 MVA at 0.9 P.F.) At Maximum Head Guaranteed turbine output-17,620 hp Generator output -17,620 x 0.746 x 0.976 = 12.83 MW D. Generator Nameplate Rating Capacity, MVA (100%) Power factor Frequency, Hz Number of phases Rated voltage between phases, kV Rated speed, rpm Stator windings connection E. Excitation System 12.5 0.9 60 3 13.8 720 wye grounded (14.26 MVA at 0.9 P.F.) Each generator will be furnished with static exciter with the following main devices: o Field breaker o Non-linear discharge resistor o Automatic voltage regulator o Excitation transformer F. Standards All ratings, tests and characteristics will be in accordance with the applicable requirements of the latest approved standards of ANSI, IEEE, NEMA, and IEC. 4.1-2 B573/2145M0042:5299M 4. MAIN POWER CONNECTIONS AT POWERHOUSE AND SWITCHYARD A. General The basic design makes use of a three phase main power transformer for each unit. The nominal generator voltage will be 13.8 kV. The neutral of the generator will be grounded through a distribution dry-type transformer with a secondary resistor to limit the magnitude of the ground fault current to about 5 amperes. The generators will be connected to the main power transformers by 15 kV power cables suitable for ungrounded system operation. · The main leads of the generators will be connected to the main trans- f~rmers through generator air circuit-breakers. Station service power w1ll be fed from 13,800/480 volt double-ended metal-clad unit substa- tion. B. 13.8 kV Switchgear Each ~enerating unit will be provided with metal enclosed cubicles, conta1ning air circuit breaker, current transformers, draw-out type potential transformers, and 15 kV station type surge arresters for generator protection. c. Main Power Transformers Two 11.25/15 MVA OA/FA, 13.8-138/69 kV three phase transformers con- nected in delta on low side and grounded wye (series/parallel connec- tion} on high side will be used for stepping up the generator voltage. The transformers will be provided with+ 5~ off-load tap changer and surge arrestors for transformer protection. The basic insulation level (BIL) for low and high voltage windings will be 110 kV and 650 kV respectively. D. Station Service System 1. Each station service tap will be connected to a 750 kVA 13,800 (delta} to 480 (wye) volts, dry-type power transformer through a 15 kV, 600-A manually operated fuse-disconnect switch. The low voltage winding will be connected to a 480-V bus through a 1200-A electrically operated circuit breaker. A standby diesel-engine-powered generator will be connected to the 480-V bus, through a 600-A electrically operated breaker, for supplying power to the essential loads in case both generators and the transmission line are out of service. 2. Load distribution in the powerhouse and switchyard will be by 480-V power distribution panelboards. These panelboards will be fed from 480-V station service switchgear. 3. 125-V de loads in the powerhouse and switchyard will be fed from 125-V de distribution switchboard. The power to the switchboard will come from station battery and from two battery chargers which receive power from the 480-V AC station service. ~ INTERNATIONAL ENGINEERING COM?ANY. INC. 4.1 _ 3 B573/2145M0042:5299M 4. The power supply at the intake gate will be furnished from the powerhouse. E. Switchyard The switchyard will be conventional outdoor type designed for 650 kV BIL and will have one 3-phase, 3-wire, 138 kV transmission line to the Wrangell Substation and will have provision for a future line. All required disconnecting switches, circuit breakers, current trans- formers, potential transformers, line wave traps, buses and structures will be provided in the switchyard. 5. CONTROL AND PROTECTIVE RELAYING A. General The control system for the units will consist of local-manual, local- automatic and remote supervisory modes. The manual and automatic operations will be from the powerhouse, and remote operation will be from the Wrangell Control Center. The selection of the control mode will be by means of a selector switch located on the control switch- board at the powerhouse. B. Location and Type of Control Equipment 1. One duplex tyfe control switchboard will be provided in the powerhouse for control ing both units and 138-kV transmission line. The control switchboard w1ll have all required switches, instruments, indicating lights, annunciators, protective relays, etc., and will be located in the control room. 2. One switchboard will be provided for 125-V de distribution and will be located in the control room. 3. The 125-V station battery will be located in the battery room and the battery chargers will be adjacent to the battery room. D. Annunciation 1. local-Alarm points associated with the units and switchyard will be annunciated on the control switchboard. 2. Remote-Alarm points and status conditions will be provided as required for remote supervisory system. E. Protective Relaying l. Generator Protection-The following relays will be furnished for each generator protection: '"if' ' 4.1 - 4 B573/2145M0042:5299M 0 0 0 0 0 0 0 0 0 0 0 Differential relay (87 G) Volta~e controlled overcurrent relay (SlY) Negat1ve phase sequence relay (46 G) Ground fault relay (64 G) Overvoltage rel~ (59 G) loss of field relay (40 G) Field ground rel~ (64 F) Temperature overcurrent relay (49 G) Voltage balance rel~ (60 G) Reverse power relay (32 G) Exciter overcurrent relay (50/51 E) 2~ Main Power Transformer Protection -The following relays will be furnished for the transformer protect1on: o Differential relay (87 T) o Neutral overcurrent relay (51 NT) o Thermal overload relay (49 T) o Buchholz or sudden pressure relay (63 TF) 3. Station Service Switchgear Protection -The following relays will be furnished for sw1tchgear protection: o Over/Under voltage relay (27/59) o Transformer thermal protection (49) o Ground fault detector (64) 4. Switchyard and Transmission line Protection-The following relays will be provided for 138 kV transmission line protection: o Zone 1-Distance relay (21-1) o Zone 2 -Distance relay (21-2) o Zone 3 -Distance relay (21-3) o line distance relay timer (62) o Fault detector relay (50) o Directional ground fault relay (67 G) o Bus differential relay (87 B) The protection system will detect and trip the breaker for phase-to- phase, 3-phase and all combinations of phase-to-ground faults. 6. GENERAL ELECTRICAL WORK A. Grounding System A complete grounding system for the powerhouse and switchyard including ground mats and driven ground rods will be provided. The neutral terminals of generators, transformers, circuit breakers and all elec- trical equipment frames and enclosures will be connected to the ground system. The resistance of the ground system to the absolute ground will be no more than five ohms. INTERNATIONAL ENGINEERING CClMPANY INC. 4.1 - 5 B573/2145M0042:5299M B. Lighting Lighting will be provided at the powerhouse and switchyard and ~he illumination intensities will be consistent with the area funct1ons. Fluorescent and mercury lamps will be used for illuminating main operating and control areas to provide long range economy, pleasant working conditions and easy surveillance of the premises. Incandescent lamps will be used for damp and wet locations and for emergency light- ing. Convenient electrical outlets rated 120-V, 20-A, will be provided at numerous locations. Normal lighting will be provided with lighting panels which will be fed from power distribution panelboard. Emergency lighting will be provided by emergency lighting panel which will be fed from 125-V de station battery. 7. SUBSTATIONS The Wrangell Switchyard, Wrangell Substation and Petersburg Substation will be designed as conventional outdoor type substations for 650 kV Basic Insulation Level (BIL). The respective main single line dia- grams, Exhibits 4.1-4, 4.1-5 and 4.1-6 indicate the basic electrical arrangements, including metering and protective relaying. The sub- stations will provide the necessary switching and step-down transforma- tion and shall include all required switches, circuit breakers, current and potential transformers, line wave traps, buses, structures and other necessary equipment for proper functioning and operation. The switching, metering and relaying of 12.5 kV distribution feeders at Wrangell Substation will be enclosed fn a metal-clad switchgear. 8. COMPUTER-BASED SCADA AND COMMUNICATION SYSTEM A. Scope This section covers the design of the communication and supervisory control and data acquisition (SCADA) systems at Tyee Lake, Wrangell and Petersburg Stations. B. General The communication system will provide voice and telemetering channels between the control center and remote facilities by means of microwave, cable system, and power line carrier. The SCADA system will provide remote control and telemetering of Tyee Lake powerhouse and intake gate house, and substations. C. Communication System Communication link between Control Center at Wrangell Power Plant and remote stations will be microwave, cable system, and power line carrier as shown in Exhibit 4.1-2. These systems will be designed for 99.99% availability in order to insure reliable channels for voice communica- tion, SCADA, and other functions. iNC. 4.1 - 6 B573/2145M0042:5299M Communications between Petersburg and Wrangell substation will be microwave system using two passive repeaters. The future microwave ·system between the powerhouse and Wrangell substation will require 3 passive repeaters as shown on Exhibit 4.1-2. The microwave system will be designed to provide the channels shown on the Channel Allocation Diagram. Exhibit 4.1-3. A 2-Channel Power Line Carrier System will provide the communication link between the powerhouse and Wrangell Substation. Voice communication and water level telemetering between intake gate house and powerhouse will be provided by cable system. Between Wrangell Substation and Control Center, communications will be provided by means of a 4-mile telephone cable system. Voice communication will be established between stations through the order wire channel and dedicated microwave or PLC channels. Telephone console will be provided at control center with telephone instruments at each station. VHF mobile radio communication system will be established between Tyee Powerhouse and operator house. This system will be connected to the PLC system at the powerhouse to enable the system dispatcher at Wran- gell to call the operator during emergency or off-hours. D. SCADA System A computer-based supervisory control and data acquisition (SCADA) system will be provided for remote control and monitoring of the Tyee Lake powerhouse and the Wrangell and Petersburg substations in a real-time environment. The SCADA system will consist of a single Central Processing Unit (CPU) master station, peripherals, and remote terminal units (RTu•s). The SCADA system will be designed to provide a high degree of reli- ability and security. Primary functions to be provided by the SCADA system will include control, status indicat!on, ala~s, telemetering, and, in addition, CRT display and data logg1ng capab1l1ties. ~ INTERNATIONAL ENGiNEERING COMPANY. INC. 4.1 - 7 B573/2145M0042:5299M L I ') l \ I L I I I @ ® ~- t.'l/1~ IW LIME:. TO I,UCAN6ei.J.. '!oi<IITU·f!'~ l ------~~--~--~ f01t. ~IHUATION ~ IMbr "TY-+7-06 "7f}o."fi0N~VI~ aJe>la..E. f 2 ~YNC.HitON!Z!H& F=--~---1 ~ ~I I I I _j CONSlA.TlNG ENGINEERS i--+--...-4------------+--1-+---~ ~~~AL ENGINEERING COMPANY, INC eo H fiAAJ S l E ~ fJU.HC SCO CAU10f'Jol A MtOS Oil1 0~ &fii"JAR:) H CofMA NofCHOAA4L ~ M02 NO DATE REVI~ION!o ALASKA POWER AUTHORITY ANCHORAGE, ALASKA <D Exh1blt 4 1-1 DeVICE. L-101 2.1 UHC.DI~~~ Zo/.G UNE:. '71'NUlltOHI~ c.HEOC. ~"1 2.!:>A AIJfOMA11C ~HCHUtltZelt. ' ~u ... ltf.Vf'..l1..?£: I"GW'--It ~ 40Gil ~ Of fl&lP IU:.l.AY "t1 rtav L-~ttwrr ~ 4<..6.1 ~1NEa~~"1 -¥16.1 ?TA"T.?It 0/ER"T!.':M~LJ~ ~Ca,A..Y ~T1 "T~~E:It O'II::I!."TEM~Utr.C. re!.k'1' eJO I'NJL;:I" t?e-Te£.TOit ~"1 ~E:l !<J(.l-11~ ~~ KE!.A"f .911-Jf "T~OJU1~ Hel.l"fiCAI.. ~ ~ ~ 51V&I VO...."fAI",f. ~ O't'E:UU~ lta.AY M c.tWJI1~ .5~&1 ~C1t. ~01.-"fMf, ltaA'I" ~G. I ~1"~ Va;fMoe ~ ICEU.Y ~ "TtHEf!. rOtt.. PWrN-lGe Jtet.AY~ ~11" ~~!Ut r"AIJL:f ~~ tuaAY 1#41'1 fleu;> C..!WUt.lP rJSLAY I#'!& I ~~"fort '71"A"TOIC. ~ IC.Ei.AY (;,7(:, DIFW ~N.. OMtW~T ~p fiS:JAY &>e:Go,T ~. c.fl-lmft:lK a. 1~ Dlf~L.. l,.alC.OIIf Ji!J:IA"' 87 e>c..,T e>!J',::11 t..EMEAA-101<. t#.. TltA/i~~ Dlf'fat.EHTJI>L. f:.EI.A'l' 89C..1 ~1"011.. Glllall1 ~t'V-41!:.11.. ~%' ~ ~IJTW.olH ~1.? ~~L.. ~~~-HOJ..aAl;>~D 0 ~ ~ R.EfERENct. DIZAWINGh: e.LU11U£Al.. ""fl1e::t?l.b AJ..Il7 ~IA"flot¥.:> ________ "f"'-47-101 4e£N ~A"TION ~ta ~Nti.U<. Ut.Je. DIM.tc.AM ______ "f"( 17-0Z!:> J(aA'( t11.1A N11/ l"ltO'fel.-"ftON f\lt.l£.11otiAl... t7AAIIW1_ ------1Y-47-o27 TYEE LAKE HYDROELECTRIC PROJECT TYEE LAKE POWERPLANT MAIN SJNC,LE LINE DIAGRAM ' " TV-47-103 SHEET OF REV ECONO rq) .( @ ® z -l m :0 z ~ 6 z )> ' m z £? z m m :0 z G) (') 0 ~ ~ z :< z (') REPEATER NO. 1 /---_ '"" ,·'·, ""~~ ·. "' LEGEND: LL -LAND LINE MW-MICROWAVE :~PETERSBURG PLC -POWER LINE CARRIER ----FUTURE WRANGELL POWER PLANT ' ' (CONTROL CENTER) .. , WRANGELL SUBSTATION / / ' ' ' . ' -------_~POWERHOUSE TYEE LAKE SYSTEM LAYOUT \..~ ------( 7000 FT. I . GATE HOUSE m X :I: OJ -i ~ ~ I 1\) INTAKE GATE • TYEE LAKE POWER HOUSE • WRANGELL UJ > < 3t 0 a: (J -:i POWER PLANT • (CONTROL CENTER) WRANGELL SUBSTN. • RPTR 2 • UJ a: -3t a: 4( UJI UJ UJ UJ UJ RPTR 1 PETERSBURG UJ 0 (J I 0:: 0:: 0:: a: 0 < -'< < < < • a: 0 Ole.. a.. a.. a.. QCI)>CI)CI)CI)CI) • UJ ...J m < (J EXHIBIT 4.1-3 (J ...J a.. ~---------~-----------~~ 'C) z UJa:: (JUJ _t- oUJ 1~ UJ ,< 0 (.):-_,_ 0;0 >'CI) I TYEE LAKE CHANNEL ALLOCATION DIAGRAM ~ INTERNATIONAL ENGINEERING COMPANY, INC I. I I 1 I I ,J. .. ;~ I ' ' 1 >;, ~ l r I l '/ f l ) ) ,, r- ' © / ® l i? I ® lr TO ~ EQUIPT I I l ~ TO WRANGELL SUBSTATicm 1 f .!-. I ' LINE TRAPS '~Ao~"'H ~I• 69/138 ICY BUS SWITCHER CIRCUIT I SCONNECT SWITCH 1200A I I I I I t FUTURE TRANSFORIER SWITCHYARO \~ " 8 .!L SPARE SURGE ARRESTORS TO TY£E LAIC£ PCMERPLANT LIN£ TRAPS lAB 053mH (B'f on£RS) ' I i ' 11 -' f r-il· p T 3-~-115/66 4Y ~---- 1 600A I I •l!--os A L-~~- I• L SEE DETAIL A CTHIS DWG> FOR CABLE TERMINAL TRANSFER BUS ARRANGEJoiENT --, '-i. I I . I __ _j TO PETERSBURG SUBSTATION 1 • 1 _, c:::::J I ANNUH 10 PT I LTO LR6 AAO 0 ON/OFF 80EJ~ El Go oR EJ ~~ ~ Goc:JI 0 ~~ B [][_][] 21ZI 21Z2 50 67 6 liB II'C 51 N [][][][] c::::li:J C!D 32 WRANGELL SWITCHYARD CONTROL SWITCHBOARD SCALE 1/8 • I l! ALASKA POWER AUTHORITY ANCHORAGE# ALASKA l' \1 I I ~'11-~ ( (if EXHIBIT 4 1-4 ~ I < DEviCE LIST 21 50 FAULT DETECTOR RELAY SG'51INST /TIME OVERCORRENT IION/!IIN INST/TIME GROUND OVERCURRENT 516 TINE DELAY OVERCURRENT GROUND RELAY 62 TIHER FOR DISTANCE RELAY 676 DIRECTIONAL GROUND OVERCURRENT 89-1,2 CIRCUIT SWITQIERS SEPARATELY MOUNTED CT s SHALL HAVE DOUBLE -PRIMARY RATINGS AND TY'O SFCONDARV WINDINGS REFERENCE DRAWINGS ELECTRICAL SYteOLS AND ABBREYI A Tl ONS , TYEE LAKE HYDROELECTRIC PROJECT II WRANGELL SWI TCHYARD MAIN SINGLE LINE DIAGRAM AND 1 TROL SWITCHBOARD ARRANGEMENT --~~ .... ,...>...,._ _____ ! _. ' l ' :::.. I , ~ ~~ r ~I "-@ © ® -r STATION SERVICE l TRANSFORMER If 30KVA 12 5 KV-120/240V 7.r (BY OTHERS~ 120/240V 5 WIRE BUS TO WRANGELL r SillTCHYARD CCUP~I,~ IJA.II ~ - c•qcun SWITCHER 89 ·~ tiL______.,.; o-----'1 r--eo ccv VO ~ EQUIPT LINE TRAPS 0 2651ilH iJA. B I BY OTHERS) TRANSF ORMER 691138KV-12 5KV 311 60HZ OAIFAIFA 618110 lAVA I' \. :: r r 12.5 ICV lii£TAL CLAD SWITCHGEAR ASSEioiiLY --------------------------------------------. 12 5KV 120V fi III.R SOOtS 3 ~ ")52-I ~ 1200A J:!S)_/300•5 p T ~~~ ~KV-120V ~ p T ~~~ 12 5 KV-120V 73 1 ' ' ~ l -DEVICE LIST ~az DIRECTIONAL POWER RELAY 49T TRANSFORMER OVERTEMPERATURE RELAY a"';~-_., 50 INSTANTANEOUS OVERCURRENT RELAY 51 TIME OVERCURRENT RELAY 51 WI TN Til,£ OVERCURRENT NEUTRAL/GROUND RELAY 59 OVERVOLTAGE RELAY "" .... o-f "'J ..,~- &3T TRANSFORMER FAULT PRESSURE RELAY B6T an TRANSFORMER DIFFERENTIAL AUXILIARY LOCKOUT RELAY TRANSFORMER DIFFERENTIAL RELAY NOTE TRANSFORMER RELAYS MOUNTED ON METALCLAO SWITCHGEAR PANEL REFERENCE DRAWINGS ELECTRICAL SYMBOLS AND ABBREVIATIONS--------TY-47-101 WRANGELL SUBSTATION RELAY DATA AND PROTECTION FUNCTIONAL DIAGRAM-------TY-57-13 .,~ _ ... """ I ~ .... QDL---~------------------------------l_-----r---T----r----F-EE---R-6_1 ________ -----~~~~---r-F-E_E __ R __ 0_2-------------------F-~-~--R_0_3-------r------------F-~---R--04----------------------T-~~~~~~~~~--~----------------------T--------~-~-:_~~~ ' r-" lr 'tO WRANGELL TO WRANGELL TO WRANGELL TO IIRANbELL 1 TYEE LAKE HYDROELECTRIC PROJECT CHANGES AS INDICATED RFVJSJOHS A~ASKA POWER ANCHORAGE .. AUTHORITY ALASKA WRANGELL SUBSTATION AIN SINGLE LINE DIAGRAM TY-57-11 'I © 600A 1 I 24 9KV BUS ® fUTURE FUTURE q q R? MINOR CHA I>S INDICATED ~/600 5 I , TRANSFORr.ER 69/138-24 9-69 3111 60HZ OA/FA/FA 12/16/20MVA ~ f--ro S)NCH ifll ~-120V IS FEEDER Ill • I ~ 3111 ~v _ ~OV TPT ~Y= I-3JI ALASKA POWER AUTHORITY ANCHORA3E~ ALASKA l Jl 32 49T 50 51 Till 59 63T 86T &lT -EXHIBIT 4 1-6 ~~ DEVICE LIST DIRECTIONAL POWER RELAY TRANSFORMER OVERTEMPERATURE RELAY INSTANTANEOUS OVERCURRENT RELAY TIME OVERCURRENT NEUTRAL/GROUND RELAY OVERVOLTAGE RELAY TRANSFORMER rAULT PRESSURE RELAY TRANSFORMER DIFFEkENTIAL AUXILIARY LOCKOUT RELAY TRANSFORMER DIFFERENTIAL RELAY REFERENCE DRAWING«3 ELECTRICAL SYMBOLS AND ABBREVIATION __________ TY -47-rol PETERSBURG SUBSTATION RELAY DATA AI>.D PROTECTION FUNCTIONAL DIAGRAM---------TY 57-53 TYEE LAKE HYDROELECTRIC PROJECT PETERSBURG SUBSTATION MAIN SINGLE LINE DIAGRAM f t i I f B TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT VOLUME III APPENDIX B GEOLOGIC REPORT CONTENTS Sections Page 1 INTRODUCTION B-1 2 POWERHOUSE CUT B-2 3 ACCESS/PENSTOCK TUNNEL B-4 4 PLUG B-5 5 LOWER POWER TUNNEL B-8 6 PRESSURE SHAFT B-12 7 GATE SHAFT B-13 8 UPPER POWER TUNNEL AND ROCK TRAP B-13 9 GATE HOUSE AREA B-16 i EXHIBITS I GEOLOGIC FIELD DATA, POWERHOUSE CUT II POWERHOUSE EXCAVATION, ROCK BOLTS INSTALLED III POWER TUNNEL AND SHAFTS, GEOLOGIC PROFILE IV LOWER POWER TUNNEL AS-BUILT TUNNEL SUPPORTS {2 Sheets) V LOWER POWER TUNNEL, GROUT CURTAINS AS-BUILT LOG VI LOWER POWER TUNNEL, FALLOUT REPAIR at Sta. 69+60 VII GEOLOGIC MAP, LOWER POWER TUNNEL {10 Sheets) VIII PRESSURE SHAFT GEOLOGIC LOG IX GATE SHAFT GEOLOGIC LOG X GEOLOGIC LOG, LAKE TAP TUNNEL XI GATE SHAFT COLLAR GEOLOGIC MAP TABLES Table 1 PIEZOMETER CALIBRATION DATA Table 2 MAJOR ZONES OF SUPPORT IN LOWER POWER TUNNEL ;; Page B-7 B-9 1-INTRODUCTION Underground excavations for the Tyee Lake Hydroelectric Project were accomplished with few problems owing to generally excellent rock and negligible water inflows. Tunnel mapping and construction experience revealed that the pre-construction geologic exploration had accurately portrayed conditions at depth. This report presents geologic logs of the tunnels and shafts, describes as-built tunnel supports, and documents the few geologic difficulties that were encountered in the project. Other features such as the powerhouse cut, the gate house area, and the lake tap tunnel are discussed briefly. The rock is characterized by fracture permeability only. The permeability of most joints is very low as proven by pressure tests and hydrofracture tests performed in the lower power tunnel and by grouting experience at the tunnel plug, at Fault Zone 1, and in the lake tap area. The massive rock with tight joints has a hydraulic conductivity -6 I on the order of 10 em sec or less. The rock in the tunnels is, for the most part, gray to dark gray quartz diorite. There are broad and indistinct zones where a gneissic texture is weakly developed. The gneissic texture is not visible at the powerhouse and gradually increases in intensity in the upstream direction. It is most pronounced in the lower power tunnel in the area between Station 60+00 and the pressure shaft. Four fault zones were encountered in the tunnel. As shown on Exhibit III, they have similar dips and strikes implying a similar age and tectonic origin. It is suspected that the sense of displacement is normal, i.e. down to the north. However, this could not be substantiated by any findings in the tunnel or by surface mapping. The fault ages and amount of offset are also unknown. The fault zones were found in the tunnel at locations that correlate with their mapped surface exposures with the exception of Fault Zone 4 which is probably concealed beneath Tyee Lake. B - 1 Bl95/2145R0147:1442R Two other zones requiring heavy support were found in the lower power tunnel where the rock was degraded by closely spaced fractures and hydrothermal alteration. Pegmatite dikes are present throughout the tunnel. They were observed to be cut by some prominent joints and displaced by small subsidiary faults. They are probably older than the faults. Dark microcrystalline mafic dikes are sporadically present. They cut across the gneissic grain and the pegmatite dikes and usually dip to the north with attitudes similar to the fault zones. Most of the dikes have chlorite-and clay-altered margins. Their ages may be approximately the same as, or younger than, the fault zones. As described in Section 5, some stretches of the tunnel are composed of dark hornblende-rich quartz diorite and amphibolite rock made up almost entirely of hornblende and in some places also abundant in biotite. Tunnel sections containing this latter type of rock were prone to slab spalling and minor slaking. In no case did this condition become a stability problem. These areas were treated with shotcrete. A fallout problem did occur at Fault Zone 4 as described at the end of Section 5. 2-POWERHOUSE EXCAVATION The rock at the powerhouse was light gray, medium-grained quartz diorite. The rock was mostly fresh with major joints spaced approximately 2 to 5 feet apart. A joint log of the powerhouse cut face is shown on Exhibit I. The most prominent joints, sets A and B (see joint frequency plot, inset on Exhibit III} had nearly vertical dips and strikes that were roughly normal to the cut face. Joints of B - 2 Bl95/2145R0147:1442R set C were less frequent and virtually unweathered, but because they dipped out of the face they prevented excavation of square benches that were originally intended at Elevations 103.5 and 43. Central Weathered Notch. Severe weathering along joints of set A formed a vertical notch in the upper central part of the cut. This area was cleaned of debris and rock bolted as the cut proceeded down to the first bench at elevation 103.5. It proved to be a surficial feature. The degree of weathering decreased rapidly below the bottom of the notch which was just below the present powerhouse roof. This zone was expressed in the manifold tunnel only as a group of oxidized joints. Core holes were drilled laterally from the manifold tunnel to check on rock quality at this level while the powerhouse cut bench was still at elevation 73. West End of Powerhouse Cut. The west end of the powerhouse cut terminates at a steep narrow ravine with a large rock overhang above and just outside the west wall of the powerhouse. A special pattern of rock bolts was installed on this corner to prevent the overhang from falling and joints of set A from loosening. The bolts were 40 feet and 60 feet in length and were installed at the locations shown on Exhibit II. The ravine at the west end of the powerhouse was originally filled with loose boulders, logs and debris. The surface of the debris was trimmed to a natural angle of repose of about 1:1 and a buttress of boulders about 7 feet high was placed at the toe of the ravine to resist debris slides. It is expected that minor sloughing and rock falls will continue to occur next to the powerhouse. East End of Powerhouse Cut. No rock bolts were installed outside the east end line of the powerhouse. Much loose rock was scaled from this area between elevations 70 and 100. Occasional rock falls may continue to come down beside the powerhouse. B - 3 B195/2145R0147:1442R Rock Line at Northeast Corner. The rock line plunges just outside the northeast corner of the powerhouse. The entire powerhouse is founded on rock, but the east abutment of the tailrace overpass bridge is founded on soil because of the deep rock line at this corner. 3-ACCESS/PENSTOCK TUNNEL Very little support was required in the access/penstock tunnel. The as-built locations and extent of supports are shown on Exhibit IV, Sheets 1 and 2. No significant water inflows were encountered during excavation. Numerous weathered joints intersected the tunnel in the first 300 feet from the portal. Therefore the portal and the first 50 feet of access tunnel was supported with reinforced concrete in the arch and invert. The next 50 feet of tunnel was shotcreted. A dense pattern of rock bolts was installed in the crown at the manifold tunnel junction and adjacent areas; rock bolt spacing in this area is on the order of 6 ft. The total installed bolt count was 295 bolts by the time the heading had reached station 4+50. After this station the average joint spacing gradually became larger, joint weathering decreased and, as a result, pattern installation of rock bolts was discontinued. In the remainder of the tunnel rock bolts were used sparingly and only where spalling or excessive overbreak had actually occurred. The rock in the penstock tunnel is classified as quartz diorite with broad zones that have a weak gneissic texture and other zones that have inclusions of black amphibolite. The gneissic texture is not present at the powerhouse and gradually increases in the upstream direction. The joint sets observed in the penstock tunnel were nearly the same as at the powerhouse except that north-south striking joints were less abundant and east-west joints and dikes were more frequently observed. This is because the frequency of observation of joints parallel to a face or tunnel wall is usually on the low side. B - 4 B195/2145R0147:1442R Tunnel support in the penstock tunnel was limited to shotcrete and wire mesh applications to only a few narrow zones where spalling occurred or where soft weathered seams were encountered. Shotcrete and wire mesh were applied to the arch of the tunnel in the rollout area as an added measure of protection for this part of the penstock. See Exhibit IV, Sheet 2, for details of as-built shotcrete applications. 4-PLUG The tunnel plug was constructed between stations 16+30 and 16+90. The rock in this portion of the tunnel was found to be excellent in terms of minimum jointing, lack of weathering, and low permeability. The as-built diameter of the slash for the plug is about 14 feet, as indicated on Drawing TY-31-044. Drill Hole Testing and Curtain Grouting. Prior to construction of the plug, two radial fan patterns of grout holes were drilled with diamond core drills at the locations shown on Exhibit V. Core recovery, rock quality and rock hardness as determined by drilling were excellent. The as-built grout hole pattern shown on Exhibit V represents less than half of the hole footage of the scheme that was originally planned. Water injection tests were performed at pressures up to 700 psi. Injection rates recorded were so low that they indicated negligible rock permeability. For this reason it was decided to omit the remaining curtain grout holes and to forgo the stage grouting requirements. The grout mix was 1.5:1 water to cement and grouting pressure was typically 300 psi. Details of the grouting program are shown on Exhibit V. No significant grout take in excess of the volume of the holes was recorded. Grouting was completed on June 14, 1983. B - 5 Bl95/2145R0147:1442R Contact Grouting. Contact grouting of the concrete/84" pipe contact and the rock/concrete contact was performed according to the drawings and specifications. Upon initial filling of the tunnel in mid-October 1983 it was discovered that a moderate but unacceptable amount of leakage was occurring along the rock/concrete contact. This initial leakage was about 30 gpm. The tunnel system had to be dewatered because of leakage from the penstock pipe seals. This provided time to drill into the plug and regrout voids that had not been filled. This was finished on October 27. Grout was injected into void spaces along the crown of the plug through holes drilled in both the upstream and downstream ends of the plug. Nearly one cubic yard of 2:1 mix grout was injected into the crown voids. Typical working injection pressure was 200 to 300 psi with occasional excursions as high as 500 to 600 psi at the end of grouting for certain holes where the take had been large. When the tunnel was refilled in the first week of December leakage had been cut to about 12 gpm. Piezometers. Six piezometers were installed in sealed boreholes just prior to placement of the plug concrete. The as-built locations are shown on Drawing TY-31-046. Calibration data necessary for interpreting the recorded data are included on Table 1 below. During the initial filling period, piezometers read in the range of 11% to 13% of the head on the upstream face of the plug, i.e. 67 to 78 psi. B - 6 Bl95/2145R0147:1442R TABLE 1 PIEZOMETER CALIBRATION DATA* Piezometer No. on IECO Drawing Serial k No Pressure TY-31-046 Number Equation 2 6564 -1. 433 X 1 0-5 893.2 P= -1.433xl0-5N2+11.43 1 6565 -1.420 X 10 -5 895.7 P= -1.420xl0-5N2+11.39 4 6566 -1.393 X 10-5 908.8 P= -1.393xl0-5N2+11.51 6 6567 -1.412 X 10 -5 886.6 P= -1.412xl0-5N2+11.10 3 6568 -1.368 x 1 o-5 908.7 P= -1.368xl0-5N2+11.30 5 6569 -1.467 X 10 -5 893.5 P= -1.467xl0-5N2+11.71 P = KN 2 -KNo 2 = K(N 2 -No 2 ) K = [Calibration coefficient from factory] x 10-2 No= Initial frequency N = In situ frequency (reading) P = In situ pressure (bars) * for ROCTEST model PC-6 digital readout set Hydrofrac Testing. Because of a concern that operating pressures in the water in the tunnel behind the plug could possibly split the rock and create leakage, it was required to determine insitu rock stress. Hydrofracturing tests were performed in the lower power tunnel on 9 January 1983. These tests were performed at station 15+66 to determine the minimum hydrofracturing stress in the rock in the area of the plug 8 - 7 B195/2145R0147:1442R location. If these stresses were to drop below 800 psi, then the plug was to be moved upstream from station 16+30 to station 19+50. Two boreholes were used in the tests to insure that all joint sets characteristic of the rock were exposed to high pressure water. Both holes cut across joint sets A and B. Set A is a near vertical joint which strikes nearly normal to the hillside. Joint Set B is a near vertical set which strikes parallel to the hillside. It is not known if any flat lying joints were crossed. It is not known which joint set opened up during hydrofracturing. The minimum hydrofracturing stress was found to be on the order of 980 psi thus exceeding the required value. It is thought that hydraulic fracturing occurred at or near the minimum principal rock stress and probably along existing joints and fractures because no sudden energy release due to fracturing of rock was felt. The orientation of this minimum stress is not known. Rock permeabilities were found to be low at the maximum operation pressure of 660 psi, being on the order of l.Z x 10-6 em/sec. Based on these results, studies found in technical literature, and experience provided by consultants it was decided to place the plug at its present location. 5-LOWER POWER TUNNEL The lower power tunnel was mapped as the driving of the tunnel progressed. The geologic tunnel maps are included on Exhibit VII, Sheets 1 -10. Four fault zones and two zones of fractured, weathered rock were encountered. Three of these areas were lined with concrete and three were treated with shotcrete as shown on Exhibit IV. B - 8 Bl95/2145R0147:1442R TABLE 2 MAJOR ZONES OF SUPPORT IN LOWER POWER TUNNEL Feature Stations Fault Zone 1 21+60 -22+40 Fracture Zone 36+10 -36+50 Fault Zone 2 41+76 -42+24 and 42+50 -42+99 Fault Zone 3 57+20 -57+60 Fracture Zone 65+52 -65+80 Fault Zone 4 69+45 -69+73 Alimak Station 69+73 -70+75 As-Built Support Full concrete lining including invert, see Dwg. TY-31-002, 8 steel sets embedded, 1 mat of rebar in invert Concrete arch, 7 steel sets embedded, 6 ft. o.c. 6-inch shotcrete 6-i nch shotcrete Concrete arch, 5 steel sets embedded, 6 ft. o.c. Steel sets, 4ft. o.c., center posts, lagging, shotcrete, backfill grouting 3-inch shotcrete, chamber crown and walls Other than at these six zones the lower power tunnel is virtually unlined. The remaining lining consists of 3-inch applications of shotcrete and rock bolts in locations where spalling occurred during construction or where narrow zones of fractured or weak rock required minimal support and protection against erosion. Fault Zone 1. Fault Zone 1 intersects the tunnel alignment at 21+80 to 22+20 making an angle of about 65° in plan view. This portion of the tunnel was mapped in detail and a core hole was drilled horizontally into the wall and crossing the fault nearly perpendicularly. The fault zone rock was mildly squeezing; some load was transferred to steel sets and several temporary lagging timbers were broken. There was only minor water seepage into the tunnel in this area, but closely spaced 8 - 9 B195/2145R0147:1442R fractures caused concern that the fault could conduct water to the surface under high internal head when the tunnel was to be filled. A grout curtain was placed as shown on Exhibit V to reduce the permeability of the rock and cut off potential flow paths. The most significant grout takes were in the upper quadrant of the east wall. Grout injections in this area amounted to 23.5 cu. ft. or 35% of the total. Grout injections into holes in blast-fractured rock at shallow depth in the invert amounted to 30 cu. ft. or 44% of the total. The initial grout mix was 3:1, water to cement, and it was thickened to 2:1 where injection rates were higher. Contact grouting of gaps between the rock and concrete liner was done later. Voids in the crown behind the liner were typically one foot deep and as much as 3 feet deep in the upstream half of the fault zone. Water pressure tests were conducted previous to grouting each hole. These tests indicated that, although grouting was warranted, permeability was low and the amount of grout injection would not be high. Amphibole-Rich Rock. For the most part, the rock in the pressure tunnel is gray to dark gray quartz diorite. Some segments of the tunnel upstream of Fault Zone 1 contained abundant dark minerals {see Exhibit VII, sheets 5 to 10). The foll~wing areas were mapped although the boundaries are indistinct and gradational: Tunnel Station 28+00 -29+00 34+00 -39+00 49+00 -51+00 56+00 -68+00 Predominant Rock Type Amphibolite w/abundant biotite Amphibolite common w/ some biotite Very dark, hornblende-rich quartz diorite Very dark, hornblende-rich quartz diorite B -10 Bl95/2145R0147:1442R Some areas within these zones tended to spall with fallen slabs 3 to 6 inches thick. Biotite-rich areas tended to slake to a minor extent during the excavation period. Treatment with rock bolts, WWF, and 3-inches of shotcrete was done in the areas shown on Exhibit IV. Fallout at Sta. 69+60. A sheared and chloritized clay zone was encountered at station 69+60. It was designated Fault Zone 4 and was found to be about 3 feet wide on the east rib and 4.5 feet wide on the west (refer to Exhibit VII-10). It was dry and stood without support when tunnelled through. Later the tunnel was slashed wider to about 16 to 17 feet in this area to provide for a siding to enter the Alimak chamber and muck loading area. The crown of the Alimak chamber between 69+75 and the shaft is about 20 feet above tunnel invert. Five feet of overbreak occurred on the east wall at Fault 4 during the slashing shots exactly at the location where the fallout later occurred. Three inches of shotcrete, WWF, and rock bolts were applied over the entire tunnel arch from station 69+50 to and including the base of the pressure shaft. In October 1983 initial filling of the tunnel was done. Penstock leakages then required that the system be entirely dewatered. Dewatering was done stepwise over a period of 46 hours. The average rate of drop in the pressure shaft over this period was 30 ft/hr. However dewatering was accomplished by opening the unit #1 and #2 spherical valves periodically for several hours at a time, during which the rate was in the range of 100 to 130 vertical feet per hour. It is thought that this rapid rate allowed high pore pressures to build up in the fault zone clay behind the shotcrete and initiated a fallout in the east wall of the tunnel. A chimney-shaped cavity developed upward along the fault plane and some 20 cu. yd. of material slid into the tunnel closing off about 40% of the tunnel cross section. Repair work was done by bringing all materials through the rollout section with an EIMCO 911 loader. The as-built condition is shown on B -11 Bl95/2145R0147:1442R Exhibit VI. The support consisted of 13-foot steel ribs cut to fit with center posts, channel steel lagging, shotcrete backfill, timber lagging, and finally shotcrete coating on all surfaces. The cavity was sprayed internally with shotcrete, sealed with steel fabric and shotcrete, and then grouted full in two stages. Static loading calculations were done to check that the steel set size and spacing would be adequate during normal dewatering. 6-PRESSURE SHAFT The vertical pressure shaft was excavated upward in one pass to the full ten-foot diameter with an Alimak raise climber. Except for Fault Zone 4 rock quality was excellent throughout the shaft. Except for concrete lining at Fault Zone 4 and rock bolts and a 3-inch application of shotcrete at the top of the shaft the walls were unlined and unsupported. A joint survey was performed and the information was logged as shown on Exhibit VIII. Fault Zone 4. Initial excavation of the shaft through Fault Zone 4, about 200 feet above the lower tunnel invert, was accomplished with little difficulty. The zone was fairly dry and it stood well after it was covered with wire mesh, pinned with rock bolts, and shotcreted. However, the shaft continued to be used as a muck chute for over 6 months and abrasion by falling muck eroded out an unstable chamber. This was fully backfilled with concrete and lined with reinforced concrete to a diameter of 8 ft. as shown on Drawing TY-31-005. The finished lining extended from Elevation 246 to 314. Materials Left in Shaft. A final inspection of the pressure shaft was done from a gondola hung on a long cable pulled from the top by a mine winch. Wall conditions in the shaft were found to be excellent. The cable was left hanging as required by the lake tap operation. It extends the entire length of the shaft from sheaves at the top of the shaft to the lower power tunnel invert. B -12 Bl95/2145R0147:1442R After completion of the lake tap, the temporary bulkhead in the upper power tunnel was blasted and dropped down the shaft. Some steel debris reached the bottom of the shaft intact and remains there, but the concrete was pulverized. 1-GATE SHAFT The gate shaft was excavated upward with an Alimak climber to a diameter of 6-feet. A joint survey was performed in this pilot shaft and the information was logged as shown on Exhibit IX. No fault zones or other unstable areas that would require immediate support were encountered. Later the gate shaft was slashed to the final diameter from the top down. Curtain grouting was done in the shaft from the gate hoist operating deck down to the lake tap tunnel, as shown on Drawing TY-31-105. The volume of grout injected into the rock was about 50 cubic feet in excess of the hole volumes. About 45 cu. ft. of this total went into 6 grout holes. Two of these holes were near the operation deck; 1 hole was at elevation 1280 (50 ft. above the gate structure level); and 3 of these holes were in the gate structure area. Above the operation deck level, the shaft was completely lined with wire mesh, shotcrete, and pattern rock bolts as according to Drawing TY-31-101. The lower part of the gate shaft was concreted according to the drawings. Contact grouting of the concrete/rock contact was performed but grout acceptance was negligible. 8-UPPER POWER TUNNEL AND ROCK TRAP Exhibit III shows the project layout in plan and profile including the upper power tunnel and identifies important geologic features. B -13 Bl95/2145R0147:1442R Exhibit X is a geologic map of the lake tap tunnel. The rock in the lake tap area is a hard, strong, hornblende rich quartz diorite which shows a pronounced gneissic structure. lts unconfined compressive strength is on the order of 18,000 psi or more. The rock matrix is crystalline and essentially impermeable, all water flow through the rock mass being along joint and fracture planes. The rock is also cut by numerous thin mafic dikes and in some cases the contacts at the dike margins are not fully healed and allow water flow. All joints and fractures are tightly closed except for isolated ones which exhibited minor to moderate weathering. The general pattern of jointing in the upper power tunnel corresponds with the pattern in the shaft and lower power tunnel. Three main regional joint sets are prominent and a fourth set is less prominent. Set A: N73-88E 75-85SE Set B: S67E-N82E 36-63SE Set C: N05-25W 85-90SW Set D: N29-38E 75-85NW Joint set A cuts across the upper power tunnel and dips roughly parallel to the steeply sloping lake bottom. Joints are generally tight and often discontinuous. However in some cases weathering on joint surfaces was evident. At several locations weathering had opened the joints allowing water flows. Flows up to several gallons per minute were observed in the tunnel crown during initial excavation at the pressure shaft, at the gate shaft, and at various other points along the excavation alignment. Joints of this set were found to be major water courses. They were also very prominent on outcrops along the lake shore line above the tap area. Joint set B strikes almost parallel to set A but has a less steep dip angle which is variable from joint to joint. Joints of this set were also subject to wea.thering and were also found to be major water sour- ces. This susceptibility to weathering was prominent near the lake. B -14 B195/2145R0147:1442R This joint was also highly visible on outcrops at the lake surface. Specific joints of this set took large volumes of grout. Both this joint set and joint set A could be interpreted as stress relief joints. Joint set C strikes diagonally across the tunnel at a high angle tend- ing to intersect the lake bottom surface almost at a normal angle. For the most part, joints of this set were very tight even close to the lake. Even when the tunnel was within 15 to 20 feet of the lake exposed joint surface exhibited little or no weathering or leakage. Joint set D was not nearly as prominent as the other sets. Joints of this set were always tight and never exhibited leakage. They strike roughly parallel to the tunnel axis. The tunnel approach to the lake and the rock trap chamber were the last features to be excavated and mapped (refer to Exhibit X). The rock quality was excellent; joints were generally widely spaced; no tunnel support was required. Approximately 20 rock bolts were installed in the crown of the upstream end of the rock trap and in the lake tap intake area to insure that block falls would not occur during the lake tap shot. The rock trap chamber was remarkably free of leakages. There were a few small seeps and the walls were wet. As tunneling progressed extensive probing ahead and cutoff grouting were performed periodically to intercept and seal water-bearing joints well ahead of the face. Probe holes were 20 to 30 feet long and angled out 20° from the tunnel axis. The azimuth of successive probes was rotated around the face in a spiraling pattern as the tunnel progressed to intercept possible open seams lying at all attitudes. Three major water bearing seams were tapped with inflows of more than 100 gpm in the last 50 feet before the lake. The seams appear to be weathered stress relief joints that parallel the steep-sided lake bottom with openings up to 1/2 inch wide. They were successfully grouted 10 to 20 feet ahead of the advancing face and were nearly dry when tunneled through. B -15 Bl95/2145R0147:1442R The lake tap tunnel excavation was completed in early June 1983 to within 10 feet of the lake bottom. The ten foot rock plug was drilled out with a total of 67 shot holes that reached to within 1.5 to 2 feet of the lake. Some of these holes leaked water, were grouted, and then redrilled. The plug was left in this condition until final loading and shooting occurred in September. 9-GATE HOUSE AREA The area surrounding the gate shaft collar was mapped as shown on Exhibit XI. The shaft collar is located at the edge of a scree deposit which lies uphill and to the northeast. The natural slope in this uphill area is very steep approaching 1:1. From surface examination and exposure at the shaft collar, the scree was found to be composed of a loose assemblage of boulders, cobbles, gravel, sand, soil, logs, and other organic material resulting from the weathering of rock both above and at the gate shaft site. Some of the boulders which float on smaller sized material are large and appear to have come from near-vertical rock faces more than 500 feet uphill from the shaft. The fine material contains organic debris and tended to flow in excavations when saturated. The scree is highly porous and contains buried streamlets. At the collar excavation bedrock was reached at depths of 10 to 15 feet below original grade. The collar was excavated about 10 feet into rock before the gate shaft was holed through from below. Joint attitudes in the excavation were mapped as shown on Exhibit XI. Light oxidation was observed on some joints down to about 3 feet into the rock. The rock is hard gneissic quartz diorite with color and fabric similar to that present in the lower power tunnel. Two circular rows of 12 rock bolts were installed in the collar. They were 10-foot Dywidag bars torqued to 600 ft-lbs. B -16 B195/2145R0147:1442R Large boulders adjacent to the excavation were left in place. The gap between the concrete collar structure and the cut slope on the uphill side was backfilled. Rock bolts were later grouted into place along this uphill side. 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VeJZT 'll ~ II I t w-£3128 0~ 0 2 al 0 ell -lEI i z E 3, 12900+ DISTANCES !fEc:T) P~ TO B • 240 75 B B N 1 608 015 E 3 129 307 EL 27 31 B/ TO C • 5 844 74 C1 TO 0 • 945 09 0 TO E 1 122 20 (VERT RISE) E TO F 155 02 F TO G • Zti>S JOJIJI ~i.JSNC( PL.OI l'f?WE!fZ.tjOLJGtS c.U"[ l 1...1 I I I ~ -I I L..eGiE:NP ~ .JOINT =e.rs 0 2>1 1#2/<> ~ NO~W fi!JOE! I£J ~'Z ill: 5.16 N J5!!: 10 NW I§§ IZ !$-!SlOt• ~N~e: 75 Nw • 1~1# 171.-6 © N75~ ~tJ ~At- B p IS ell -.--al -7"r"~-ii "'" ... ' .,. + • .,. .. w 0 ...-- TYEE LAKE HYDROELECTRIC PROJECT POWER TUNNEL AND SHAFTS GEOLOGIC PROFILE 3000 2500 2000 1- Ill 11.1 II. !: 1500 z Q 1- ~ IIJ ....1 11.1 1000 500 0 .... -....-4--~ exHI e>IT JI! SHEET OF REV f ECO NO. II (E <! ~ ® / / / WdliMiln; ' &IIEIIIIM f -~ @ \rl -:; ' I J j ~ ~ .. 8 + f\ / I ® \1 / I ® ,) ,_ I jl :I d 1/ I[ I I I 'I I I I I II ,J II ,, I l I I LEGEND NOTES .. 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I '~ }r---=-----=--=-=~--~~~~~=-~~=-~~~~~~-r~~---=~==~-====-~~~~~----~~---=~--~~ri---~~------~----~--~==---=-4 .-TYEE LAKE HYDAOEL.Ecnat: PROJECT IECO NO SCALE 50 0 !50 100 FEET t-1--+-----------~--~--~---~ o~=~ALrENGINEERINGCOMPANY,INC ALASKA !POWER AUTHORrnf lj L,.OW!Sft. ~H~r<:. 'TUNI-JI$-1-~Htt~Jf;1 DATE fiL("&""'·n'"!Mm#'il"$;;;.Wlt &3 180 HOWARD 81REET SAN FRANCISCO CAIJFOANIA 94105 ANCHORAGE, AlASKA ~ ~ ~LJIJ...,.. jUtJIJ~ ~G I fi,.P\N VI~~ REVISIONS NO DATE L -' @ l I I @ ' I _I@ ~e; A'f .a."'J-t.a.6, l"~jUIEI!-P ~ 11J ,.~K !Uje 'i a. 176fAII. D .............. ~··-·· L----1 F'!W'f~ii'W fl'""l' llq'f II 4-k F1Z?-IL-A tJ#jl! 1"' ""'HP1'"1Zl"T' ~ WALl-INV &.!rf 1P DETAIL A SHOICRETE LINING FOR ARCH IJ01'" fO ~ .quow!l <e. DETAIL B SHOTCRETE LINING FOR FULL TUNNEL IJOf 'fO ~~ L-...--.J pAIIL-1' ZPNU !U " tJir1'i' ~ k 1"'1!-f,..l L-e>, I ~L'I!JI-<K'f 1Qif1lv1W DETAIL C SHOTCRETE liNING FOR PENSTOCK TUNNEL tJOt" 1::' ~~-I). ® ~I DETAIL D SHOTCRETE !LINING FOR TUNNEl SECTiONS ~I s ._.., • .1( t:} ". P.AfT~J.I!!N WHERE TEMPORARY STEEL SEIS REMOVED IJo'f 1D '.11:-A L-8- 11-t---l-----------t--l~i----1 o~=~l ENGINEERUNG COMPANV,DINIC 180 HOWARO STREET SAN FRANCISCO CALIFORIM 114UI5 LEGEND NOTE ( rvr ~ ~PnotJ ~ flcAUr-e:. <S~U-f z) r /-I I \ ) I t.. ~~ II ,1 I I \ I f' '__I ~ I 1/ @ ® ® .... ~ I I I SECTION A-A STA 16 ~53 fACING UPSTREAM ~· G:DI--- II PLAN VIEW TUNNEL PLUG NOTES _ SECTION B~L STA 16 + 77 rt.1 100) (0 llo,t'D) SECTION C-C STA 2i + 65 SECTION D~ D STA 21 + 85 FACING UPSTREAM SCALE tO~f45iWZ'"'"5-~o~-!!' ~~-~·':_~iDiiiiiiiid~20 FEET t-t--+----------+-+-+---...1 ~~=;L IENGINIEERiMG COMPANY, INC ISO HOWARD STREET SAN FRANCISCO CAUFOIVM 1141011 NO DATE REVISIONS ® 'I I I I :/ CD I ; f.!~ LF NOTES ~v /1 (I L W.ll'-. ~~ "TJSTS C ~M 1 l'l!loiJ I Lc L. 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""1!-f i.J a> X 'l.. 1"'' "f~rltJt;l. f'I,.U-E: c:>LD"'.>il IP i<Q:;Jo:. ~~ PP-IeloL.e. + SECTION SCALE 2 0 + B-8 (TYP) 2 4 FEET tptl~ A C::. .J -I !::: ~ "'i;) -~ -'i' ~ I SECTION A-A SECTION C-C Gff.QUTING CROWN AREA SCHEMATIC SCALE -i' I~IL·\J/ \J I ft---1--1-----------+-1---+---i ~~;~L ENGINEERING COMPANY,IMC ~.SO HOWARD STREET SAN FRANCISCO CAliFORNIA 94105 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA NO DATE I I I I I I Wfi?t!~ Of U.Jt:JI"A~kA1]0tJ Of f.P-.kkg.Jf fUtJIJ~t, 21.lrf'OF-!? ~ 1 ~OIJT' ~~ f, 11-i~J..USP WI~ ~~ OtJ ~ ,AIJP cpowN ~ nJ~~D ~61.. ~tJGi ~ F,..J..I,..G\tf 1'10!.-e-1-lrrtt ~~~ ~I'I'Of(T~ + IN~ ... w,ep ~~ ~~ ~ QtP.NtJ£.1.. ~oN~ Il-l CpoiJN I " lill~fAU..S.P ~JI.CV1" 1'1~ IJJ f!'-U..OUI Q>o.VJf"( w APPL-IeD ~,.e. 'jl:l ~i'J 4 ~~ ~ISPT A1 F'AI-J..OLI'f Hoi.£ ~Cflor-l - 1• l~fAJ..L.6P 1..."\~IIJet IIJ p,..~,..~..OIJ'f ~Tio,.J, 6, et.-e'I-J ~~~Te. IIJIO ~ VOID ~ AIJUL..LJ'So J!>Sfi••IIS.e.J'I L,AGGiiJG ~ ~t-1 IIJ FAU...OUf ~'TION, "l• PUHPS.P a.FIOUI TO F'IL..I. 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' -- 10 20 110 SUI! fACES CALCIT[ LOWER POWER TUNNEL I FRACTURE ZONE WITH RUST STAIN N 20 W TT" NE DARK GRAY BANDED GNEISS WITH INCLUDED FINE GRAINED BASALTIC ZENOLITHS FOLIATIO~ TRENDS APPROXIMATELY N ID woe HE MANIFOLD TUNNEL ,~ RECORD DRAWING 110 LEGEND // STRIKE AND DIP OF JOINT STRIKE AND DIP OF ~AULT OR SHEARED ZONE STAIIC[ ANO DIP OF V£1NS AND DIJC£5 STRU(£ AND DIP OF ,OLIATtoN XENOLITH OF BASALTIC ROCO XENOLITH OF GNEISSIC ROC• XENOLITH OF OUARTZIT£ L AWPROPHTAE OIK[ P[OWATIT[ DIM[ YEIJC OF' CALCITE AND/OA OUARTZ WATER SEEI' SHEARED ZONE SOFT ALTERED GROU~O ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL, ACCESS TUNNEL 6 MANIFOLD TUNNEL ~ CONSU.11NO ENQIIrofEfR.S ~ INTER~!,.~AL ENGINEERING COMPANY, INC 180 HOWARD STREET SAN FRANCISCO CJIUFORNA ,..005 DUIOND)~ DCPICTID f C K D t HAT 1162 D"AWH--.£.£!._ lllll(';O:III:WIIrtJit ____ _ CMlC lD--._,., aTA ll 00 10 eo 60 SPRING LINE BOTTOM SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP P'OUATIOH - DAR" GRAY QUARTZ DIORITE AND QUARTZ BIOTITE-PYROXENE GNEISS WITH FINE GRAINED BLACK BASAL TIC ZENDL ITHS ROCK IS HARD AND FRESH EXCEPT ALONG NZO W SHEAR ZONES AT 4•37 AND S47Z WHERE THERE IS UP TO 2FT OF f[ STAINED CHLORITIC CLAY-FILLED .JOINTS UTA 1•00 10 zo 40 TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP DIP- JOINTS SUB l'ji,RALLEL TUNNEL DIP CLOSE TO 90" '~1, I \1 ---------~.----~--- \ '\\' ''\'' \\\ DARK GRAY BANDED GNEISS AND QUARTZ DIORITE WITH FINE GRAINED BLACK BASALTIC ZENOLITHS JOINTS FILLED WITH UP 1 OF QUARTZ AND CALCITE LEGEND ~ ----STRIKE AND DIP Of dOINT ----90 ~ ----ITI'IIU AND DIP OF FAULT OR SHEARED ZONE o..g ........., ~----STRIKE AND DIP Of 'IIEINI AND DIKES ~ ----STIIIICE AND DIP OF FOLIATION CJ ----XEIIOLITH Of BASALTIC ROC~ TO 80 !lO 4•00 10 zo 5UB HOIIIZOHTAL TO 80 7•oo 10 zo Z SI'IOCINO JOINTS N4S E &O"NW 90 POSSIBLE SHEAR ZONE ALONG HYDRO THERWALLT ALTERED LAYPROPHYRE DIME AT STA I' 6S ----XENOLITH OF 8NEISSIC ROCK ----XENOLITH OF QUARTZITE ----LAYPIIOPHYIIE DIKE ----PEOIIIATITE DIU ~ ----VEIN Of CALCITE AND/ OR QUARTZ --------VATER IE£P so 10 TO eo 500 2 -0 GOUGE ZONE CHLDRITII: ANO CLAY FILLED FE STAINED 60 70 80 90 800 BLACK BASALTIC COGNATE XENOLITHS IN VARIOUS STAGES OF ASSIWULATlON BY QUARTZ DIORITE WAGWA ---------SHEARED ZONE -...::::----- ~ ~ ----lOFT ALTERED GROUND I 10 20 RECORD DR!\VVtNG 40 10 2 4 GOUGE F1LUD SHEAR ZONE N30 WBZ NE rl 10 FRACTURED SPACINGl _,....1 2 WIDE SHEAR ZONE I N 8 [68 HW / N30 E55 NW 2 4 GOUGE SHEAR ZONE /1 2 JOINT SPACINr IO ~ 0 IC E""' ~ scA\:F4 10 bS""+§ fEET ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ CCJ"''SlA.llNG ~(R ~ INTER~~AL ENGINEERING COMPANY INC ~--------~-----=------~-------------t80 HOWARD STREET SAN f~ANC1SCO CAUTORMA 9•10 SPRING LINE TOP HTDROlHERIIAL ALTER.tiTION lit~ TO 12+32 LEGEND ~ ----ITRI~E .tiiiD DIP OF ~DINT ----XENOLITH OF IINEIISIC ROCK ---~f-- ~~ ____ STRIKE AND DIP OF FAULT ----OR SHEARED lONE ------XENOLITH OF QU.tiRTliTE ----L.tiiiPROPHTRE DIKE --80 :?"' ::: ----ITRUC£ AND DIP OF VEINS AND DUCES 80 ~ ----STRIKE AND DIP OF FOLIATION ~ ---PEGIIATITE DIKE ---IIENOLITH OF BASALTIC ROCK ~----VEIN OF CALCITE AND/OR QUARTZ y ----WATER SEEP P.tiRALLEL TO TUNNEL ------SHEARED lONE ------SOFT aLTERED GROUND ~CURD DRAWING 10 I SCALE 0 ... "' zo f[[T 1 10 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA 1.. I ll. TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ CONSU.TING (NQfJoi£EI:I ~ INTEA~E~AL ENGINEERING COMPANY,Iii!C 180 HOWARD STREET SAN FRAHCJSCO CALIFORI'IIA IJ410S O(BOfm~ l'fP'[CttD f C K o l MAY 198Z D'Ll~----E.E..!.._ MCOMU'f .. Olt _____ _ CM[C.[t)___ """0 l< I ~- ' ~-I I (I UTA lhOO TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP BTA 10•00 SPRING LINE so SPRING LINE BOTTOM 10 10 ~0 ---80'>.. To-.. zo ZD 42 _........ 80 110 110 00 4() 80 18 00 TO 18 00 ~RESH DARK GRAY QUARTZ DIORITE ~DINTS TIGHT DISCONTINUOUS 80 10 ZD 10 ZD 80 liD 60 eo TO 110 N S ll Nl'l STRIKING ~DINT ARE CHLORITE COATED 10~ 18 00 TO 20t00 HARD FRESH VERY COWPETENT ROCK YOST ~INTS DISCONTINUOUS IT .. DD 10 ZD ISO I I T~~ I 40 so uo '-SHOT HOLES WAOEOSGPW SOFT SHEARED ALTERED I THICK -------------T------------- 90 ZD•DD 10 20 SPACED I -4 APART PRODUCING A SLA88Y ROOI 1 L.AMPROPHYRE lUKE 40 DO ------~---/ INCREASING QUANTITY OF FE /IIG 1 WINERALS ESP BIOTITE CALCITE COATED-' 4 12 THIC~ SOFT ALTERED TO 90 90 3 PEGMATITE IUOO Zl DO • =PRI=-=NG L"'-'-=-INE -~--------------------------------~ ______ _L//-T ~~c -~~"'"'~~"" _\..~~\~~\-~> -~\'~-""'\'~---.'-__ "'---~-A--~-r~-~ ,~~~ ' ---/ /:..___,L.. --'-.. ·, , " " " " , ·, " \~ \ '. 19 FAINT SCHISTOSITY " " '-'- TOP ~ / / '-.. '-" " " " " " ' \ RELATIVELY REGULAR --......_ STA 21<00 10 20 40 TOP SPRING LINE BOTTOM SPRING LINE SPACED 2 2 85 SPRING LINE 0 !0/~-' ~25 -11 40~ ~D BOTTOM SPRING LINE RELATIVELY IIIASSIVE FEI'I ~DINTS TOP 60 TO LAWPROPHYRE DikE INTENSITY OF FRACTURING INCREASES 80 90 22•00 10 20 40 60 TO 80 90 45 I RECORD DR~WING I LAWPROPHYRE IS SOFT TALCOS£ EASILY CUT WITH KNIFE NOTE FAULT ZONE NO 1 AT 21 + 80 TO 22 + 20 STEEL SETS 6 0 C 10 ' 0 10 20 L::=::J SCALE FEET 1 10 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ CONSU..TJNG rNGINEI'RS ~ INTERNA,~AL ENGINEERING COMPANY INC 180 HOWARD STREET SAN FRANCISCO CALIFORNIA 04105 DISIGNED.....£.!.!L IMPICTlO y C K D t MAY ,882 DN.'II'tllll~ IIICOIAiltttllc ____ _ eto~lC lc __ • ....,, il -r \II _j \ "-._) ITA U•OO 10 20 ao 40 &0 '1'0 110 10 10 ao 110 BO ED•OO 10 20 I I !10 I I 40 80 TOP I ~::::·· E----~-f-------------l----t-------------3t3---f-i~t-------~-----------------f-------t------~--~-------------~ QUARTZ a CALCITE ~:t~~{~ ~~~fT~~~DT~IJJC,:'1~~ST QUARTZ 8 1 SPRING LINE 10 40 Ass~ -CHLORITE coATED ~ JOINTS DISCONTINUOUS SPRING LINE -ro THIN 12 I .LAIIPRDPHYRE HARD rGRECCIATED QUARTZ ~:riGHT MUCH THINNER THAN ( DIORITE REHEALE~ \ ON LEFT WALL SHEARED BOTTOM SLIGHTLY ALTERED LAMPROPHYnt: Dill[ CALCITE AT CONTACTS TO ---6S 60 TO .... zs ..-TWO PARALLEL JOINTS SPACE 3t\, r'o I CHLOROTIC SHEAR ZONE-...,. ::;S:...PR=IN:.:G:-L:;;I::.:N::E'--·t------~--l_-----~-----I--------L.!'~~'!2_G!S!_.!_~s~!!!.~~s_ TOP \ J _ ----r-+--... ___________ jj_;;;-~~-;-;;;;;~~;--------_________________ y __________ -if/ --,1-- TF~HIS SIDE ONLY / ~ I '1'0 TO eo 90 80 10 20 40 so TO 00 28+00 10 20 iTA ZG•OO ~--~----~=-~----~---d==~db=---~=-~==--~~~----._--~----~--~~--~----~--~----~--~----~--~----~----~--~----~--~----~--~----._--~ 10 zo 30 40 60 1!7•00 liD 60 90 40 TOP SPRING LINE ~------~------~, ___ nY?~~--~ -----------~ r y r -------------------------------------------------------I BOTTOM \ I >-1 Z LAMPROPHYRE 0 Ill[ I ,.....THIS SYSTEM COWUON I /CHLORITIC SHEAR ZONE INCIPIENT a POORLY DEVELOPED JOINTS ROUGH MACKEY WALL I FROiol 28 20 TO 28 90 SPRING LINE Z PEGMATITE--.._ I CALCITE SEAM"\ I 7S ( CHLORITIC-J~~~ ---< so(/110 -~ r IS,/ '~ ~-~/ \-PEGMATITE \ I ---< IEEP AREA /r A'o I .,, ,..._.-/1 /-< A'' BS \ ~--/· I SPRING LINE \ I ---'-.& SHEAR CLAYEY 112 ·I CALCITE VEIN./ '-.cALCITE FILM l >-tOINT INTERSECTION CAUSED Z 3 OF OYERBREAK ENTIRE INTERVAL IS BLOCKS OF PYROXENITE 'IIIlTH BIOTITE PHENOCRYSTS BOTTOM I I SPRING LINE I ----.1------------~---------------b------~-----~-~fJ7~ -------1------------f----------------------------- TOP STA 29 00 10 zo 40 so 10 TO 80 30 00 10 20 40 so 60 TO 00 90 TOP f~----j---!1-----------f--------t _____________________ L _____ ~----------j SPRING LINE BOTTOM Z SEAiol WITH SPRING LINE 1/4 CALCITE AT CENTER NO PROMINENT JOINTS OR FRACTURES SPRING LINE. BOTTOM 60 ------3S HARD UNFRACTURED ROCK -----55 1110 MAJOR JOINTS OF FRACTURES ~:::"''"' ~---t----~-----------f---------------------------------------~-----------j I RECORD DRAWING I I JJ·-· 10 VUG 10 ., 0 IC' I ;,_... SCALE 1 10 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP lOWER POWER TUNNEL ~ CONSU..nrta EHGfNEEP ~ INTER~,!2!;!AL ENGINEERING COMPANY INC 180 HOWARD STREET SAN FRANCISCO CAlFORNIA V41t05 Ol&l0Nt0_£!!L MSI"'CTto F C IC D Tl JULT 1~12 DI'AW"'__!:.!l!::.... RECOINlNDI.D ____ _ CMEC lD--&_,.t I I I_) ,- \, Ll I lr & [\ I J --I II I __ ( I I\_ I - I I (' !ITt. II+OO 10 ao liO /Jo eo eo 7D 110 Iilii u .. oo 10 ao liO 40 110 ao 7D oo 80 llli+OO 10 10 sb .a liO 110 80 7D 14+00 TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP ~--~---L--~----~--~---L--~----~--~--~--_.----~--~--~--_.--~~--._--~ __ _. __ ~~--._--~--~--~----~--~--~--~----L-~ L-1 PUMAT IT[ [X POSED ~ THIS WALL ONlY E--:S-------------21------~--~----~-----~------~--------------------Jf-E---~ ~ ~------------i 68 72 70 TZ 4Z ~eo TO I THICK OUARTZ VEIN QUARTZ DIORITE Ht>RD FRESH SCHISTOSE I 3 JOINT FILLED !filTH COMPOSITE DIKE Of LAliPROPHYRE a PEGMATITE 11 40 _/QUARTZ VEIN 19 WIDE SMOOTH CHLORITE COATED ..J JOINT SURFACE E---~-----------~-----------~----~------1------~----------------------f\St~------------------------j=-i ITAM•oo 10 zo 40 7D 110 110 liii+OO 10 20 40 110 eo 7D H+OO 10 40 110 '1'0 ao 90 ST400 TOP SPRING LINE ::.:....:;=-=..::::::...-1---------------------------------- TTOM SPRING LINE SPRING LINE MASSIVE HARD BRECCIATED a HEALED QUARTZ DIORITE ALL MAJOR STRUCTURES SHOWN r DRY BU I AIR SLACKING 47 I T STEEL SETS, 1 , 0 c 'I z OVERBREAK I ("PEGMATITE DI"E HARD MASSIVE ALIIOST UNJOINTED BOTTOM SPRING LINE TOP ~1:~~~:G~A;~ET~ ~kOODI~R~~~itTRE ZONE I PEGMATITE/ FRACTURE lONE_/ LESS INTENSE FllACTURING-- ~t--------------------------~-------S\--------------------------j-t----~--~-------~--------1 IITA 3T+OO '10 zo 40 TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE tiASSIV[, UNJOINTED, IRREGULAR VEIH PATTERr., BOTTOM NUHEROUS FOLIATED XENOLITHS 110 7D 60 10 40 80 MANY IIINOR JOINTS LESS THAN 3 LONG '1'0 80 WAVY FOLIATION WITH CROSS CUlT lNG VEINS 3 119+00 SPRING LINE TOP E--~---------------~--~~-tM~---~----------------~t-------~---j \.._PEGHATITE Q'ITH LARGE SHEAFS ~~~~D DRAWING NOTE INTENSELY FRACTURED ZONE AT 36 -t 10 TO 36 +50 REQUIRED STEEL SETS I 10 0 I IQ zo I I SCALE 11 10 f[[ T ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ COHSLL'-EIG>fEER ~ INTERN~~AL ENGINEERING COMPANY, INC 180 HOWARD STREET SAN FRANCISCO CALIFQRP«A IW10S DI!SOON[oCEH ~CTlD--!:..F::.C,K ___ t:o=':":::::,;JU:;L:.;Y_;,Ig:;;G:,;Z:.,_ __ -1 DAAWt(~ faCOWWINDI -----DAA'II'II NQ Q ""'c., __ -o" EXH1err w-~ I I I Ll I l i I j L 20 liO eo 70 80 10 liO 40 BO BO 70 BD 41400 10 20 90 .,.oo TOP SPRING LINE BOTTOM f'f----------{_---------------------J----I--------1--//tf-------~::----==--:~:;:z _____ ; _____ "'::~~-----1 Z PEGMATITE DIKE GNEISSIC BANDED ZDNE WET I~ 2 WIDE GNEISSIC ZDNE INTENSELY VEINED SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP ~DRIP DRIP ~~ 4 JOINTS SPA 6 10 ZD liO INTENSELY VEINED ALTERED GREEN WEAK ROCK SLICKENSIDED SURFACES COVERED WITH LIGHT GRAY-IIREEN CHLORITE AND TALC ITA 45+00 10 ro TOP SPRING LINE BOTTOM TIGHT JOINT SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP IIA.IOII PEGMATITE DIKE WITH 11.'4 II IPAR (GNEISSIC VEIN FRIABLE 'I'll 110 00 41+00 10 20 40 'I'll 80 46+00 10 ro liO ---DRIPY '11 ~ n ~ DRIPDRIP 80 L f7z----~85 ------------~------ 40 40 JOINT SPA I TIGHT DAIIP 80 40 110 'I'll ONE!SIC LINEATION APPARENT INCLINATION TIGHT JOINTS SPACING 3 CLEAN 10 20 STRONGLY CHLDRITIZED ZONE SOFT RECORD DRAWING PROMINENT JOINTS 15 ZONE WITH SPACING I 3 TIGHT WITH THIN CALCITE FILLING \ \' r I\ 40 &0 TIGHT JOINT SOrT THIN V[IN- .IOINTS 6 1 SPACING 'I'll eo 90 ATTITUDE W NOTE FAULT ZONE NO 2 AT 41 + 90 TO 42 + 10 AND 42 + 60 TO 46 + 85 10 0 ICI 20 SCALE 1 10 ALASKA POWER AUTHORITY ANCHORAGE ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ cooo........... ............ I ~ INTERNAT~AL ENGINEERING COMPANY, INC 180 HOWARD STREET SAN fRANCISCO CALFORNIA V•tO I (r-' ' 10 20 !10 TO 10 !10 20 IITA <!hOD BO VEINING TOP S::;P~R.:..:I.:;N~G..:L:=:IN.:..:E:,__t------__ ---__ _ --7r----- BOTTOM SPRING LINE SPRING LINE TO TO 00 49+00 CALC FILLED ~OINT TIGHT 10 zo 40 80 TO DISCONTINUOUS ----------=--=-~------------ I) 16 -,..._ 10 ~n so 80 50•00 e -..J:;a_ 6l ~1 I E~~~1-\-~------~---2i~-~~--------~~~-----;t~-----~----<~~-------f-----~-j .!.T~O!...P_____ THIN 114 QUARTZ VEIN RECRYSTALLIZED ~INENT CLOSED JOINTS BOTTOM SPRING LINE LOWER WEST WALL ~OINT FACES SLABBY NOW FRACTURED UTA eo•oo 10 ZD 30 40 so 80 70 80 1Kl !51+00 1D ZD 40 so eo TO 80 1Kl 92400 10 zo 40 50 FILLED JOINTS TOP SPRING LINE BOTTOM SPRING LINE TO 88 / / SPRING LINE I!QTIQM SPRING LINE ' TOP DARK HORNBLENDE RICH QUARTZ DIORITE GNEISSIC CLOSELY ~OINTED SPA Z -6 GRAY MASSIVE MEOIUW GRAINED QUARTZ DIP OF FAINT GRAY WASSIV[ W(OIUW tRAINED QUARTZ DIORITE L !HEAT ION IS WEAKLY DEVELOPED LOCALLY INTENSE DIORITE JOINTS ARE CONSISTENT IN 5 SETS FOLIATION DIPS HE JOINTS ARE CONSISTENT IN 3 SETS TIGHT AND VEINING CHLORITE COATED JOINTS &0 + 00-9o0+ 10 JOINTS TIGHT AND CLEAN ORI TUNNEL QHEISSIC CLEAN DRY TUNNEL Gh[ISSIC BANDING IN FAINT Ti;HT TUNNEL DAMP SlABILITT lilODD BANDING 18 fAINT HW OUAPITZ VEINS rEw QUARTZ VEINS UOSTLY BTA 55400 10 zo 40 60 TO 80 00 &4 400 10 zo so 40 80 70 BO S9o•OO TOP 5~;::~'" t--------tat~----------;i------------------------------------------~---1--t-j SPRING LINE hq '~f ~76 .~~ ~7,, / \ I ........... SPRING LINE ToP., BQTIQM SPRING LINE TOP MASSIVE MED &RAINED GNEISSIC QUARTZ DIORITE DRY TIGHT JOINTS [324 MASSIVE MEDIUM GRAINED QUARTZ OIOFIITE GNEISS DRY TUNNEL FEW ~DINTS THAT EXTEND MORE THAN 3 FT ALL JOINTS TIGHT CLEAN A FEW SMALL QUARTZ VEINS }:. ~76 \ t INTENSE SWIRLING VEINS MOSTLY QUARTZ fiLLED RECORD DRAWI~!G TIGHT 70 STRONG JOINTS SOFTER RO 1C INTENSE IRREGULAR CALCITE 1"'1 FRIABLE VEINS A"'O INFILLING JOINTS INCREASED CHLORITE FOR 10 F'T eo 90 5S 00 APLlT[ DIKE S ldAIN JOINT SETS 11 [ll TS 5 u N'Q AO N[ Sl NW 90 S* 1" 5 0 10 20 ~E ....... ·-.;,. SCALE FEET 10 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~C()fo(SU..T~EJofG"'ft(R ~ INTERN,!_~AL ENGINEERING COMPANY !NC 180 HOW"RO STREET SAN FRANCISCO CALIFORNiA VU:J DfSICINtD...!.f.!.... llwSI"lCTlC f" C K D l .JULT 188Z C'II'A'11t1'1~ III:CC*Vt"<<D(t, ____ _ c I! tc ___ _..., 1 '10 TOP ,.S:..;PR:.:;I:.:.:Nc::G-'L"'I:.:.:N::E-·1----- BOTTOM SPRING LINE I Li SPRING LINE ( OTT OM S::,P;_R;.:.I"'N"'G;_;;;L;;.IN'-'E;.__I--___ _ TOP '10 TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE BOTTOM SPRING LINE TOP r II ' 10 40 .IOINT WITH VERT THIN CHLORITIE AND CALCITE FILLING so 80 H+OO 10 ~DINTS WITH VERY THIN CHLORITE AND CALCITE COATING 10 40 ALL ~DINTS TIGHT CLEAN --- ' 70 80 110 &T•OO 10 20 301 40 TO 80 1111•00 /// --------~-------- ____ .../-.,. _____ _ I z'l --26 DRY TUNNEL FElli SIBNIFICANT ~DINTS 20 40 so 70 80 118+00 SEVERAL FT SLAB OVERBREAK I'IOCitiOLTED SLABBY WALL IIU:T IS 4 40 110 10 10 DAR~ HORNBLENDE AICH QUARTZ DIORITE &NEISS A FEW PEGMATITE DIKES 1 -a LITTLE CROSS V[ININS TIGHT ~DINTS NO ALTERATION DRY 40 110 WITH CALCITE V£1NS 1118 FILLINGS CALCITE VEIN UP TO 112 70 80 90 BAND OF CALCITE FILLED JOINTS 110+00 10 I>IA~Y SHOAT ~TS I WITH THIN CHLORITE ~ -----DRY NO JOINTS OF SIGNiriCANT LlNGTH AND CALC COATINGS AND CRUSHED FILL EO JOINTS .._____- SLABBY DRY WALL SINGLE STEEL SET AND LAGGING AT SKEWED ANGLE VERY DARK HORNBLENDE QUARTZ DIORITE GNEISS I 20 sol 40 {JOINT 111 FILLING QUARTZ TO 10 90 Ill 00 114 CALCITE FILLINGS AND VEINING LEAKT ~DINTS I FOOT WIDE CAVITIES S DEEP WET ,........PEGMATITE IIODY ALTERED AHD / WEAK PICKS APART PYRITE / / NUIIEROUS SHORT JOINTS 1 FOLIATION CONTROLS iiREA•DUT I INTENSE VEINING ~DINTS TI'HT CLEAN so ~DINTS ARE NUMEROUS BUT IHORT FOLIATION HAS BECOME STEEPER CONTROLS BREAKOUTS WET WALL 50 so TO VERY DARK IIAFIC ROCK FINE GRAINED 8D 110 1(4 QUARTZ FILLED ~OINT !;lASSIVE 83•00 I HARD ROCK ROCK VERY DARK lliTH SWIRLING VEINS MASSIVE VI:.AY rEW .IIOINTS OF' SlteNIFI ANT LENGTH "w'ET' \.SLOT 2 DEE~ a I LONG 2 GPM LEAKAGE NOTE FAULT 70NE NO 3 AT 57 + 30 10 0 1(' zo ~CAL;-» fEET 1 10 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA I r5 --------\---TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP IIASSIYE FOLIATION BECOMES NEAR VE A TICAL AND CONTROLS ..... -~ .. ··~1-~~CORD DR~ WING LOWER POWER TUNNEL ~ COf'tSU..llNQ E"'GGNUFI ~ INTERNA1!2!!AL ENGINEERING COMPANY INC 180 HOWARD STREET SAN F'RANOSCO CALFORNIA 14,..5 ~IIIP'Icno FCK ~WN-=...£.!!_ ~MO(D----­ OCfOtiD---•'""""'e EXHIBITTII-4 f~i- l STA U+OO 10 TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE IITA 8UOO 10 DAIIk QUA~TZ DIORITE 8NEISSIC ~E~MATITE DIKES AND COLOA ~AliOS PARALLEL TO WEAKLY DEY FOLIATION NO ALTERATIONS ALL JOINTS TI8HT AND P'RESH TUNNEL DAMP 40 TO 10 zo OF 90 10 110 110 10 110 s .. oo 10 to \so I I ----------1 DARK 8NEISSIC HORNBLENDE QUARTZ DIORITE LOCALLY INTENSE VEINING OF QUARTZ AND lOME CAL~TE APPARENT HYDROTHERMAL ALTIERATION OF CALCITE VEINS AT FRACTURE ZONE MINOR CHLORITE WITH WEA" SHEAR L Ill EAT IONS 110 S STEEL SETS + LAIGING PEELIN& SLABS TO uo OIICES 90 09400 /JOINT \'fiTH 1/4 CALCITE / YEININ8 FRIABLE DIKE CHLDAITIZED MARGINS tiAFIC DIKES I AND 3 WIDE I YAFIC HARD 12 BLACK fiNE GRAINED MAF'IC DIM[ SLIGHTLY CHLORITIZED IIIIIDDLE ST.-ON6L' CHLORITIZED MARGINS TOP SPRING LINE BOTTOM SPRING LINE SPRING LINE il MAFIC BOTTOM SPRING LINE TOP lal400 10 zo TOP TI8HT JOINTS 40 110 /18 YUGGY PE8t1ATITE r DIKE DAMP MASSIVE ND SI8NIFICANT JOINTS TO eo '--.,---/ PEGMATITE FOLDED VEINS WITH OFFSET XENOLITHS HEALED STROll~ 80 70+00 10 CHLORiliZEO ZONE ALTERED TO lALC IN 1 SEAM FINELY DISSEMINATED CHLORilE EXTENDS SEVERAL FT BEYOND ldAROINS ,_S,_,PR,_,IN:.:,:G"-'=-LI,Nc:.E_f-----(--$---- BOTTOM \ SPRING LINE SPRING LINE ao @RAY SPOTTED COARSELY CRYSTALLINE QUARTZ DIORITE 5NEISS FEW SICINIFICANT JOINTS 18 +DO-69 + 30 CHLORITE ALTERATION ALONCI JOINlS AND CHLORITE SEA .. S" le+4D-U+70 WORST SEAMS (!D 88+61-67 ALONG JOINTS \!lET IIORNBLENDITE XENOLITHS 5EPARATED BY SUGARY fRIABLE QUARTZ VEINS 1 -z APLITE DIKES APPARE!!.!.._E.!! 13 H MAFIC DIKE 5 DIKE HARD ROCK DARK 8NEISSIC HORNBLENDE RICH QUARTZ DIORITE tiA9SIYE VERT FEV SIGNIFICANT JOINTS FRESH ROCK RANDOM IRREGULAR PEGMATITE VEINS SET OF THIN BLACK llAFIC DIKES 17 +SO TO 68 +00 VITH CHLORITE ALTERATION I!IALLS WET AT A FEll' JOINTS BUT ALMOST DR' TUNNEL INTENSE SWIRLIN~ SUGARY QUARTZ YEININ~ FRESH AVERAGING MORE FINE tiATRIX BIOTITE THAN LOVER ENO DF TUNNEL ALL JOINTS CLEAH AND TIGHl zo •o 70 eo VERY OARIC RICH AOCK WITH 0 UARlZ SANDS 00 71+00 END OF TUNNEL 70 +&~ BRAY BANDED QUARTZ DIORITE ONEIS~~~~~r-~~~~~~.m~~maa3~mc~~~~gaaa~.a~~ GRAINED VERT DARK RICH BIOTITE P' E &RAINED QUARlZ DIDRIT[ &NEISS AT SHAFT ~~--~~----------------------------------------------·1 RECORD DRAV\/ING ,EW JOINTS WITt4 SIGNIFICANT CONTINUITY / DARK COARSE CRAINED HORNBLENDE RICH QUARTZ DIORIT[ P:OLOEO GNEI!SIC BANDING or QUARTZ A f'E\7 SWALL XENOLITHS TYPICALLY BIOTITE RICH VERY rEW CROSS CUlTINO VEINS NOTE VEINED AND FRACTURED ZONE AT 65 + 45 TO 65 + 80 REQUIRED STEEL SETS 6 FEET 0 C 10 ~ 0 10 zo E'"" , ___ __ -SCALE FEET 1 10 ALASKA POWER AUTHORITY ANCHORAGE ALASKA TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC MAP LOWER POWER TUNNEL ~ COHSU.Tl'OQ EHGIHWIS \W INTERN~~AL ENGINEERING COMPANY INC 180 HOWARD STREET SA~ f"RANCtSCO CALFORMA 8410.., DUIONlD~ DIV'ICTI.D f C K ':1 tl JULY UIB2 DIU.WN~ ~MOt.w ____ _ OIU.,.NON'C 04lCJtlD---"""""'" EXHI~ITTIJ-10 I I \ --@ I I I @ ~- ® @ ® (00\ mo• ~ QT'Z i:'IOF-I'fiS-G.Ne.IG-S ZCIJF A z.r;,o ~'!? ~~ ~I CH1.:>1'-If1Z.O'[;> ( ~~ fAL-L-OJ.Jf ZZ'-JO' ) he'\ ?1:-t: D...J6! 0!111-00? 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Dl:)f'.lit'. .:ONe.J~ 0 ® '10 90 fl"/\:~.'7~ 01 -+-=:..:....:.....,_1~eo;: ~r-GotJ&.~¥--~ '\.:1----- ~ CONSULTING ENGINEERS t--+---l------------+--+-1-----i ~ I~!,.TJ.2,!!AL ENG!NEERINIG COMPANY, INC Jl--+--+--------------f-----1f-+-----l 180 HOWARD STREET SAN FRANCISCO CALIFORNIA 94105 AlASKA POWER AUTHORITY ANCHORAGE, ALASKA RECOMMENDED NO DATE REVISIONS BY CHK APP 0 OA TE APPROVED fA /YJ~ 13'!> """i" At1PHJWt-lfll-f-li'TH Q'TZ VIOIN::> ~ TYEE LAKE HYDROELECTRIC PROJECT f'R~SSLl!<-~ SHAfT ~eal-Oei 1c 1.-QSi 1""---~-----­~--------~ f.r:-r_, --- J-~-- ECOHO EXHIBII"WL SHEET OF REV I I I I I I I I I I I \ I - I I I I_ I I @ ® - 1/t:;/r -AL-If-V'<t'-. fAII..- ('TV1f'OiV'F-"()----. SCALE 2.~~5-~-~-~0~~~ls?iiiliiiiiiiii:iiiiiiiiiiZI~40 FEET 1JOJ!,I1Al... 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T APPROVED ® ALASKA POWER AUTHORITY ANCHORAGE, ALASKA II I I I I I I I I I \ I I I I I I I I CD -~ w:-....... ~~-... ~ ~~- -17 ' ...... ~""'\ TYEE LAKE HYDROELECTRIC PROJECT 6Aie GHAFT GlE:OL.OGiiC I--OGi -~ J IECD NO EXHie>iT JX" SHEET OF I REV ( -,,@ ,--, I I I @ ® • ® II CD 71 +00 72+00 10 20 30 40 60 70 eo 90 73+00 10 20 30 40 GATE SHAFT ROOF FLOOR SPRING LINE SPRING LINE JOINT FACES ~INEATION FLOOR ~ ROOF j' ~=-----SHAFT---------..:f,-. ....I....D-IM_E_N-SION INCREASED TO I 45 D~lli!JJlEAM._~ECTION_tl..£_:3_l.~--HJ!.IKE AND...Q!f_Q£...£Q.!:ll.ION___,/.Q.!!l,!_g_Ts CD ~,!A IN~~ E A~g !~iiR BEARING --D-ARK~NDrnHo-RN-EB~~-~----L-~~----------~-------------------­ RICH QUARTZ DIORITE GNEISS 50 60 ROOF FLOOR SPRING LINE f---+---.J- SPRING LINE FLOOR ROOF 10 5 0 10 SCALE 10 FT AFTER MAPPING TO 80 90 74 +DO 10 ~MANY SHORT DISCONTINOUS JOINTS --,_ ®NO~ 25W 85-90 SW ® ~u2iPA~~CLl~-~g ~UNNEL TIGHT oJ~ z-..,,_ m1;l ., "'z N-\ ,..--TIGHT JOINTS - 20 FEET 80 JOINTS TIGHT SHORT JOINTS DRY JOINT FACES ON WALL 1/4 GROUTED SEAM SEAM DRY 3 JOINTS HEALED 1/B -1/4 FILLING GROUTED SEAM TIGHT ~ CONSUI..TlNG ENGINEERS 1-+--1-------------+-+-4---t ~ INTER~!_1!2!!AL ENGINEERING COMPANY, INC 1---1---...... --------------+-~f--1-----i 180 HOWARD STREET SAN FRANCISCO C AUFORNIA 94105 ALASKA POWER AUTHORITY ANCHORAGE, ALASKA RECOMMENDED NO DAlE REVISIONS BY CHI< APPD DATE APPROVED TYEE LAKE HYDROELECTRIC PROJECT GEOLOGIC LOG LAKE TAP TUNNEL IECO NO EXHIE31T X: SHEET OF REV @ c TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT APPENDIX C LAKE TAP REPORT CONTENTS Section 1. INGENIOR A. B. BERDAL NOTE 2. GENERAL PROCEDURES FOR LAKE TAP OPERATIONS - i - Deres ref.: l BERDAL INGEN10A A. B. BEADAL A/S International Engineering Company Inc. 180 Boward Street San Francisco California 94105 U. S. A. V4r ref.: K. Kawahata l297/BB/mn1B TYEE LAKE HYDROELECTRIC PROJECT Summary of activities concerning the lake tap Dear Mr. Kawabata. Kjerbuveien 14, 1300 Sandvika Telefon: (02) 39 20 11 Postgiro: 514 84 65 Bankgiro: 6219.05.17484 Telex: ABBAS. 72 821 R4dgivende ingenierer MRIF-MNIF Medeiere i Norconsult A.S. SANOVIKA -HARSTAD -LARVIK Sandvlka, January 4th 1984 Please find enclosed a brief report on our activites concerning the lake tap. The main conclusions in the report are that the lake tap was done success- fully and according to the plans and that no operational problems are expected with the lake tap as such during the expected lifetime of the project. Yours sincerely INGENI0R A. B. BERDAL A/ S ·JAN 1 2 SS·1. r / TY:E LAr~E Enclosure C.l-1 / --- INGENICDR A. B. BERDAL A/S Note on the planning and construction of a lake tap at !yee Lake Ingeni;r A. B. Berdal A/S was retained by International Engineering Company for consultancy service on design and site supervision of the tap at Tyee Lake in Alaska. The work on the design started in May 1980 and the successful breakthrough in the lake took place in September 1983. Based on information from the geoinvestigations performed in the project area and from 3 separate visits to the site, a recommended design, exca- vation procedure and design of the fina~ round was given. The main features of the design are shown on Drwg. iY-31-011, namely the arrangement for monitoring and replenishing a 150 NMr air cushion beneath the final round in order to avoid unacceptable shoctwaves on the temporary bulkhead. It was recommended to shoot against a temporary bulkhead instead of the gate because of the possibility of dammages to the gate caused by high pressures in case the final breakthrough was partly or not successful. From a position in the tunnel appr. 100' from the breakthrough it was re- commended to do a systematic drilling of exploratory holes and grout and seal as necessary concurrent with the excavation. The final round was designed with 2 cuts, and 2 detonators in each charged hole. Detonators and explosives tested for 72 hrs failsafe operation at the required waterpressure were recommended as was a powerfactor of 6 kg/m3, double of a normal powerfactor for tunnel excavation in the given rock. The excavation including the drilling of the final round was done in the period from April to June 1983 under supervision of representatives from Ingeni;r A. n. Berdal A/S as was the charging and blasting of the final round in september. With one exception the operation went as planned. The exception was that due to malfunction of the valves in the temporary bulkhead du~ing filling of the tunnel system, the final round was shot against the main gate. The recommendation to blast against the main gate was given to the Resident Engineer after evaluation of alternatives and possible consequences. One alternative would have been to empty the tunnel system and replace or modify the valves. This would have meant that the explosives and detona- tors would have to be subjected to water for a total of 150 -200 hrs be- fore blasting and thus increasing by an unknown factor the risk of mis- fire. In the worst case the construction of a new intake could become necessary. In the case of a successful breakthrough when blasting against the gate, the pressure build up would be negligible, 15 -20' in excess of the sta- tic head. In case of misfire the maximum pressure could increase to 2 -3 times the static head, depending of the size of the air cushion at the face. As the design safety factor of a gate usually is in the range 2 -3 and as 30% can be added to that for dynamic loads, no major failure of the gate could be expected. The worst case seemed likely to be limited damage which could be repaired while the plant was running or during a scheduled stop. C.l-2 ' . 2 INGENI0R A. B. BERDAL AIS Furthermore the final blast had been drilled out and charged exactly as planned, the air cushion could be maintained without problem and the cir- cuits chedked out good, so the chance of a misfire seemed very remote. The main gate was lowered and the system filled with water. The air com- pressors were running continously in order to increase the air cushion and thus reduce the maximum possible pressure. At the time of blasting the air volume was estimated at appr. 200 Nm3 thus reducing the maximum theoreti- cal pressure on the gate to appr. 2 times the static head in the case of a misfire. The final round was blasted and the air and gas bubble emerging at the lake surface had a "normal11 appearance indicating a clean breakthrough. Diverinspection of the tunnel opening confirmed this. The upsurge in the shaft was as anticipated i.e. it did not reach the deck at elevation 1417' in the gate shaft. No damage to the gates was noticed after the blast. No operational problems are expected with the lake tap in the future as the rock condions at the site seems very good. E2~!~!!_2~-!~!-!!~!-!!~_!2!~! The excavation was done by drill and blast using pusher leg drills and slusher for mucking. Due to the fairly long distance from the face to the dump, the slushing was not very efficient. A small overhead loader and some small waggons would probably have speeded up the process considerably. The grouting went fairly well, but some problems were encountered when grouting close to the lake. A chemical grout which expands 6 -10 times on contact with water, TACS-20 from WEBA or equivalent would probably have saved some time. In drilling of the cuts a template made of plywood was used. This template should have been made of steel plate in order to stand up to the rough use. The pneumatic diaphragm valves used in the temporary bulkhead were of the single action type. Air entrapped in the hoses probably forced the valves to partially open. The use of double-action valves would very likely have solved the problem. The planning of the lake tap works and the execution of the same as a whole worked out smothly and could well serve as a basis for planning of new jobs of this type. Sandvika, January 4th 1984 l ' ~-~. C.l-3 TYEE LAKE HYDROELECTRIC PROJECT GENERAL PROCEDURES FOR LAKE TAP OPERATIONS January 1983 Revised February 1983 LAKE TAP OPERATIONS CONTENTS Sections 1 PURPOSE 2 DESCRIPTION OF LAKE TAPPING PROCEDURES 3 GROUTING 4 COMPRESSED AIR SYSTEM 5 TEMPORARY BULKHEAD 6 TUNNEL FLOODING 7 FINAL ROUND BLASTING 8 TUNNEL UNWATERING 9 BULKHEAD REMOVAL LIST OF EXHIBITS 1 LAKE TAP CONSTRUCTION PROCEDURE 2 GROUTING SPECIFICATIONS 3 FINAL ROUND BLASTING PLAN 4 DYNO KONSULENT A·s FILE NO. 339/82 LIST OF DRAWINGS 1 POWER TUNNEL INTAKE PLAN & SECTIONS 2 POWER TUNNEL INTAKE LAKE TAP DETAILS 3 GATE SHAFT, PLAN & SECTIONS 4 GATE SHAFT SUPPORT STRUCTURES - i - Pages C.2-1 C.2-1 C.2-2 c. 2-2 C.2-3 C.2-3 C.2-4 c. 2-4 C.2-4 c. 2-5 C.2-8 c. 2-11 c. 2-12 TY-31-011 TY-31-012 TY-31-1 01 TY-31-110 LAKE TAP OPERATIONS 1. PURPOSE Purpose of this memorandum is to communicate to those concerned in executing the lake tap, the general methodology to be employed as a basis for planning and scheduling their activities. Beyond the 11 pay line11 , the work will be executed by the Contractor on a force account basis under the detailed direction of the Engineer. Actual step-by-step procedures will be based on conditions actually encountered as the work proceeds and may involve adjustments of those general proceedings to cope with such conditions. Regarding tunnelling and blasting techniques, lake tapping is essen- tially the same as other tunnelling operations and, in most cases, is fairly straightforward. Indeed, since areas selected for tapping must feature competent rock, this tunnelling may be much easier than in bad rock, fault crossings, etc. The major difference is that lake tapping requires considerable preparatory work preceding final bre~ktrough. Long exploratory boreholes driven ahead of the face, extensive grouting and rockbolting, and installation of plant and equipment shall be allowed for in the scheduling of the operation. At the time of final round blasting, the tunnel plug must be complete and the penstock installed and connected through the manifold to the spherical valve, which must be completely installed and closed. 2. DESCRIPTION OF LAKE TAPPING PROCEDURES The detailed plan of lake tapping is presented in Exhibit 1 -.. Lake tap construction procedure.11 A brief summary is included below. The lake tap is shown on Drawing No. TY-31-011. C.2 - 1 Bl95/2145R0147:1447R Lake tap construction will be carried out in two phases. Phase I will include completion of all tunnelling work (except for the final round), construction of the gate shaft and the concrete bulkhead, and installa- tion of all piping. Phase I will be completed in May 1983. Phase II will cover installation of the water level monitoring equip- ment at the final round, pressure hoses to pneumatic actuators on drain valves, testing of gates, placement of explosives in the final round, and filling the tunnel and the gate shaft with water to a level 25 feet below the water level in the lake. The completion of Phase II after detonation will include temporary installation of the coarse trashrack, lowering of the stoplog gate, draining the tunnel downstream of the stoplog gate, removal of the con- crete bulkhead, and the lake drawdown for permanent installation of the coarse trashrack as well as installation of drains and rockbolts above the intake. Phase II will be carried out in the period August 1983 through May 1984. 3. GROUTING The detailed grouting specifications are presented in Exhibit 2. The proprietary plastic grouts specified therein may be replaced with other equivalent grouts more readily available on the market after Engineer•s approval. 4. COMPRESSED AIR SYSTEM In order to minimize the blast shock, an air cushion must be maintained at the face of the final round prior to firing. Some air will be trapped there during tunnel flooding, but because of air compressibili- ty, leakage and solubility in water, it will have to be supplemented by C.2 - 2 Bl95/2145R0147:1447R pumping. For this purpose, a 2-in-diameter pipe will be installed, as shown on the drawings and connected via the manifold to two air com- pressors of minimum capacity of 150 cfm each, located near the gate shaft. The minimum compressors• working pressure will be 90 psi. If the rock in the cushion area is excessively cracked, it will have to be sealed with shotcrete. The need for shotcreting there will be deter- mined after inspection of the rock. There will be a total of 3-2 in pipes (i.e. one each for compressed air, water level sensor wire and blasting wire. Water level in the air cushion will be remotely monitored by the water level sensors placed at elevation +1217. The water level sensors are specified on the drawing No. TY-31-012. 5. TEMPORARY BULKHEAD The temporary concrete bulkhead is shown on Drawing No. TY-31-011. A 24-in diameter manhole shall be installed in the bulkhead, with the blind flange facing downstream. This manhole will serve as a backup in case the access through the gate slot becomes impassible. Three drains are installed on the bulkhead, two of which are provided with the remotely controlled, pneumatic actuators. The third drain is controlled by cable operated from the gate house, as shown on Drawing No. TY-31-012. 6. TUNNEL FLOODING The last activity prior to final blast is the tunnel and gate shaft flooding. The contractor will install a suitable pump and water line on the lake and fill the tunnel and the gate shaft with water to the C.2 - 3 Bl95/2145R0147:1447R level 25 feet below the water level in the lake. The pump capacity must be sufficient to flood the shaft and the tunnel in a minimum of 24 hours. 7. FINAL ROUtJD BLASTING The details of the drilling the final round, as well as the selection and application of explosives in presented in Exhibit 3. During the blast all doors and windows in the gate house shall be open. Assuming successful blast and water level in the lake not higher than El. 1400.00, water level in the shaft will rise to El. + 1415.00. Prior to blast both gates will be moved to the platform at El. 1417.00. 8. TUNNEL UNWATERING After the final round is blasted and the stoplog gate is lowered, the tunnel downstream of the gate will be unwatered to enable access to the temporary bulkhead for its removal. Unwatering will be effected with the drains installed in the bulkhead for this purpose and operated remotely from the gate house with compressed air and by cable. The unwaterfng should be carried out in a mini-mum of 24 hours. 9. BULKHEAD REMOVAL After the final round is fired and lake tapping is achieved, the stop- log gate will be lowered and the drains in the bulkhead will be open so that the gate shaft and the tunnel between the shaft and the bulkhead is unwatered. A 4-in thick timber curtain will be placed on the gate to protect it from blast. The explosives will then be placed in the bulkhead. The debris resulting from the blast will be buried in the rock trap provided for that purpose downstream of the bulkhead and sealed with concrete. C.2 - 4 B195/2145R0147:1447R No. 1. 2. 3. 4. EXHIBIT 1 TYEE LAKE HYDROELECTRIC PROJECT LAKE TAP CONSTRUCTION PROCEDURE Item With tunnel face at "pay line 11 drill feeler holes from the upper tunnel face towards thelake-using percussion tools, to uncover potential problems. Feeder holes shall be in general 3 times the length of round or longer. Grout and unwater as necessary. Start excavation at the tap area upstream of the "pay linen by successively drilling feeler holes, grouting if necessary, loading and blasting and mucking. Perform concrete work in the gate shaft. 5. Complete excavation of tunnel to approximately 10 feet from the lake bottom. Position of the rock surface at the lake bottom will be ascertained by drilling breakthrough holes (2 or more) at an appropriate time. Blast rock trap Target Date* 04-15-83 04-20-83 04-20-83 05-15-83 but leave muck in place. 05-15-83 6. Excavate debris trap downstream of temporary bulkhead; construct temporary concrete bulkhead. 7. Install and test gate and stoplog. 8. Complete all mechanical and electrical work in shaft and tunnel, including compressed air pipeline, compressor, water level indicator, et cetera. 9. Complete grouting and installation of rockbolts around 05-20-83 05-20-83 05-25-83 the final round if necessary, grout as needed. 05-28-83 * Actual date may vary. Dates shown give relative timing of operations. C.2 - 5 Bl95/2145R0147:1447R Tyee Lake Hydroelectric Project Lake Tap Construction Procedure No. Item 10. Drill all holes for final round to approximately 16 inches of the rock face. 11. Muck rock trap. 12. Contractor submit plan and construction methods and details for pumping facilities for shaft filling from the lake~ compressed air supply to heading, water level monitoring, and dewatering method for approval. 13. 14. 15. 16. Contractor submit plan and construction method for temporary placement of coarse trashrack for approval. Remove all excavation equipment. Remove hoisting and all other equipment from tunnel. Load final round and extend electrical wires to top of the shaft. 17. Flood the upper tunnel upstream of the temporary bulkhead by pumping water from the lake. Have standby pumps. Pump capacity to be sufficient to fill the tunnel in no more than 48 hours. Stop when water level in the shaft reaches an elevation 25 feet below lake surface level. Maintain air pressure at the final round as needed to hold the water surface at the face of the final round at the elevation to be specified. Target Date 05-28-83 05-30-83 05-01-83 05-01-83 06-05-83 08-01-83 08-14-83 08-15-83 C.2 - 6 Bl95/2145R0147:1447R Tyee Lake Hydroelectric Project Lake Tap Construction Procedure No. Item Target Date 18. Blast final round. Inspect results of the blast by divers. 08-16-83 19. Lower coarse trashrack to cover tunnel entrance securing in place by temporary means. 20. Lower stoplog gate and dewater the space between gate and temporary concrete bulkhead by opening valves in bulkhead. 21. Install blasting barrier on downstream face of gate. 22. Blast bulkhead and move rubble into debris trap, and seal with concrete. 23. Install fine trashrack upstream of gate shaft. 24. Fill tunnel and penstock in stages, as specified. 08-16-83 08-16-83 08-18-83 08-20-83 08-21-83 08-21-83 25. Prepare drilling and rock-bolting equipment to work from raft above intake {tap) area. 10-01-83 (As weather permits) 26. Start generating power. Unit 1 Unit 2 10-21-83 12-04-83 27. As the lake surface drops, install drain holes and rock-10 _21 _8 3 to bolts in the rock face above the intake as directed. 05-20-84 {As weather permits} 28. When lake water surface reaches minimum elevation, stop flow and complete permanent installation of coarse trashrack. 05-20-84 C.2-7 Bl95/2145R0147:1447R PART 1 -GENERAL 1.1 SCOPE TYEE LAKE HYDROELECTRIC PROJECT EXHIBIT 2 PRESSURE GROUTING AT LAKE TAP A. This specification covers chemical and cement-based grouts to be used in the region of the Lake Tap, and it supplements Section 02247 of the Contract Documents. B. The Engineer will direct the placement and type of grout used. 1.2 MEASUREMENT AND PAYMENT A. Measurement for Payment will be on the force account basis for time and materials. C.2 - 8 Bl95/2145R0147:1447R PART 2 -PRODUCTS AND EXECUTION 2.1 CEMENT GROUTING A. The Contractor will be required to have on hand at the site the following equipment and materials: 1. Equipment-All equipment specified in the Contract Documents under 11 Pressure Grouting,11 Section 02247. 2. Materials -All materials specified in the Contract Documents under 11 Pressure Grouting," Section 02247, in addition to the following: a. Type I Portland Cement conforming to ASTM Cl50 -200 bags. b. Type II Portland Cement conforming to ASTM Cl50 -200 bags. c. Type III Portland Cement conforming to ASTM Cl50-200 bags. d. Bentonite Powder -50 bags. e. Calcium Chloride -500 lbs. f. Sodium Silicate -25 gallons. g. Alluminum Powder - 5 lbs. 3. Procedures -Experimentation with various mixes and grouting of short holes will be required to determine the properties of the various grouts prior to their application, all under the direction of the Engineer. C.2 - 9 Bl95/2145R0147:1447R 2.2 CHEMICAL GROUTNG A. The Contractor will be required to have on hand at the site the following equipment, materials and personnel: 1. Equipment-A complete chemical grout plant with all attachments, gauges, and tools required to mix and pump both Polyurethane and Resin grouts. The grout plant should have two separate tanks and a positive displacement pump sufficient to pump up to 10 gpm at pressures of 200 PSI. The grout plant could possibly be obtained from CHEM GROUT of La Grange Park, Illinois, or the Contractor could elect to employ a subcontractor specializing in this work who already has the equipment and personnel. An example of such a company is the GELCO Company of Salem, Oregon. 2. Materials -Two chemical grouts shall be on hand: a. CR360 and the retarder additive CR361, 500 gallons. b. AV-100 or AV-101 as the catalyst, 500 gallons. These materials are marketed by the 3M Company through Avanti International, 1275 Space Park Drive, Houston, Texas. The Contractor should be thoroughly familiar with their use and should have an Avanti representative on site during the initial experimental stage of grouting. c. 2 -10 Bl95/2145R0147:1447R PART 1 -GENERAL 1.1 SCOPE A. Convnentary TYEE LAKE HYDROELECTRIC PROJECT EXHIBIT 3 LAKE TAP PLUG BLASTING The included documents contain the specifications for the blasting of the final plug. Any deviations from these specifications shall be as approved by the Engineer. B. Contents 1. General Description 2. Drilling Pattern 3. Charging and Ignition System 4. Stemming 5. Connection of Detonators 6. Drawings a. Drilling of Final Plug -339-187-1 b. Charging of Final Plug -339-187-2 c. Wooden Dowel for Drilling Hole -339-187-3 d. Delay Pattern -339-187-4 e. Ignition System -339-187-5 C.2 -11 Bl95/2145R0147:1447R tl I I ~ I ~I I -t-- \ \ \ \ ) I t I t ( A'\. / v • loaded -I .s~r/e I .Po \ I I I I I I t/l s 5!_ -+--=-------~---- ..c--~ ....... I / ..._ I / '~ / t/t.·~~ c.--I " / / I e I I I ~-- I ~ ' \ ' ' .llY I -"&... I, ', ' l \ \ \ ~ J"O.,#' t ,:r· ' \ \ ----....... t ...... ' /+--o----t ' / I I I ' I -~~4--- --~ p--r ~- I ~ :: ..... $ t-so ~ I • ~ t" .....--,-' ,--+ ~ +--, __ • --t- A-A s~&Jtel ~o I -o-~... I I \ + -E-._6 + I ~ A-L-I--I I '---~ -~ '-' y-I I ' I I ' ~--<r -+ / .... / ... _ ........-I -(t-p ' ' / ..... ...... / 'G. _.111 / .,17' ---.-- ....... ..... ,.. ""'o..---_.. I -t- fonndr zu TYEE l.AKE PROJEt;T POWER TUNNEL-iNTA '<E () Nr O•t<> S11n Hllc tokk T•zn 312 8? i 1 20 " Trac. 1 10 Konnr DR llll N G 0 F FINAL PL ~G---li----L--1...-----1 I I CiodkJ DYr\0 KONSULENT AS OSLO I I 1 I I L I I )_ I I I [ I I I l 1/ "'' I I ' 6.0% lfG ])'/ltAI11T.E-I CARTR!..OGE £XPLO.Sti/E CIIAJ:Ge I OkG/H I I I I I r STE/'f/111'16 P/ V6 S I I I I A.t ,., ... toO A J. • fll ' 71. .. I "'T ,.., " I I 2 !111[/S"EC. ONIJ /)ELAY BL/.ST It~ CAP.S l$11/1 Pf'OTEC.T!VC. S/1£./tTf' ~·EI? /EAO W!J:ES 11'1 ALL fo.,DED /IOLES I Ao l'oLJ!(!?~.f:!n9 Fa'-~[l'lPIPtul l 0/16! 1UD!IIAL SECtiON OF FiliAL PL 06 .SC,-ILE I ~0 [£05.5 .SECTION PLV6 ._OA~£D HOi£.S,.d.3.51ff 67 APP£(1.>( Tlr'IC!i!fF.SS 01 T/f£ PL f.l() .3! ~3H FonndrlnKer Nr Dato Sen TYEE lAt<E. PROJECT Milonokl r.,. ft2 n ;' Tnc. POWER TUNNEl~~NTAKE 1 20 Konstr CHARGING OFf~ NAl PLUG Godkj D'l:\0 KONSULENT~S OSLO 339-187~ 2 *'"' "" SZ: #Wlf9#W'!UI 1'6l t?~~~tpGP \l);ti~ ,. -----~------ Dalo ?Z 12 • 82 m NO )...t >~U:J\7 AS O:H.O WOOD£N DOW£L FOR DRILL/fiG HOLE I A , 2S , ~39-187-.3 A =A l A SCALf~ f 2,5 5TATE11Cf(T Or VII'! L /1'./fJt;-Ill IfiLl 1111 I A'/ I~ 16 !lit 16 e I 16 • - I I I' ~ I 16 I I -• 18 • I I I ~ I I I I \ ' 17 17 e 17 • • 17 17 ~ 15 9 15 e "' 15 • 14 ~ 13 14 9 e 11 10 11 e 0 8 14 G 12 12 0 4~ 0 814 • 8 8 ~ 0 e10 • 14 12 9 ss 0 e6 9 12 e e 0 •7 It a 4~» 0 ~4 8 6 ~ 0 ~10 4i) 14 12 12 6e 0 •6 & ~ 9 11 10 11 ~ f» e 15 13 Q) 9 15 15 9 • 15 18 e ~ 18 18 0 18 • • CfOS.S-.SEi!ION fiNAL PLU~ J)ELAV P4T/Ee,A.! C/...51/Y(? /v'lJH8E.~S Sh'OU--1 o:.f!OJ) 0 tJNCHA Rt;E' ~ L OA!J£ D /1.5 j)E LAYS OF DELAYS 15 ~ 18 e ~-I \II II I I :1 ,! I 2 11/IL/S[COHl> .f)EJA y,$ WIT/I S_.l"'fE .DELAY /IV/18££ l/l..fL l. I L OAblJ) 1/0L £-!> L~£"' 5£N5tT/V,-, P.eo TECTILI£ .51/c~TH OvEe LEA.D vfl!.lE.S 16 Lf"lrGTI/S i ,., I, If • L £/IJ) WI££ /IUH/3Ee OF L O,c;Eb JoLES 6~ 16 e 14 I f) I I \ 14 I 16 5 • 14 8 16 ~ 18 G Fo~_ -::lrmger I Nr I Doto, s;;-1 TYEE LAr~E PROJECT t-talc,rokk Tcgn "r 10 12 EZ -;- Trac I P ~ ~t! E R T U f\! N E L -I N r A f{ E 1:20 I Konstr r DEl~ .. Y Pl\TTERN I I I Godkj I fi 1 I DYNO KONSL~T AS 0"1() 339-187._4 I I ~1 J I i I I \, :_I 1 ~(; ' I I -~ 1- J -~ t OlfHl'CTION 3 11 .scoTC.I'L o e-x ) PARAULL SEIUfS CIKCVIT PA '?ALUl (. O!rNECTION .5/0TP.f N6 CA8J.E-('l' SECT! v s •/-/t,Oitt" , ... / // /t' /.r.~IV/YECT/(1 V Wt.e£ {j 0 '1 lfH -2 7S OHHsjiDDH / \ l I ,I 'I 'I I \ BUS-'\G 11ACH/IYE-TOP~ ITt" ,5/rAFF I I I CALCVlATI~"/S RESISTA/YU PR /)£TOIYA7D~ • REGtG7AV~~ '{ S£~1£$ 67~. I 7 " £ES!STAHCE ,1:r£R PAeAt.LU. COlt/tEo. I~ -1 //3 9 .. .<! RESISTA"rC£ "'F/eiiYt; C./8Le (~ /G.:>./1) ,{!£S16TAncE "'I 1"/elltt; POII'(r 9LA6TIIY5 "'.J.Cif/lft.-C.//OOVA -6/0LT.tftiE /100 Fonndflni: r /7n. 2 /I.J 9 ..a.. 59 2 .f2 Dno S '" TYE:= lAKE PROJECT POWER TUNNEL -INTAt~E IGNITION SYSTEM Hilortokk T ean 1 ~ 12 12 l---f:..<....:..::.....:..:':..4-<ll--f Trac Konstr GodkJ DThO KONSULENT AS I OSLO 339-187-5 1/ I i I I I I I I I~ l I j I f" ' 4 TUNNe:.l.. I PIA ~OGK&OL.T5 'FT LONG U'ITENSIONI!P RESIIIo ANCHO!lE.P \ _ANI:' RESIN Ga:lUTeD {!J 5-0 0 C } lTYI',) e.:<CAVATIOt. UNe 'U I ' \ ' .............. SECTION z!lz DIA 17AAIN HOLE5 40FT DEEP ON (~Rz;;> W FT 9Y 2.0 FT 1'4Cl.INED 5° ON At. AREA ~PO FT WrDE. eeTWEE.N E.L 1~'16 0 AM7 INTAKE:. TO &e.. IN!>TAI..I-f.;> AFTeR LOJ'IeRIN6 Ttt!!- LAKE l.E'VEL.. --------- l'>'a" M&HANlCALLY ANCHOilE.P ROCK&OLT5> LENGTH AND LOCATION AS DIRUTE.P TO &E. IN~TALLI!.D AFTER LOWf.lllNGo THe I.AKI!. L.E.VE.L. DETAIL -I COA~f. "fAA'.)H~K. 'Ee PWG TY ~I OIC# TO 11e. rAID A!> LAKe. TAP EL 125000 cL t2:f4 84 PATTE~I'l ROCJ<f>Ot...TING To AL..I.. ROU~ID!> EXCEPT THe FINAL. IIOIJND YIA,-e.lt l-EVEL. <Se"~l'l:~ / ""'"' 17B!"TAit... ... PW&>. T1-~1-012. *' 4.5"-THI~ Atlor.i.IJ '~ P~1,.1<7AAI. A>Jr:> ~I>JI<&T 1"0 C:::AA....V.: 1~ TH&: l'"llli.P 120~ ~~ ~f'f"f<F----=== /77 1 s=CTION OF LA"\::" TI-P t.ND POWEQ. TUNNEL SCA -.E. /0 0 El 1441 00 E/1417 00 I I I I gl §: I GATE SHAFT~ I v zl I ~I ~I ; ~I I ~ll'l I 111 1111 I \!)t-I ~~~ n'lll I I z111 I I §~ I I II\ i !!il I --------1 I I I I"PIA ROCKeQL.T~ ~FT LONG UNTI!.'l~IONED, ~e~IN ANC~fO AND RE.~IN GIWUTE.O @ 5' 0 0 c; "FT LONG UN TeNSION EO RE.51N ANGHORE.P AND Rt:51N GROUTE.P I PIA OH 4 ~ 4 PATTI:RN eL. 12~ G<l> L I I I I I i SEE DGTAL. Z (~'"""' i I I -~;--. EL 11'15 00 I. I I ALASKA POWER AUTHORITY ANCHORAGE, ALASKA .[_ 10~0· I ill ~ • ~I I !!I S~~ s:::.__ s::-.... : _:l 0 =::s::az=.-- I 0 2 z-a--r.---z - 1/4 0 I 2 20 . 20 4 6 . I -0 3 4 "'r !!Sli.C=::SC....:.C = 3/8 . I -o TfEE LAKE HYDP:-::.....::;-RIC PROJECT POWER TU!, ·.::~-INTAKE SEC-JtJS 40 FEET 8 10 FEET WI 5 G 7 FEET k , TY-31-011 @ ® @ r I ® I ) .- 1 { 'z PIAPHIVGM VALVE SEE NOTE 1 PIPE. O~TAIL (f) 0\1 PLAN AT <t MAt\.HOLE PIPE F._ow - SECTION I_ 111-->J1 4;. 24 00 -/e, THIC.O:: MlV-11-lol.E PIPE ?E.E NOTE 4 ,I, J c_jl 2 ELEVATION I I l ? I DETAIL --::N-:-:0:-oT~T~O SCALii DETAIL ( I \ ------- "'Non J I / / ~111.1;<g l.!OVEL SEt.~ / VI: re.c. rc;~. .. /l.EAD~ MC!o<\<-i\:.C. CAR-t ~ ... STZ • c..! t..->-><.01/fD !oOI..Al.. SEI"....J~ WITH P\.._"''f!ERS STRX' l ('""~'o-.,_ lt-.C.1C:.ATO'~, "'-"'.A">Tc.ll IJ.><..C. II(:.?T3 1c Cul..;c.O FCR lAC. TO';!~ C. N!:.~ C.ATE. ...:) JSE. ) "71"..:;e:::"'--___;~l---~"' EL 1Z 17 o ~/ATER LEVEL SE~JSOR 1 I l GET.C.-..IL ( / ...._...., r ' ->C..-LC. 1'\ ql, ~ " "·-=-=_"~·~'-=-~-c::.-~·-=-=--:-.:.. ~t -C· ~~~(~~~I~T~(., ~ ... P~CI .. fR r.G COMPANY iNC '-~-~--~~~~~-~-~~-----.l.t±...J._-.·-=-±.L-___ ,~-~--";,._~~-·-:-~~_J---'-----=---1 =:i---_-_-_-_-_:....~~~~---~--~~-~----~- ALASKA POWER AUTHOniTY ANCt10'1AGE ALASKA 0) I ROCo:: f'j.T5 ... ...._.::• --l'<~uno -ft. I A ~-b & I -r;' I I __ __./ R.EFER= :._=: DQt..t.!I~~GS PDWH(. Tl.l< ---"'TAk.E-~C.fiON5 _____ TY-31·01\ NOTES I THi: '-L-.__...._ __ ~ \Al.VE 1'> A Pr-:E J~ 1,..-C. K:.T J ~T::?, k\ v:< .,E, J... ... \.:1 G. ... '"'":;. __ ,-, 2'::.7 ':!41""1 S S'-"adrJ.l", d~ q7 4 9'3 L.-,._:--_:,li( 0 1:1 Ct< A~'fKCVCC t.C...l-\.. TilE I"-vi -VI_ c I ... A 1-t w~, r--t.J:T\.1..\"'{E~ i(:f:VE'Ic'S-..:~ ~~•">.Jr ---1rr a..::? : ... 12_ 5 ~P"'"-JNG 11 ~ A ~ AI;: - -•1~ 0<. ~P.~k:_O :..!.,.. (..;.UI\L G. AND It; _ -~= AS..i: (.t '-.;:>-..N :OIE...l.-~H e.:; Z AlP SUW. .,_.._ , ;J v~_VC. V""'r..f' T >'IF~ 5~1-E>C. SI:ZZv ACW~L.,~II _ -.A'\o JFALTu~c~ k'El:L.."'f'J''.:..'MTIIC" .3 THE 1-.,_.,_ "'LVt:. IS A ~OC~\\ELL t10Rv--1:(;"1 AilS!~ 3CO 20~-__ -• &T E-5'<(" .o GL~~::J T) PE, .51-'Cii!T r:.---~ < N!Ttf FLM '-•:: : ;::_ ~< APPRnVED c:.J,AL • A FLAT ~"'~tJ,( \\d. H porP.,VtEI..L N( KDS Tr w _.-'1; ~Al<T Nu 15110 C' ,. 1-10 IW ~O.UAL -<-_::: """ ::; v. <;:E'o " TC. VAL' E. Cl E.RA.TIIIIC1 -HANK. L : ::; PIPE 1!. C.A<BO"' STEEl.. 5.11 80 4 }'IAJ.JHOl.E - T•kl( ~ C::,AS KE- NUT::.J ,... -A~SFMELY ltiC:l.UC'ES z .. C 0 ll.~" v. !:.LOrn 3::.::• SLIP Cr-. ~ A.N<.:oE, ELINr' ••Mlc,E. "'/ ,. :_ TS AriD ~-DED It:.~ "4-TO P~EvE.q 1=-ULLOlJT 5. AFTER !:. Ill TtiE cr" -" - cc~~-:::.. _-) 1-BLA.STW A'lD ThE. <~ -,_A, /1.1 OVERLAY -- ~"I L Et ~LA •!J Ill .,._ i,.c I-Ii' >o ,C.I.u .SMOOTh I .., k E -·nJ - - -c. &IJLI:HE ,_ 7 Tt<. V. I• OF -,.: Or T" TtiE P~- PETE 5t<ALL BE CLASS I •-... r t-.'~PE ~~·LL ~IJ'l T~ ---1--..::_ ...... _k,C: _"4,A~-TIE. --L.I..E• Y -vc.c. TH ' ,] -~ !.HAFT I (l I ~ ~ 6 7 FEt. T ~~~ 318 TYEl LAKE Hv -=-!..CTHIC Pf\l)JEl. T t • LU'IPE.D ,. ., c. -'D S TO C.ROS:J LEI<(,Trf "' lNl.l::O •• T:t-1 (..F POV/ER TL' ::::L-INTAKE c::-..... ILS TY-31-012 .·-~..,;r~-----~--~ ------:. I CD r ./"'I ( -r, I E/1450 5 I! I 1417 0::1 -IZ-o"Od unllmd.Jhoff FLOW ELEVATION .>C41L I • 20 0~ C.ShoH I 12"-1> /len·blohon P,pe PNELllo'IATtc. VAL.IIE Al2 HOSSS -UP To All~ COMPiii.S::~~ STORAG(! l'l.OOR {!/ 14170:1_ SECTION Sco1e -o/s -1 o• PLAN~-ROD REMOV. EL /430 0 ------------------~ ~"'"""'"" GtlrOI.IT ""'"" ' I I I I F<>~ o&Ve:tJ :s.uro:~e ., ~ r Y...' ~"'& 1.-«J< ~ o.A•~ ,, I HOIO"-~"OfJ :&TEEn. W/ ,_~ ~~ ~ y./A'7Hf'P<:'> 1'1-..., .. ~TE~ C.OICP< -~!!>47 1'10 ""'I'I'~P e4l<lll>'-,.---......1.!-iPh -- SCALE I C I"R' ( .1-a~-rr ~~.u. r ~~:.,."' ~ ~~..~ I r;r..;,._--,r--_ <-rf'f' .. G<I~>I!:T It:~·~ •CJIC :~:r~~N CD 2 3 8 j ~ .> 6 -f£ET ~ • I -0 SCALE .. 20 0 20 • l'EET ee~~~~~-----a~.a~; D 20 NOTES "' -~ ----'ShoH 1 CDnCr~"C. ""' -<>I' .he qqss 8-~ e)(cepl a£> nol~ • C) ... 2 for ICI"-_ ~/.;ttorm~ ond ml!~ce//a~ous t/e.f~tls see o... ::,; 2~1 232, ond 233 ~ For go _ = " 1 er-b~dd~d melals ~ee. /Jwg T .: ~ -to TY .3/-233 REF~RE' _; DRAWINGS TY-:H-oo "TY-:!.I-:307 TY-31-IO{; "TY-31-'301 "TY-31-Z~= "TY-37-341 "TY-.,1-~ ;._ !I:P TIIIVNE"t. P/...AN ki"~PI-B --= HOU .SF -.SITE: Pt..4N k FOUNCIA.TICW .,._ -:;: SHAFT F:~"TtNG Sr G!rOIJrt/JG OE"TAII-S ~--~"fAF7-LAO:;:t~5 J<PL.ATFOR-'15 5HEtrT 3 C>1= 3 _-.&-:;-SJ.I4FT-GJIT£ J.IOUSe EI...ECTRIGAI... =N -£ SJ.IA.FT LAOOe:~s k PLATFO~;.t.S SIAI!F..T I OF~ TYL:E LAKE HYDR,:'l:..£:TRIC PROJECT TY-31-J()J ALASKA POWER AUTHORITY ANCHORAGE, ALASKA GATE S-AFf PLANS 8 ::=.::TIQNS @ ® J I I I ,I I 3 , ~r I -r,.L/ rJ II I I I I r--- c.::CTION _. ___________________ _ I SCALE 4-2 9 • €xfenf_ of smooth blajtn.:J -~ SCALE ,-I 6 1 r I? ~ ~-~ I 1/2 I -0 I f' ? ~ 4 <; ~~-'--~~~ ~ 8 • I 0 <..HES -ET I) I! r!! t r !!l!lfJr r! !!' • ,, LEGE'D = -_.; S'oge Concrete ~ & end .Stage Concrete RErE::-: 'CE DRAWINGS TY-3 !-~.-. Tunnel P 1on ond P oFt'.. TY... --~-Cnt~S~7fr f4oo~ onoO:ocft-:>ns TY-_,_, -____ -Gate :or,ft floc:" I _t•mJ. ",d G,cui'1.J TY-.:,; _-----c,r-.. :;J<>-:>crt srr ..IC vn: '?e nl"c;..-r:rn<>., t c;hec:f I o; 2. TY .3 -r err s__.pp0rr s+rucrvrl!' TY-3 F!. ri"JrC~'Y'err S'1~~r '2 o&-2. tmt>_doeJ c ... o_;; and Y.$fa/Work ~h:-t;of 2. TY .3, _ _ _ _ _ t:nl::edded Gutdes ano "felo! WorX. Shee.f 2 of 2. No-r: c'"' -..-., re 0 noll be Closs e ~/"1- @ @ ,, '-- .. '.,-.,--~- l • 4 - DYNO KONSULENT AS TYEE LAKE HYDROELECTRIC PROJECT POWER TUNNEL BREAK THROUGH OF FINAL PLUG PLUG BLASTING • File no. 339/82 Drawing no. 339-187-1, 2, 3, 4 and 5 Oslo, 28.12.1982 C.2-12 TYEE LAKE HYDROELECTRIC PROJECT POWER TUNNEL -INTAKE DYNO KONSULENT AS Datterselskap av Dyno lndustrier A.S BREAK THROUGH OF FINAL PLUG PLUG BLASTING 1. GENERAL DESCRIPTION Basic documents for planing of the plug blasting: 1. Ingenier A.B. Berdal A/S' letter of Nov. 19, 1982. 2. Drawing " Ty -31-002 Ty -31-011 2. DRILLING PATTERN Referring to drawing 339-187-1. The drilling pattern is rested on use of parallel holes with 2 separate parallel hole cuts on the symetric line through the centre of the tunnel face. In each of the parallel hole cuts there are 4 uncharged 0 76 mm large·holes, the rest is 0·35 mm holes. Cross-section of plug Water pressure Number of boreholes """' 8 m2 -50 m 67 0 35 mm loaded 8 0 76 mm uncharged The plug thickness is assumed to be between 3,1 -4,3 m, i.e. an average length of the boreholes of about 3,3 m. The boreholes have to be drilled minus 0,4 m less than break through of the plug. 3. CHARING AND IGNITION SYSTEM 3.1. Referring to drawing 336-187-2, 3, 4 and 5. The explosives must stand a water pressure of at least so m for 3 days (72 hours) without loosing quality. It will be taken for granted that the explosives will be tested to stand the mensioned waterpressure and time. The boreholes are loaded with 25 x 200 mm cartridges, containing 60 ~ NG explosive. The charge consentration is calculated to 1 kg per m borehole. By ordering there will be asked for specification with requirement to water depth of 50 m in 3 days and testing before delivering. C.2-13 -- 3.2. In all loaded holes it will be used 2 millisecond delay detonators with the same delay number and the normal sensitivity. One detonator is placed in the bottom of the hole, the other in the middle of the outer part of the hole. It is required that the detonators shall have protective sheaths over the lead wires {reinforced type). The wirelength shall be 4 m. By ordering, specification must be given for this special detonators with garanty for 50 m waterdepth in 3 days. C.2-14 ;!; .. i· '' f * ~: ~~·· I I !Delay no -I I I I I I , I I I I I I .. I ,. 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 3.3. I f Interval I msec I 25 100 150 175 200 225 250 275 300 325 350 400 425 450 475 3 DYNO KONSULENT AS Oatterselskap av Oyno lndustrier A.S TABLE -DElAY DETONATORS -CHARGES I I No of holes 1 pr interval 1 I 2 4 4 1 4 2 2 4 6 2 8 8 B 5 7 67 No o:f short delay detonators pr interval 4 B 8 2 8 4 4 8 12 4 16 16 16 10 14 134 c===============-=== I Lo d. I 1 a 1ng 1 1 concentration 1 I kg/m o:f I 1 borehole 1 1,0 It tt " II " " .. " II It " .. .. " Loading length in m pr interval 5,8 11,6 11,2 2,9 11,6 5,8 5,8 11,8 5,8 22,4 23,2 17,0 16,8 I w . I 1 e1ght o:f 1 1 Explosives 1 1 25 x 200 mm 1 1 kg/interval! 5,8 11,6 2,9 5,8 5,8 11,8 17,4 5,8 23,2 22,4 23,2 17,0 16,8 189,3 ========== Total quantity of rock: 1,62 ·n·3,7 • 29,7m' ): 30m' Total explosives required: Powder factor 190/30 • 190 kg 6,35 kg/m' ··=·-======··= C.2-15 t•- "' . 4. 4 DYNO KONSULENT AS Datterselskap av Dyno lndustrier A.S STEMMING The unloaded part of the hole (40 em) must be stemmed with expanded polystyrene plugs. To keep both the charge and the stemming in the borehole, it will be used a wooden dowel with a precut opening for the detonator wires (4 wires with protective sheaths). Referring to drawing 339-187-3. 5. CONNECTION OF DETONATORS Referring to drawing 339-187-5. The number of the loaded holes are 67, i.e. a total of 134 detonators. Understanding the use of blasting machine CI 100 VA voltage 1100, the round shall be split in two circuites, with the bottom detonators in one circuit and the deto- nators in the outer part of the holes in the other circuit. On drawing 339-187-5 the connection system with wire- dimentions and requirement to resistance and isolation is sketched. The resistance in the two circuits must be as equal as possible. It can be allowed with a diffe- rance in the resistance of about + 5%. To have the same resistance in both circuits, the deto- nators must have the same wirelength, i.e. the detonators must be used with the original wirelength (4 m). Connection and isolation must be done with 11 3M Scotch- lock UR Connector". Slice and isolation of connected -wires (connecting lead wire and shotfiring cable) must be done carefully and with min. 2 m between the connection points. The wire joints must be watertight isolated in the airpocket in the tunnel. Oslo, 28.12.1982 per DYNO KONSULENT A.S Jti~ liktt .. ~ fohn /J ~hansen C.2-16 D TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT APPENDIX D TURBINE AND OTHER MECHANICAL DATA CONTENTS Section Page 1. STRESS COMPUTATION OF THE RUNNER D. 1-1 2. TURBINE SHAFT: STRESS CALCULATION AND CRITICAL SPEED D.2-1 3. CALCULATION OF SHELL THICKNESS, SPIRAL DISTRIBUTOR D. 3-1 4. MODIFICATIONS IN TURBINE DESIGN D.4-1 5. CHANGES TO THE TURBINE GOVERNING SYSTEM D.5-1 6. CHANGES TO THE SPHERICAL VALVES D. 5-1 7. CHANGES TO THE C. M. BAILEY ENERGY ABSORBER 0.7-3 8. TOTAL CHANGE IN COST D.7-3 9. TURBINE NAMEPLATE RATINGS D.7-3 - i - ' 1. Suaa;;r AUSn POVD A'O'f;BOlift .dCIIOUCI , J.WU IIIII ft'D LID lllDROILICftl.C--.J_'IHl __ ... -..Fl~:-·IC'I-._'1---------1 __! r·:\ ....... i..-iJ \1~:.1-.J""' v ... ·.,·. - ~ Q PROCEED AS CuRi\Ei:ltD : Q REVISE AND RE.SUBt.i!T :::EJE.CiED . _ ~· 1r,.0 -~ for contor..,•"•e wit'l the ~!'~l~n ennr.en~ of the P:Oiect anj "' -" " ~ ·t~ 1 f)r r;··~., t• ...... ,,1*nltiCn ct pror;._ ·! r;-.~ fer-~ t:.>·,:-: t~ rc -~~ · "·:• · 3: 1 -. ·. $'· "' • " ~ ..... ,. 1 r·l-"'-·'"' ·r t1··..,: -·~ .. t'·e •psncnca'i,r :v "f ·"''! ,:-2li not tn ?'. · ,. · , • ' · · .. . ~· ·, •.~" rr.·c: •~cr: a' tte C'rrtract Do~t.;;r,: .. s . . • • ..-h ~-~~· f:r t.:l' com~~r~r--_c ·.• .. • 1 >tGiNE[R;in .. ,_.J :.h~h' • I~:(~ ·,·-~·::._.: _:NJ~. -------------~ D .... ,o_. ~ .... . - !'he atreaeee at aaTaral poi.J:I.te ot tho bucket clue to the jet &D4 oa:tritupl torcH an caloulatecl, Static atreaeaa u nll u tatip.e atreeaee an rithi.J:I. allowable liaita, laraar ••· 0'171 1170) ~JE~mw~ID .., OCT 14 1581 WATER RESOURCES DiVISWtJ !hill ooaputation ooaprieH { 23 papa 1 cliag.r:aa 2 clrawiDca 0.1-1 a.u -Bacher VJB• Content 1. Summary I Content 2. Introduction 3. Nomenclature 4. Forces Acting on the Runner 4.1 Forces Caused by the Jets 4.2 Centrifugal Forces 5. Geometry of the Runner 6. Method of Calculation 1. Stress Concentration B. Valuation of Stresses 8.1 Quasi-Static Stresses 8.2 Fatigue Stresses 9. Conclusions 10. Literature 11. Appendices D.l-2 - 2 - 1 I 2 3 . 4 - 5 6 6 - 7 8 - 9 10 10 -12 13 -16 16 16 -17 18 -22 23 23 23 0 1 171 1 170 - Bell -Iacher VJWe -3 -0 1171 1 1'70 2. Introduction J.ooordi.Jl.c to 'the ooatn.ot 'the •tr••• oaloulat:l.oa ot the Z'Wm.lr ehal1 'be 111t.:l. tte4 to IBCO. Therefore the calculation which normally performes for each runner is shown on the following pages. Characteristic data of the machines number of turbines number of mozzles number of buckets runner diameter rated speed max. runaway speed rated output max. output max. static head max. net head n nRdyn.max. p Pmax. Hstat.max. Hn max. 2 ' 22 = 1,10 m =. '720 rpm .... 1'50 rpm = 12,49 MW .-1,,4 MW ~2,15 m =.419,1 m The runner material is G-X 5 CrNi 13 4 (DIN material no. 1. 4313) ultimate tensile strength 780 to 930 Ntmm2 minimum specified yield stress 590 Ntmm2 breaking elongation 15% 0.1-3 leU-Iacher 1f7u 3. Nomenclature sign A As a unit m m mm d mm d 0 m FF N FR N Fs N Fsh N Fz N g m/s2 Hn m Hn max. m Hstat.max. m J m4 Ktb 1 m MF m kg Nm Nm -.. - 0.1.4 0 1 171 1 170 meaning area or cross section or bucket area or cross section or jet distance or extrem fiber from center or gravity or the cross section or the bucket runner pitch diameter larger width or a stepped bar (see fig~ 3 and 4) smaller width or a stepped bar (see fig. 3 and 4) jet diameter centrifugal force resultant force jet force on bucket shear force component or FR tension force component or FR acceleration due to gravity net head maximum net head maximum static head axial moment or inertia or bucket cross'section stress concentration factor for bending stress conc~ntration factor for tension distance or center or gravity or bucket cross section from line or application or force mass or bucket portion bending moment due to centrifugal force bending _moment due to resultant force Bell-Iacher v,... sign unit n rpm nRdyn.max. rpm p MW Pmax. MW r mm v C?Jnom <5o du CSz OJ m/s m/s m3 kg/m3 N/mm2 N/mm2 N/mm2 N/mm2 N/mm 2 N/mm2 N/mm2 N/mm2 1/s - 5 - 01171 1 170 meaning rated speed maximum runaway speed during shut down rated output maximum output minimum notch radius radius of mass center of bucket portion mass center of bucket portion center or gravity or cross section or bucket peripheral velocity of runner on diameter D1 velocity or the water jet moment or resistance or bucket cross section number of buckets safety factor mass density (1000 kg/m3 for water) alternatig stress bending stress ·mean stress maximum stress (stress concentration included) nominal stress (stress concentration excluded) maximum stress limit minimum stress limit tensio~ stress angular velocity of runner The indices I. II. III refer to the three considered bucket cross sections (see d~awing no. D 890'895) D.l-5 Bell -Iacher VJa• - 6 - 4. 4.1 Forces Acting on the Runner Forces Caused bl the Jets Direction: tangentially to 01 Amount: method or calculation see ~ -2 A~ 5' (vs -v J 2. I where As= J[ d2 If 0 V1 = -r/2t]Hn' v -=-1f D1 l2_ 60 0.1-6 0'171'170 [:s] Bell -Baoher VJB• -1 -0'171'170 Jet Forces n p Hn do As vs " Fs rpm MW m m m~ m/s m/s N 1 machine 720 13,4 419,1 0,0936 -0,00688 90,7 ~i_._s_ _moo !operating ~'50 o· iTT.7 2400 ~ machines 720 12,99 410,1 0,0936 0,00688 89,7 ~1...5. .3_2000 pperating 1325 0 76,89 2300 table 1 0.1-7 Bell -Bache~: v,.aa - 8 - 0'171'170 4.2 Centrifugal Forces Direction: radial through the mass center or the bucket portion outside the considered section Amount: where w = 21rn 60 The centrifugal forces stressing the considered sections are listed in the table 2 0.1-8 leU -Iacher VJaa - 9 - 0'171'170 Centrifugal Forces n w Rss m Fp section rpm 1/s m kg N 720 75,4 41000 I 0,5965 12 1350 141,4 143200 720 75,4 51400 II 0,5650 16 1350 141,4 181000 III 720 75,4 0,5385 22 67400 1350 141,4 i ·237000 ! table 2 0.1-9 leU -Iacher Vn• -10 -0 1 171 1 170 5. Geometry of the.Runner The geometry of· ·the runner and the bucke·t.s is shown on drawing no. Bll 890'896 6. Method of Calculation Three sections are considered for stress calculation. First the mass m and the mass center S (on radius Rss> of the bucket part outside the considered sec~ion are calculated. Then the ~rea A, the axial moment of .inertia J. and the moments of resistance W of the considered cross section (see fig. 1) are determined. J \J--a. fig. 1 Now a resultant force FR may be determined graphically. This force Fft.,acting in the intersection of a radius through the mass center Ss of the considered bucket part and the center line or. the jet, is replaced by the same force Fft, acting in the center of gravity Ss of the considered section and a dislocation torque MR = lFR. Finally the resultant force FR may be devided into a tens1on compqnent Fz vertical and a shear cpmponent Fsh parallel to the considered section. The results of the strees resultants computation are listed in table 3. Since the jet forces for the first load case (only one machine operating with Pma = 13,4 MW) are higher than those of the second, only this first load case is further considered. D.l-10 ...... I ...... ...... section I II III n Fs rpm N 720 33309 1350 2400 720 33300 1350 2400 720 33300 - 1350' 2400 Stress Resultants Fp FR Fz N N N 41000 43000 29600 143200 142400 142400 51400 50800 40000 181000 180200 180200 67400 64200 56000 237000 236200 236200 table 3 Fsh 1 MR N m Nm :,1300 0,028 1200 2300 o,ooe 1140 31300 0,053 2690 2300 -0,001 -180 31300 0,057 3660 2300 -0,008 -1890 I' ~ I • 0 &:I" • tj 'i •• 0 -~ ... -· ~ 0 Bell • Bacher .v,..a -12 -0 1 171 1 170 Nominal stresses may now be calculated with the aid of N -C1z + r:J.b Vnorn where and Considering stress concentration the maximum stresses may be determined Shear stresses due to Fsh are neglected. D.l-12 Bell -lecher VJWe -13 -0 1 171'170 1. Stress Concentration The stress concentration factors to deter~ne maximum stress in the bucket root are concluded from [4J • 3~2 =1t,3t' L_ Ph~ ~ ! ~ ... I I ~ ~ ~ \ I ~ ~ c.n I '-J a\ . I \t -- \ ' \ dtSC \ fig. 2 Stepped flat bars with shoulder fillets are used as model. With the geometrical data of fig. 2 we obtain from fig. 3. 0.1-13 Bell -Bacher V711a 3. 2. 2. I • 0.10 -14- FIG. ' r/tl 0.15 D.l-14 0 1 171'170 0.20 0.15 0.)0 Bell -Eacher Vyas -15-0'171 1 170 FIG. 4 0.1-15 Bell -leoher VJW• -16 -0 1 171'170 and from fig. 4 k th = 1,4 Fig. } and fig. 4 are copies out or [4]. The stress concentration factors are consideredtobe equai for sections· I, .II and III and throughout all the section areas. 8. Valuation of Stresses 8.1 Quasi-static stresses The first criterion for the estimation or sufficient resistance or the runner is the saret·y factor or a statically calculat.ed maximum stress under most sever working conditions as ratio or the yield stress or the applied material. The results or the stress computation are listed in table 4. (AIII =1,,7zl0-2 a2 , JIII = s,155z10-' a 4 0.1-16 0 . .... I .... ....... Locus bucket edge center splitter reinforcement rib a m 0,051 0,061 -o,048 Static Stresses in Section III 'vJ n CSz I~ ku (jb m3 r-pm N/mrn 2 N/mm 2 N/mm2 ·1,599.10-4 720 4 6 23 1350 17 27 -12 -4 720 4 6 27 1,337.10 1350 17 27 -14 -4 -1,699.10 720 4 6 -22 1350 17 27 11 table Jt ~l<tb ()'nom efmax N/mm 2 N/mm 2 N/mm 2 - 32 27 38 -17 5 10 38 31 44 -20 3 7 -31 -18 -25 15 28 42 :V=~ - 15,5 59,0 13,4 84,2 23.6 14,·0 r ::: I • 0 r H l/ • 0 .. ~ -!4 0 -18 - 8.2 Fatigue Stresses Fig. 5 shows schematically the time extension characteristic at the root or a Pelton bucket fitted to a 6 jet turbine •. This surging load must be borne by the material during the calculated life of the runner • PiC~ 9 ahon 4iagraa Of load Q7Clee u a ttmotioa. at aeu. u4 al tezo:a1.Jac atn••• It there 18 ao or oal:r iDauffioieDt iDtorutiOD &ftilable OD the Uterial to be WIH \7 the fouzulr7, (1), the 4eaiper 18 1D. ane ouea c•pelle4 to e&ZrJ' out hie · OWD •terial teat. (2). · StrM Iucht No 1 luctact He 1 ------....... .... . ·• y, Rew!ttvtteft fig. 5 Variations in the extension measured on the bucket or a 6 nozzle Pelton turbine. 1 jet impi.nges on the bucket under observation 2 the jet leaves the bucket 3 the next jet impinges on the bucket. The .buckets or the 'f'J'ee lake runner rotating with a rated speed or n =720 rpm are subjected to 21 2'71 x 109 load. cycles per year • .locordiD.c to tt.c. 9 aZI4 lcnrer atnaeea 18 ezpecte4 hich lite of nmLer. · Fig. 6 shows a modified Goodman diagram or the runner cast steel under corrosive conditions. D.l-18 Jell -.. cher VJ-• -19 -0'171 1 170 12 ., ·u GJ -.. ~ ~ {%...-) 60 •• c ort ~ as c JOG ~ GJ ~ r-t t:r ~ as ... mean stress fig. 6 Modified Goodman diagram of G-X 5 CrNi 13 4 It is our practice to design Pelton runners in such a manner that the lower curve in fig. 6 is never exceeded during normal operation or the turbine. The dynamic variation of stresses is schematicly plotted in fig. 7. 0~--~------------------------------~-- fig. 7 Dynamic Stress Variation D.l-19 fime Bell -Iacher VJS• -20 -0 1171'170 While the minimum stress centrifugal forces, the by the stress resultants forces (see table 3). limitC1u is produced only by the maximum stress limit (?J 0 is caused or both, the centrifugal and the jet The mean stress is defined as and the alternating stress is given by -rfo -C1~ 2 The results or the fatigue stress calculation are listed in table 5. All stresses therein are due to normal operation with n = 120: rpm. The stress resultants are taken from table 3. As in chapter 8.1 the same stress definitions (see chapter6) are used here too. The highest fatigue stress level occurs as expected in section III on the center splitter and reaches (23,5+21,~ N/mm 2 • These stresses are also marked on fig. 8 - D.l-20 Fatigueo Streosses Due to Normal Opeoration ( n = 720rpm ) se-ction 1 II III A m2 1,13 ' 102 1.27. 10" 138· Jjz I J m4 1,128' '/J5 1050. '/J5 8,15S·ff 1---I - bucket edge a m 0,0721 0,0659 O,t614 w m3 15645 ·ld' \5933 ·til" 1,5866·10' • center splitter a m 0,0903 0,0844 0,0613 w m3 1,2492 ·10 4 1,2441 ·10" \3303 ·10"' reinforcement rib a m -0,0547 -0,0526 -0,0480 w ml -2,0622. 'D"' -1,9%2 . 'I)"' -116990 ' '1>"4 FF N 41000 511,(1() 67400 l m ·O,OJJ -0,001 -o,cm MF Nm 330 -51 -540 Bz N/mm2 4 4 5 Gz ktz N/mm2 6 6 8 Ch N/mm2 .2 0 -3 Gb ktb N/mm2 3 0 -4 bucket edge N/mm2 0 nom 6 4 2 6ma11:Gu N/mm2 9 6 4 Gt> N/mm2 3 0 -4 center splitter Gb ktb N/mm2 4 0 ·6 Clnom N/mm2 7 4 1 6max :Ciu N/mm2 10 6 2 Gt> N/mm2 ·2 0 3 rPi .... ,t rih Gb ktb N/mm2 -3 0 4 Gnom I N/mm 2 2 4 8 Om~;u .Gu N/mm2 3 6 12 Fz N 29600 401XX) I 56000 MR Nm 1200 2690 3660 (5z N/mm2 3 3 4 Oz ktz N/mm2 5 5 6 C5b N/mm2 8· 17 23 bucket edge Gt> ktb N/mm2 11 24 32 N/mm 2 Gnom 11 20 27 Omcu:Go N/mm2 16 29 38 Gt> N/mm2 10 22 28 center splitter 6b ktb N/mm 2 14 31 39 I 6r.;:;m N/mml 13 25 32 - Gmc:u::6o N/mm2 19 36 45 Gt> N/mm2 -6 -13 -22 reinforcement rib Gb ktb N/mm2 -8 -18 -31 Gnnm N/mm2 -3 -10 -n Gmax:Go N/mm2 -3 -13 -21 bucket edge 6m N/mm2 12,5 17,5 21 Ga N/mm2 t 3,5 :!:11,5 :!:17 center splitter Gm N/mm2 11.,5 21 23,5 Ga N/mm2 :!:~ :!:15 :!:21,5 I reinforcement rib Gm N/mm2 0 • 3,5 • 4,5 Ga N/mm2 :t3 :t9,5 :!:16,5 .::::;. c c 11':: 0 - Q.l :;, "'C -:§ Ill Ill Qj ~ -Ill E :;, E ·c: E a: LL. 0 - Qj ::I 'Q -E - Ill Ill ~ -Ill E :;, c ")( 0 E 0.1-21 II> .. 0 E 0 . ..... I N N Bell -lecher v,.. -2:5 -"0 1 171'170 9. Conclusions The minimum statically calculated sarety factor against yielding is 1,,4. The maximum ratigue stresses during normal operation occur in section III and reach (2J,I'f!~~N/mm2. Both are well within the allowable limits. 10. Literature (1) O.Buzbaua UDd B.O.te~:~uafallaichere Beaeaaung TOn Laufridern fUr Vaaaerkraftll&achiaea aua roa tfrein Stahlguaa uater BerUckaichtigag YOn Xorroaion UJ:ld O.tugesuatand.. LV-Bericht lr. '467 TOD .22.7.1980 [2] Barp B.; Keller A.; Some Results or Fatigue Tests Miller· H.; on ~teel Containing 1:5J Chromium,Symposium IAHR 197q, Vienna [:5] J.P. den Hartog; Mechanics Me Graw-Hill Book Company 19q8 r,-r_:· R • E • L.. Peterson; 11. Appendices -drflwing no. BJl 890 1 895 ----------------- Stress Concentration Factors John Wiley·& Sons. 1974 Graphic Method to Determine Stress Resultants and Stresses in Bucket -drawing ~~~-~~~~~~----- !7e• Lake Pelton Runner -Pic. 9 dre:riDC ao. 5'86:5'960 0.1-23 c ...... I N .p. -----·· 1:- hl•/.lt .... . ..... ,. .. . $ltllt. ·~-. ,.. .... ,.~. :=:t;;: • ••I'll . .., ..•... ., ,, .. ~ .. ALASKA POWER AUTHORITY ANCHORAGE, ALASKA ~--- TYEE LAKE ltYOfiOIEI.ECTR PROJECT FERC PROJECT NO. 3015 DttniM!JoO of StJm !JS!I!tqnts '' 250 200 cot E i 150 c . ..... ~ 19. "' 100 -. -·--. - ---- 50 Tyee Loke 23,5 50 I I I I I I ·I -·-----·-. ----~LC II -------·~. - - - - - - - - -IOIOLC --. .-------1 I I I I I 100 150 100 R•O Fig 9 LC-Load c:rcl•• Ha19h-D1ac:~r..,. Stahl ll-4 -Steel 13Cr 4111 EWZ + LBF 1n Le1tunqswasser-p1pe •t.•r Pu ., 1110' z.::r .. s an 960 22.12.1980 .250 300 CONSULTING ENGINEERS INTERNATIONAL ENGINEERING COMPANY, INC. A IIORRIION-I:NUDIEN COIIIIMH'I' HE~ OFFICE 110 HCI'toii<RO S'TREET IAN FRANCISCO. CALIFOANIA .. 10!.'\JSA TELEX (WUI) 677058. (m).-FOOIID. (RCA) 271312. (WUD) 311376 PHONE. 1•111 "2·7300 Bell Engineer1n g Works, Ltd. CH-6010 Kriens/Lucern Swftzerland Attention: HK/Mr. J. Vrbs~ Subject: Gentlemen: Tyee Lake Hydroelectric Project Turbine Shaft Stress Calculations I.E.S.L.-005 2145-210 · 18 May 1982 We have reviewed your submittal •turbine Shaft: Stress calculations and critical speed", dated May 4, 1982. We find the shaft stresses acceptable but we request certain corrections and clarifications to the calculations as follows: 1. Please add a sketch or diagram giving the locations of the bearings and loads with dimensions. These.are not dimensioned on the computer graphics. 2 •. On page 3 please make the following minor corrections so that the text will be intelligle in the American English: a) Change •runner dia.• to •runner pitch diameter•. b) Change unumber of washing (?) nozzles• to •number of working nozzles•i if this is your meaning. c) Change •Max. end load force of 3 nozzles• to •max. side load force of 3 nozzles at runneru and change •f•• to •2F1" since the side load is twice the force per jet and you use "F1• for the force per single jet in the calculations. d) Please spell •Meidensha" correctly. 3. On page 5 there appears to be an error in the calculation of 11 Mt.• We get 3 x 54 kN x l.lmV2 • 89.1 kN. Please review this and correct it if necessary, as well as the stress values which depend on it. 4. On paae 6 you have defined Mt as •3F1 x 0112·· We believe this should read 6F1 X D1/2" • . 5. On page 6, Sigma vn at sections 3, 4 ~nd 5 should be 43.6 N/111n2. 0.2-1 IIIITERNAnoNAL ENGINEERING COMPANY. INC. , .... __ Bell Engineering Works, Ltd. 18 May 1982 . 2145-210 Page 2 6. On page 6 (and page 5) you have apparently based the stress concen- tration factors on a 330mm shaft diameter blended into a flange with 1 10mm. radius at section 5. This does not represent the shaft design at this point which actually has two radii, 100mm and 10mm. We believe you will find a lower stress concentration factor should apply. Please review and revise the calculations as necessary. 7. The first critical speed of 1,737 RPM (shown on page 9) is acceptable. although it does not provide the specified 35% margin above runaway. We note that Meidensha has revised the distance from the generator rotor to the upper guide bearing from 2.03&n. to 1.900m. in their submittal of the generator cross-section just received here. Since this will only raise the critical speed, we see no reason for correcting your calculations and you 111y proceed with the shaft as designed with a 13 11 diameter. 8. On page 11, Section 8-2), the safety factor of 3.9 is apparently in error, since the calculations on page 6 show 3.2. On the other hand new calcu- lations according to paragraph 6 above, will change the factor 3.2. Please review and correct this value. 9. ·on page 11, please revise the last paragraph of Section 8, which ·should be rewritten into understandable English. We believe you mean to say •raking into consideration the more than sufficient stiffness (small deflections and low stresses), the turbine shaft is considered safe against runaway speed." If this is your meaning, please revise the text accordingly. If not, please rephrase this sentence. Very truly yours, 1// I I C'.Qult/t'afL ..£. R. Ruff Project Manager DCS/KK/tmh 0.2-2 .\ - DSP JBE RP lOll ESCHER WYSS DIVISION 8 ~,.._., QMOtO KtleniiL.uOeml 8wltnrtand Telephone IM1· • Ill • Telu 111117 bell ct1 CUIII Bell ICrlena ESCHER WYSS HYDRAUUCS Your Nl. DCS/Kl</tmr OurNI. H-Si/bo BELL ENGINEERING WORKS LTD. KRIENS/SWITZERLAND Inj:.ernational ~gineering Company, INC. Attn. Mr. R. Ruff Project Manager Tyee Lake Hy~ Headquarters Office 180 Howard Street San Francisco I California 94105/USA Kriens, June 1st, 1982 MKF' TYEE LAKE HYDROELECTRIC PROJECT · llLP TURBINE SHAFT STRESS CALCULATIONS ~-=~~ In reply to your May 18, 1982 letter our comments are as follows: 1. On the page 7 and 8 is the computer graphics dimensioned hr~7-~ and to each side is added a sketch of turbine shaft. The length of the shaft is on each computer graphic with locations of the bearings and a scale in "mm". On the first graphic are vertical shears, the scale is in •xp" on the left margin1 defining loads. On the second graphic is bending moment with the scale in "kpcm" on the left margin. On the third gra- phic is deflection with the scale in •mm•. 2. Agreed 3. On page 5 we took by mistake the force F • 61,5 kN. As we are on the safe side we do not deem it necessary to correct it. 4. Agreed 5. Agreed 6. On page 6 (and page 5) ·we iook from both radius the smaller one and the stress concentration factor is therefore greater, as you stated too. Recalculation is not necessary. 7. No comment 8. Agreed 9. Agreed .. 0.2-3 -Bell - 2 - "' ~· Enclosed please accept the Corrected pages, as mentioned above • .., .. Yo.urs faithfully, ~ BELL ENGINEERING WORKS LTD. Enclosures: 3 corrected pages, 4-folds • B/D .- ALASKA POWER AUTHORITY Bell ANCHORAGE, ALASKA TYEE LAKE HYDROELECTRIC PROJECT MAY 1 2 1982 Turbine shaft: stress calculation and critical speed Summary: The calculated stresses are in cross sections with maximum of bending moment, or maximum of stress con- centration. Two manner of loading were calculated: 1)3 nozzle in operation side by side with corresponding torsional load. 2)6 nozzle in operation with dynamic and static loadings and the torsional stress at maximum turbine output. Also was calculated the first and second critical speed. All calculated stresses also with trations are within allowable limits. stress concen- The first critical speed (1737 min-1 ) is 29% above the maximum runaway speed. forder No. 0'171'1701 This calculation comprises 0.2-5 page computer graphics Made~~ Kriens, {~a~1. 1982 -··---------------.-·-·-------------- SULZER-ESCHER WYSS -BEU stress catulation -turhine-shaft -.rnozzle t'n operation Cross section . ---: (!) ! 0 : 0 (J) , ® Symho!J ----- . ---T--+---+ . ---l -~ ---! (}Hf JlS_ ~-~i=ifi1~ __ c!._J . . ___________ _J_ mm 330 s3o_ _____ 3~!?_ J ~.sq__ ~ 3:$0 D · l mm 596 550 1 550 . 3'10 ; 620 ~~J---=-. -----=:-~-+-~ ~.~---.-:~ -::s -[;o----/;5-- (){KB -----i--~-'(80 {,90 2,05 I (SO 2,6q_ ocxr : , 1 · '/,'1-0 (, '15 i~~-~-l,tJ'J l. 1,95 __ P' 1(8 : l , '(6'5 {, '12 {,85 l {,fiJ : 2,30 ---+ --·-····-·· ·----+---· -+·---+-----+----+----+-...;..__---i t ~1-~ ... _____ __ ---~ . q 1 Q? q1 41 a 1 b2 , 1 Q8'1 qa1 qa; o,a1 . o,e1 ~---·---~ ..... --.·~--· A I 1-dZj'l-mm2 85'529 85'529 85'529 l 85'529 85'529 __ !s ~---·-1·d1/32 __ I "!"'1 1 ~628·/0 6 ~528·10 6 ~528·.f0 11 .i,52/J-m 11 ~528·I0 6 ,_-~r _ i ____ _!'_ rP/ fG ±= 1 ?,OS6 ·10 1 j1,0SH0 1 ?,OSHJI '1;05{-(0 1 ~050·10' t-Ga~;t. I h-t · h; · t5 sw ~mm 1 155,3 155,3 155,3 155,3 155,3 IX ~:.i~ u~-~6_s_(6~.,;~~__:_= I -~ ---(11 11!__t _ _511 t (17 l ('!? ~~:~-. : 3. t~. 0~/2 -----~. ;~~ :;;:_ -~= ~= 1 ~= ~:: t-----. --. .. . '-· -------t-----1-----· 'zn Fa/A N/mm 2 4'f2 4'1-2 0,¥? 41f2 Q¥2 - 6'z Otl(z · 6zn N/mm 2 qs -------t-- Gs fKB ·6sn N/mm 1 ~8 ~ ---.. --f-----· N/mmZ "rr Oli(T . lTn Z42 f-· G"v ;j (6z +CXo·6's}2 + 3· 7rZ N/mmz 3~2 1-· .s:z 2,8 11;2 __ 5,_1 ---1 1------i-- GS /G'"v s., 1 1,6 -----. s1 6s/6vn ., lo,9 1, f 1, ¥ 1,8 ~~ 1 Drawing No: T30¥'99G Pront: T 3011'9118 TYEE LAKE Heidensha. 6fiC. HR'I-R JOO ·c¥& Cokulaf«/: If~ ~ff'l'lt!f?l· V.Sindl~r L~ H-Fest fJrrie, Ab: 0411'"1)0 \ Oat~: 4.5.82 SULZER-ESCHER WYSS-BELL Streaa calculation-turbine abaft-6 nozzle in opera1~ Cross .dion 0 0 ® G ® >-'~ -L .I Formub I.Jif lb. ~ ~ -~ ~-~l "".1' ,_ d mm 330 330 330 3.30 310 0 ... 114. mm 596 550 550 3'10 620 r .. .i" I mm 32 15 .20 2 {0 (I(Kl "\o.Y"~ .. """ I.,.. "' f,!/5 ~05 ~25 1,60 2,'15 ()(./(/J ',. f • 9 "' '(80 1,90 2,05 '(50 ~60 Ol.Kf t,t/' _,,• "' '('HJ f,¥5 (60 (tXJ 1,!15 ,_ . ., ... 4 16'5 '('12 '(85 f"' 2,10 IJI!_/ I q; {/7 0,1 lJ7 0,1 b2 f 481 481 0,81 0,8'1 0,8'1 . A ,.d~f. mm' 85529 85'529 85'529 85'529 85'529 Ws 1·rJ'/J1 ,, S.528·1tJ 6 ,4 l7,~28 '10' 1,528·10' l?~~·fO' ~ -, -,· Wr '·tJf/16 ,I I '1,066 · 10' '1,056·10 1 1,056·171 ' 1, 056· {()' [~{}g·/0 1 r;lfltlllit. b., ·hz·6sw N/min~ r5;3 155,$ 155,3 155",$ .f%;. «o 6s/6Betit. ·if 1,11 -(1'1 1,11 (11 ('I 'I Nr ( 3· F-t · Oo~/2 ) '*"' 11'1; 1 111; f 11~1 1'1~ 1 111.1 H6 ............. """"" Jell., 6;2 ~0 4~' 403 403 IOz, Fa/A N/mm' 4¥2 O,f/.2 (Jf/.Z q¥2 {), 112 6•n H6 fw, It/~ 1c O,s 4'.(• -- 7rn Hr/Wr . uL .a 25,2 25,2 2S,2 25,2 25',2 lfJmtTl ~fin f6Zn + '~~nJ" •J· rr;l N/-.I rtrntT1 ¥1,1 q!~jl 1r¥s,_1 ¥3,1 ~~s, 1 .J t{z «Kz ''Zn N/mm 1 qe qe qg fj__G (2 ~II ,_ '6n N/trltri' ~0 qs gz - - rr Ot 1fT • T Tn N/111!" ~3 .36,5 1/(),3 ?~2 ¥11:# &'v r-v (l'z +a:.·fi)' <~3· rr' N/mm 1 6(5 6~2 6~8 41,;: 1 DO,.f s., '6/SV , ¥,5 . ~¥ ~9 6;.1 ~2 Sz •s/6vn , 6;3 &,s 6,~ 6;3 6;3 Drawing llo : ' ,04'996 Plant: {olculared. J~ OepadfT)(I!nt • ! '04'911 I !liE LAD V. Sindler H-Fest. :11•1"• .... •'-llec.KR41. '00'646 Order ,tb: 0'171 1 100 \. 0aft!':4.5.82 n 'l 7 SULZER-ESCHER. WYSS-BELL 8tnaa oalcnal.ati~tuz'b:I.De abatt-6 uu1e ta epe:a1~ t:n.s .-dian (j) 0 0 (£) ® ~ cL .I Formub Lhif If+ ~-~ +=r6 ~ j.r'- d mtn 330 .130 330 3.SO 3$0 0 mm 596 550 550 3'10 G20 r , 31 25 .?0 2 10 (J(.IfZ "' f,95 2,05 2,25 160 2, '15 OCK8 ., (80 (90 Z,OS (50 2,b0 O!KT ,. f,WJ f,¥5 (GO .f,tlJ {,!15 ,. ., '(6'5 '( '12 '(85 (#0 ~so bl ., 41 117 0,1 41 0,1 b2' ' . t q81 qs'l 0,81 481 48'1 . A ,.dZjf. mm' 85'529 85'529 85'529 85'5zg 8S'529 Ws 1·rJI/32 ,, $.528·10 1 , ~529·10 4 ~528·~· ~628·.f0' ~528·10 1 Wr r·rJ'/16 ,I 1.056·10' I '1056·10~ I 'l05&·#J' I 1.05{·((}' I ?.050·.f0' 'I •.. ,. bt·hl·••w N/min' 1S5,3 IS5,3 155,3 /5~] -ISS,$ ; . . < l's/~.,. • .. (11 '('11' «o ·tf (11 1'11 '(TI NT 6-r:t·IH/2 "*"' 111,1 111;'1 111;1 /'I~ 1 .fl~'l ,., u., (2 (0 QIJ . '7 403 403 .'i.Pt F./A N/mm' 4¥2 4¥1 (J/12 4'1-2 O,IJ2 s., H1 jw, ,,,, 18 43 q.t -- 7rn HT/Wr N/mm' ., 25,2 25,2 2S,2 25,2 2&;2 . 6'.,, (6z.n +611nJ& •J· T'lll N/mm 1 ¥1,1 -~1 113,~ ¥3,-'IS;~ #'z «~tz ·•ln N/mm 1 qs qa IJ9 41' (Z ,II Ita ·#~~n N/mm' ~0 45 42 -- rr «n · ?'rn N/mm• 35,3 36,5 1/43 26;2 'M~ l'v •-.J (6Z +cc.·,,J' <~1·Tr' N/mm' G(5 6~2 19,11 4'~1 85:./ St 16/SV " ~6 f¥ ~9 &.s ~2 Sz 64/6vn ~ (3 ~3 . G.~ ., t;s (s Orawif!l /llo • ' '04'99ft Plont: {alculaiPd. Sgn. Oeparfmt.>nt ! '04'911 I !1'11 LAD v s,ndler H-Fest .. id.euha nec.IIUI '00'646 Order ~-0'111'100 Oate: 4.5.82 ·---------·. -·-- -------*--------- c C· G) 7424 6 6974 6 64996 ~p 63146 _(J) 46342 JP I : I .... I r-::-r -- ·-~J--r--·-r--I-t--·-------1-- A ._ ·- ------·- ~D ~D E I I I ,_ I I TYEE LAKE.MAGN. PULL 7145 KGF PER 1.15 HM.J JETS-SIDE BY SIDE-OPERATE «ICP• 12000.0 .. 10000.0 - 1000-0 - 6000-0 - 4000-0 - 2000.0 - -.o -2000.0 - -4000.0 - .1000.1 000000-1 750000-0 sooooo.o 250000-0 -.o 250000-0 sooooo.o .1000-0 ci(PCI'1• -.600 -.400 -.200 .ooo .200 .400 .600 .aoo 1.000 Cl'1f1> .o 1000.0 2000.0 3000.0 4000.0 1 _l ..1.::... .A L 0.2-9 sooo.o _l 6000.0 ooo.o _l ..1. ~ RUN NR DATUM ZEIT l <1111> 3353 21 APR 82 09•55•36 i c) 0 c. ( --------·--.- -----·----~~--------~------ c C> 19146 4 TYEE L~KE.MAGN. PULL 7145 KGF PER 1.15 MH.6 JETS IN OPERATION ci(P• 3000.0 .J. 2000.0 -. 1000.0 -.o -.o ·1000.0 - -zooo.o - •3000.0 - •4000.0 - -sooo.o - ( •ooo.o .o :ooooo.o lOOOOO.O sooooo.o •ooooo.o }00000·0 sooooo.o eooo.o ci(PCIV -.060 -.020 .ooo .020 .040 .060 .oao .100 A 1000.0 I 0.2-10 tooo.o 3000.0 4000.0 5000.0 I .I. ~ 6000.0 rooo.o I ~ .D.. .... RUN NR 3475 DATUM 21 APR 82 ZEIT 16•24•01 c N I ....... ....... TYEE LAKE.TURBINE SHAFT ~H 3 BEARINGS.720 RPM.RUN~( SPEED •1350 RPM BIEGELINIE BEl 1. KRITISCHE = 1737 <U/MIN>, WELLENLAENGE = 7 • 60<M> <M> 0 . N I ...... N I I ! .., I r ; fiA T , E l A K E • T U R 8 1 N E S H A F T W I T H 3 . 8 EAR f N G / 2 0 1-< ~ M • I'< u ~ W A T 1s P 1:. t. J ' 1 .) 3 0 K r ·M BlEGELINIE BEl 2. KRITISCHE = 4983 <U/MIN>, WELLENLAENGE = 7.60<M> <N" Sulzer-Escher Wyss-Bell 8. Conclusions For the turbine shaft is stress calculation made for the combined generator and turbine and with maximum magnetic pull force (7145 kg for 1,15 mm rotor excentricity). Under this circumstance are two manner of loading calculated. 1) In the first case is maximum side loading of the runner, i.e. three adjacent nozzles full open under maximum normal static head plus the corresponding torsional load. The minimum calculated safety factor against yielding is for nominal stress 7,4 and with stress concentrations 2,8 <>2,5) 2) In the second case is calculated with maximum output (13,4 MW) The safety factor against yielding is for nominal stress 6,3 and with stress concentrations 3,2 ()2,5) The shaft critical speed is made for the combined generator and turbine. All rotating parts are considered. Damping is neglec~, foundations rigid. The first critical speed is 1737 rpm, the second 4983 rpm. The first critical speed is 29% higher than the runaway speed I (1350 rpm) Taking into consideration the more than sufficient stiffness in turbines shaft (small deflections and stresses) the turbine shaft is considered safe against runaway speed. 9. Litereature: R.E. Peterson •stress Concentration Factors• John Willez i Sons, 1974 10. Appendix: Drawing No. MR4R 300646 A, Meidensha Electric Mfg.Co. Ltd. 0.2-13 Sulzer-Escher Wyss-Bell 8. Conclusions For the turbine shaft is stress calculation made for the combined generator and turbine and with maximum magnetic pull force (7145 kg for 1,15 mm rotor excentricity). Under this circumstance are two manner of loading calculated. 1) In the first case is maximum side loading of the runner, 0 i.e. three adjacent nozzles full open under maximum normal static head plus the corresponding torsional load. The minimum calculated safety factor against yielding is for nominal stress 7,4 .and with stress concentrations 2,8 (>2,5) In the second case is calculated with maximum output (13,4 ~ The safety factor against yielding is for nominal stress 6,3 and with stress concentrations8 () 2,5) The shaft critical speed is made for the combined generator and turbine. All rotating parts are considered. Damping is neglect, foundations rigid. The first critical speed is 1737 rpm, the second 4983 rpm. The first critical speed is 29' higher than the runaway speed Take into consideration sufficient stiffness in deflections and stresses) is the turbine to runaway speed. 9. Litereature: R.E. Peterson •stress Concentration Factors" John Willez & Sqns, 1974 10. Appendix: Drawing No. MR4R 300646 A,~ Electric Mfq.Co. Ltd. 0.2-14 b c N I -c (.11 e f 1 • UPPER BEAR I ItO 80. 179.20 (45.51. 6) AG. CEfCtER L!lfG!B~ ~5.00 18.90 c-> (615) DtAXEBI .!!!£!_ c-> t.OAll ~ (11:&) REr9,mtS 1. !HIS DRAWIJf3 IS PROVlDID POR CAU:ULA.!IOI' or CRl!ICJ.:L SPEED. 2. '1'HE WEIGRl' OF !HE SHAF! IS NO!' t:JfCLUDED Ill !HE J.OAl>S. J. WEJGRl' or THE SJ'.AP'l' s 11,025 lb (500J J11 ) 4. PLY-WHEEl. EFFECT (WR2 ) OF THE ROI'A!I'NG PAR'l'S : 219,817 lb-tt2 (9.27 ton-m2 ) 0 5. UI>:aALA.::::ED JZAGJ!TIC FOR::E : 7, t.e5 k{!' tll'fBALAJ;:ED KE::HANICAL FORCE : 2, 671 k&t (480) --.--------------7• CRITIC:.L SF...AD (ca.:BilfED WITH TURB!!:E SMAP't) -A. ..• • (1200) r.a.ER 'BEARING J8.25 (9'71. 6) .00 I (82. r ·~ .... m ..,; m U'\ ... .._, [}j)R ~.PPR9\~ ~-rJ .J/-~. 23. t,.PL ALASKA POWER AUTHORITY ANCHORAGE, ALASKA r.oc-. 0 INTERNATIONAl ENGINEERING CO. INC. • b c: d TYEE lAKE HYDROELECTRIC PROJECT e FERC PROJECT N0.3015 CONTRACT 2708·4 .lL&SU POWER .t'DTBO!l!Y .&lfCBOUGI 1 .&LASJl CALCUUTIOJ 01' SRELL !'iiCDEsSES Spiral Diatributo%' Order lo. 0'171'170 0 PROCEED \VITHOUT CHA~lGE 0 PROCEED AS COrt!<i:C!EO REViSE AND RESU3:.UT 0 REJECTED , Ch!":king by tEr.n .s lnr tr-'lf'l•"':<l'~l' ..,.,!~ I!'• "r~:~" ~t~"rtl't ~f the project !l'ld jthP 1:'!'1~ral Ct!OrdiM:i:)'' <:I ;·ro~wl:r..· .. h!•_, .. ,· .; !' I"'" .. withb!m~;;tion :s f l:?~rlll l'!~Y ~n~ s'l~l~ rr>: '~"' ·~: •w• ·• .• r•:. ··:·' .•· -'· ,: ••.· \~e res~.->nsihH'lt~ ol I I t':e CC''~trlltl<>t tor fl;ll to~. 1'.!~: ( •· L 1'>< 11 "I:' ~::-,:'It· :,! ~~·! ::;antra~ I ()('lcvrra ~~~· · t•n£;,r~r.no;-;~l ~:;;;;r£ffi,:r;co:.1P~··:;. ·i·~·::---. j I<T''l CO'll!~:~ i'lo. 0.3-1 Drvg. llo. T 304 '854/1 -12 !able ot content! 1 ,.. .. 1. •••nclatU'! 3 2. Sip CODftlltiOD. 4 2.1 Comer 3oillt, Ml.in.t ucle 4 2.2 Comer t1oillt, n-a.tallt ucl• 4 2.3 General .. abraDe atnaa ill conical ahella 4 3. Calculation tor 4••11D preaaure 5-9 3.1 Liat ot comer 3oillt:a 5 3.2 Comer t1oillta ••· 1 -6 ' 3.3 Comer 3oillta ••• 1 -12 ., 3.4 Comer 3oillta ••• 13 -18 8 3.5 Comer 3oillta ••• 19 -24 9 3.6 Comer 3oillta •o. 25 -30 10 3.7 Comer 3oillta ••• 31 -36 n 3.8 Comer 3oillt ••• 37 12 0.3-2 Nomenclature Sign Unit CSz N/nm2 6s <Stheor est cSaat csma 6bt <S ba Otot t cS tot a <Szul act pk Ntmm 2 Pp rummz 0( 0 Rl am Rz RID sl s2 s Di m Nomenclature Tensile strength Yield strength -3- Allowable stress for general membrane stress (theor.) General membrane stress Average primary tangential stress Average primary longitud. stress Secondary tangent. bending stress Sec. longit. bending stress Primary and sec. tangential stress Primary and secondary longitud. stress Allowable stress for ~eneral membrane stress,based on min. actual mechanical material properties Internal design pressure Internal test pressure Corner joint angle Medium shell radius Medium shell radius Intermediate radius Shell thickness Shell thickness Theor. shell thickness ace. to formu 1 a <D Inside diameter Drwg. No. T 304 854 / 3 0.3-3 -4- 2. Sign convention ~ • 1/2 (R 1+Rz) Di • 2 Rat • (R 1/2 + R2/2)' Rm • 1/2 (R 1+Rz) Di • 2Rm • (R 1/2 + R2/2) 2.3 General membrane stress fn conical shells ----------------------------------------- Stress at point A: r eSt • Pk.p • cosl3·S ~S • R 16t • Pk,P·+ I r • Radius normal to the axis R • Radius normal to the wall surface P • One-half of the apex angle 0.3-4 Drwg. lo. ! J04 854 I 4 · I lc _, I Ji ,_ t I I I - [ ,, r-----------------------------------------------------------------------------------------------------------------------------------,--------------------------------------1 03- 20 ---+---- I ~:.:"'0011 ~ I -......... 'lli ~14 ''" ~·­-[ .... ' .. ..,, 20"-~ 1 .. ,. ,.., ,.. " 1 ,,. Deta1l P II ll -- " .. ... "" L , , i}t; ' ----Our ,... .. Cl - ""' ... 04 .. 08 Det01l 0 ,.,., z.~ 20 14 28 05 12- 14 15 07 0 9 s 4\. Deta1l L MIZ.5 -I1.L..-- Deta1l K WI~ ...$-- \a1V 12 on ..._ I!L_,o ,~---~= ----...____ 27 20 21 25 22 26 03 Schnttt N-N Sect1011 tS 06 ! I I I Detail B ------- Deta1l C Schn1tt E-E Sect JOn " 0 Schrntt G-G Sect1on -• J..- 11 17 -18 -13 16 10 Schn1tt F-F Sect1on · .. ~~~:o~. Schrntt J-J Sect10n " 5 06 Schn1tt A-A Sect1on MIS -===--=== --=-:.. -:..-:.:-._l-. __ eo.. _.., ____ ,_.,. ------.--;;~ -c-.-----------------~----===---.._a Detail D Abpressen Deta1l D Pressure test detail D Wll,5 Ml 25 I Schn1tt H-H Section I " ' -.·~-1 34 0 ~, .. 42 40 39 , 100 I Ron~ di!r Langsnciht• unci KnoltHipUnlcti' 100 I X-ray of longotudl'lolsi'Oms and wi'kl ,ncbonS I Schwl'ISSIIQht• "'""'" ~ ~I w.tdu~wams onsodi' to bG' ground fluslt 100 I US-Prutung dl't' SchWi'IS!IriOhl•l 100 1. uttrasonoc tnt of -'ds ~33 l...~ E..,......g ~ Konstr Druck dHq~ prnsur• Pr~udl tnt pr•ssur. 4551 ~ 660P" 6 8271o4Pa 990P" -:rn 46 44 14 26 45 ""- Abpressen DetOJl Q Pressure test deta1l Q M t5 '"" '""""""" - 24 Sutlos to!W ~ l]048'111 S 1'"ar11111t-ar._,..ll041111S ALASKA POWER AUTHOIUTY ANCHORAGE ALASilA 11), 11~ n ~-" ! 1 0 . w I en . DISCX»N'ffUTY S'IAESSES CmRNERS) • STRESSES In acccrdclrd with ASME v• D1v. 2 I CONTRACT: Tyee Lakl I ORDER NO: 0 1'71110 I DESDIAnON: T 30US4/6 tllWG NO: T!CHMICAl. QlTA: ·Mottflcll: Plgle thltkNIMI (lnl/lmllll I 1,378 l:t:~ll IllS -~351150 -~ ttnll .. : Plate thldlnntH ''"'''-' II 1,3'11 I: Hll us ~35ol50 ·O.tlgn.,..... Ttfotlllt ttftntth da .... IIINAmt 11051-91357 490-130 61\rt ·"*'· 'IGI• of { ·61 1111n'*l IINiwl 14211 98 . ~ 110 ...=, nstE" Mlnllllulll -ttlllntthda'*"'""""' 5"'79 1 50029 355 1 345 -6, lllln(ptlt I INIWJ 11155 1 11111 u8,3 1 115 4!iS COliER JOINT OIIW(t) LOCAL STRESSES * ACTUAL IECHNtCAI.. MATENAI.. PR(FER'T£5 ........... f'm4ARY SECONOMY fiN\4MY • SECOHOI'RY TENSU Sl'fENG'TH YIELD STIEtG'IH ~ 1\11 act!Min Wkle of CERTIFX:ATE NO: IIIINIII ...... o, Am s, ~ snu !61 ort61 or « ttRtf\1 6t dmt Q dma 6bi.0.36ba 6~~o 6tott(!) d•t o (!) 6t 61 t2000 p11l NO. Col (In) ''"' '"' I hi I psi) (psi) lpsll lptll lpsll lpsll I psi) (psi} (pill I ptll lol ,_, ,_, ,_, ,_, INWt IN "-*1 '"'"""'' (N,_IJ IN1111111 1 1 1Nmn11 IN,_1 1 INWI (NAI!JJ (Nimlll1 1 I -1189 • 3959 9881 413 ' 0 5,1 245,590 "217 0,11 0,18 810l 110'71 U52 1189 3959 12218 8411 I -8,2 -27,3 68,2 3,4 1 5,1 ISO m,5 25 25 11,4 • 71,4 307 0 8,2 27,3 841 580 i -3045 -10115 14748 -4010 2 0 1,4 ~" 18,201 IJ,II O,te 12115 17107 1010 3045 10185 20852 16270 210 1017 I --101 -280 2 ~ '·' 100 412.5 25 2S "-' 122,8 u.o 0 21,0 '10,1 1£3,1 112,2 I -2011 -6729 7019 -2886 3 '; "'' 12.5H 1,813 0,51 0,18 '"' 1034 3828 2011 1729 11050 1055'1 I -13,9 -48,4 48,4 -19,9 3 ; 14,'1 320 170 15 25 51,5 12,3 21,, 13,9 41,4 78,2 '72,8 I 1334 4431 11078 10542 ' ; f4,15 "'" 11,201 0,18 O,H 12115 1'745 8010 -1334 -4437 8411 1653 I 9,2 30,1 71,4 72,7 ' 0 -4,15 100 412.1 25 25 8&,1 111,2 42,0 92 -306 58 0 1U - I -4075 -13573 12863 -noo 5 !;; 13,2 21,111 13,121 0,'19 0,18 11151 1893'1 51'13 4075 13573 21012 11461 ~ • 28 1 -93,6 88,7 -53 1 5 0 13,2 885 353,75 20 25 10.' 118,8 ,0,5 28,1 93,6 '"·' 134,2 I • 1537 -5148 12253 661 I 0 5,1 21,919 13,191 0,'71 0,17 111" 13'711 5811 153'1 5148 1531.2 10911 I -10,1 -35,5 84,5 4,1 I 0 5,1 185 353,0 20 22 80,3 9!5, I 40,1 106 35,5 105,1 757 RM!c:l1al: G> 6 Dl•• ==t> Dl •• ,11"2-1 •·f\·~ <D 6mt•U-6zul oct 0> 6hlt t ,6hlt a f 4.0·61\rt act l•lnlldlt 6t·•6_ ... .. G!UIIIdl 0 w I ...... ----------------------------------------------------------------------------------------------------------~---~-~-~-·-- DISCONTINIJTV STRESSES (CORNERS l-STRESSES in accordnnce with ASME Vm Oiv. 2 ,. CONTRACT: Tyeeo Lakeo I OPC ;::::: ., : iJ 171 -"70 I DES ~NATION: T 304 854/7 ORI•-> NO: TECHNICAL OIITA: -Material: Plate thick,..sses (inll(mml ! t,378 I; i:~~~ 05 1•35~50 -Anowable stresses: Platl! thicknesse-s (in)' (,.., llf 1,378 ~~~·~~ "'35 ~35•50 -Design pressure Tensile strength dz(psiii(N~ 71 056-91 357 490-630 { ~ ·6z -,-c~ I (N .... m1 1 I 14 211 98 Pj(= 660 psi TTStE 36 Minimum yoeld st!l!ngth65 (psiii(N.tnnfl 51479 1 soo29 355 I 345 6 zul • min. value of -!os -,,-~ , 1 (N .,m2 J I 17155 I 16 676 118,3 1 ns pk, 4 55 Nlmm1 CORNER JOINT Generai<D LOCAL STRESSES MIN ACTU.!. • ....:::-. .:.NIC.:._ "!t.7EAlAL pc:JPERTIES PRIMARY SECONDARY PRIMARY • SECONDARY TENSILE STRENGT-rE....: STF£.•GTH jO zu1 o::t(Min. value o f CERTIFICATE membranl! NO: CORNER Ar>gle Di Rm 51 ~ stress ~6 or.l.6 or }rR1ofY 6t 6mt 6ma 6bhO.J6ba 6oo 6tat t Q) Otot a Q) 6z 5 z 3 I ex (b 6s 12000 psi I NO. (ol lin I (in I (hi (h) (psi I (psi) (psi) (psi) I psi) I psi) I psi) I psi) J psi I I psi I (ol ,...,, lmml (mm I (mml (Nimm2 1 (Nimm1 1 IN1mm2 1 (Nimm2 1 IN/mm 1 ) (Nimm2 ) (Nimm 2 ) (Nhnm1 ) . """"'1. fNim~,lJ i -4524 -15096 12979 -9759 ; 7 1-26,969 13,947 0,87 0,98 10615 17503 5336 a 16,6 4524 15096 22042 20447 i -31,2 -104,1 89,5 -67,3 7 i-166 685 354,25 22 25 73,2 120,7 36,8 31,2 104,1 152,0 141,0 0 ' i -3248 -10847 14110 -5148 I 8 1-Ill 33,031 17,008 0,98 0,98 11398 17372 5699 3248 10847 20621 16546 0 ' i -22,4 -74,8 97,3 -35,5 I 8 1-Ill 839 432,0 25 25 78,6 119,8 39,3 74,8 142,2 0 ' 22,4 114, I i -3393 -11311 7454 -7381 I 9 ~ 22,8 12,598 6,693 0,59 0,98 7468 10861 3930 3393 11311 14255 15255 23,4 78,0 51,4 50,9 j I ---I 9 a 22,8 320 170 15 25 51,5 74,9 27,1 23,4 '18,0 98,3 105,2 l I 2306 7671 9469 13370 I 10 0 -7,9 33,031 17,008 0,98 0,98 11398 7164 5699 -2306 -7671 4858 1972 - i 15,9 52,9 65,3 92,2 10 7,9 839 432 25 25 78,6 49,4 39,3 ' 0 -15,9 -52,9 33,5 -13,6 i -5119 -17068 12558 -11166 II 0 16,8 24,134 12,490 0,71 0,98 11615 17677 5902 5119 17068 22810 22984 i -35 3 -1177 86 6 -77,0 I II 16,8 613 317,25 18 25 80,1 121,9 40,7 35,3 117,7 157,3 ' 0 158,5 i -2262 -7555 12602 -1755 12 0 7,5 24,134 12,441 0,71 0,79 11572 14878 5800 2262 7555 17140 13356 i -15,6 -52,1 86,9 -12,1 I 12 7,5 613 316 18 20 79,8 102,6 40,0 15,6 52,1 118,2 92,1 0 Remarks:@ 6 Di•s ==={> Di ® 6mtt1,5·6zul act Q) 6tot t ,6tot a' 4,0·6zut I I :Pk --s•Pk·~;-act I 2. s ., k i= inside a~ outside 6• • .6zu1act ' .•. ....L. .... 0 w I 00 . l DISCONTINUITY STRESSES (CORNERS)-STRESSES in accordrJnce with ASME vm Oiv. 2 . CONTRACT: Tyt'e Lake T ~~r :'! ' ~ I"' 171 •70 l DES:GNA'IlON: T 304 854/ 8 _,...___ .... .., ! oow:; NO: TECHNICAL DATA: ·Material: Plot• thickf"'fss•s linl/lmml f 1,378 1~=:~~~ ;e-JS •35~50 ·Aiowoble str•sses: Plot• thic.kre-ss..-s . fir~:/ f..wnl 1!1,378 l: ~·~~~ !!JS ~JStiSO • Dnign press\Jff T•nsile strength dzlpsi I/ I NAnni 71056-91 357 490-630 { ~ ~ . I (f• ..,mlj 14 211 98 TTStE36 ~ ... r ~., cs. pi(" 660 psi Minimum yi•ld shengthd5 1psil/!Nhti!JJ s1 479 1 so o29 355 345 6 zul • mil'l. value of 1 .. I !Pi .,m2J j16676 1 115 1\=455 N/mm1 ! ~ .... , ""1'\tf'\ :'1 f/155 118,3 CORNER JOINT General{!) ~::.AL STRESSES MlN IJ':.-• ..:. .• "E::-.:.-;tc.:.. MATERIAL PR?PER'IlES rnentlrone PRIMARY SECONDARY PRp.~ARY • SECONDARY TENSU: STRE'>IG--' 'l'1E....: STFE•GTH 0 zut oct(Min. YOiue o f CERTIF1CATE NO· CORNER ~ .. D; Rm s, ~ StffSS !o 2 ort6s or 1 6t <Smt ~ 6ma 6bhO.J6ba Obo 6tot t 0 dtot a 0 6z 6s NO. C( 2IR1<R,J t2000 psi) lol lin I lin) 1~1 lin) (psi) (psi) (psi) !psi) I psi I I psi I I psi I I psi I r psi I I psi I lol lmml lmml fmml lmml (N{lhm1 J (Nimm21 (Nimm2 J (NII'I"m 2 ) (Nimm 2 1 (Nimm 21 (Nimm2 l 'Nim,.,) .• ., ~rtl'\ (Nimrrh j -4495 -14994 13124 -9745 i 13 0 16,9 24,134 12,480 0,79 0,87 10455 17619 5249 4495 14994 22129 20258 j -31,0 . 103,4 90,5 -67,2 13 0 16,9 613 317 20 22 72,1 121,5 36,2 310 1031. I 1526 1397 i -3437 -11441 14675 -5539 14 0 11,1 30,157 15,512 0,87 0,87 11804 18112 5902 3437 11441 21549 17343 i 23,7 78,9 101,2 38,2 i --- 14 ~ 766 394 122 22 81,4 124,9 40,7 0 11,1 237 789 "86 ~ . I 3596 -11992 7932 • -15 0 22,8 12,598 6,663 I o,59 0,87 7439 11543 3857 3596 11992 15139 I . 24,8 -82,7 54,7 -56,1 15 0 22,8 320 169,25 15 22 51,3 79,6 26,6 24 a 82,1 104,4 109,3 j 2U4 8295 9730 14211 16 0 8,1 30,157 15,512 0,87 0,87 11804 , ..... ,. 5902 2494 -8295 4742 -2393 - I 17,2 57,2 67,1 98,0 j • 16 8,1 766 394 22 I 22 81,4 49,9 40,7 17,2 572 327 16·5 0 --- i -4350 -14516 11731 -9411 17 0 17,2 20,906 10,846 0,71 0,87 10093 16096 5090 4350 1~516 20U7 19606 i -300 -100 I 809 -64 9 17 0 17,2 531 275,5 18 22 69,6 111 35,1 30,0 100,1 141,0 135,2 i -914 1-3045 10818 1972 18 1-3,8 20,906 10,807 0,71 0,71 10049 11731 5017 0 914 3045 12645 8063 i -6,3 -21,0 74,6 13,6 18 0 3,8 531 274,5 18 18 69,3 80,9 34,6 6,3 21,0 87,2 55 6 Remortcs: G) 6 Di•s ===\:> Di t •Pk ~ t•Pk·~ ® 6mttt,S·6zut oct a> 6tot t ,Otot oH.0·6zut oct I I hintlde 6t • tOzutact o:outside 0 w I 1.0 . OISCONTN.ITY STRESSES (CORNERS)-STRESSES In aecordanc• with ASME VI Oiv. 2 I COMTRACT: TyN lake I ORDER NO: 0 171170 I OESIGNAnON: D'IWG NO: TECHNICAl lli'TA: ·Mohtrial: Plat. thlc:knnMS 111\lllmml • 1,3'18 ~~~:~n fJS l•35f!IO ·Aiowoblrt s tres~e~: Plate thlc.lcnftses llnll !11111 I •1.ns I:U~ ·O.sign ~-.... TTStE3& Tensile strength dzlpsilll~ '71 056-91357 490-630 6 111 1 •lllln. value of { \ ·0 1 minlpsil I IN/rntnZJ 14211 pk" 660 ::, Mlni'llum yield sttengthds~t!Nhllrlf 51419 1 soo29 355 I 345 JoOe minlpsil I IN/111!12) 17155 116676 f\.s ~ 55 N COfiNER JOINT Gen.roi<D lOCAL STRESSES MIN. ACTUAL MECHANICAL MATEAIAL l'fU'ERllES lllll!lbranlll PRtMARY SECONtWff PRt4ARY • SECONOARY TENSI.E S'lliENGTH VELD STIEtt:mt 0 u aci!Min. volull of ~R ilrtg .. 01 Rm s, Sz .-. .. idz orr6 1 or ex itRfRtl 6t cSmt ~ cs-6bh0,36ba 6bo dtot t ® 6tot 0 @ 6z 01 12000 psil NO. lol lin I lin) 1-.J lin) lpsll . I psi) lpsll (pill lpsil lpsil I psi I I psi) lpsll I psi I lol I IIIII I (111!1) ,_, (IIIII) INJ'IIIm'l INflnlnll I Nlmm1 1 (Nimm1 1 INJmm 1 ) 1Nhnm11 1Nimm1 1 '""""' l '"""""' (Nimm2 1 i . 914 • 3045 10818 1972 19 '; 3,8 20.906 10,807 0,11 0,71 10049 11'731 501"7 914 3045 12645 8063 i . 6,3 . 21,0 74,6 13,6 19 r; 3,8 531 214,5 18 18 69,3 80,9 34,8 6,3 21,0 87,2 556 i • 4394 • 14661 12587 -9585 20 0 17,4 20)106 10,827 0,11 0,79 100'111 18981 5081 4394 14661 21389 19722 I . 30,3 -101,1 86,8 -66,1 20 ; 17,4 531 2'7S 18 20 69,5 117,1 3,,9 30,3 101 1 1475 136 0 I . 3538 • 11189 14443 -6047 21 r; 11,9 21,854 13,720 0,19 0,79 11485 11998 5"2 3538 11189 21534 11546 I -24,4 -81,3 99,6 -41,7 21 r; 11,1 611 3£8,5 20 20 19,2 124,1 39,8 244 813 1485 121,0 l -3468 -11551 8295 • '1758 22 0 21,6 12,598 6,644 0,51 0,79 1410 11780 3799 3468 11557 15226 1535"7 I -23,9 -79,7 57,2 -5'3,5 22 0 21,6 320 188,75 15 20 51,1 81,1 28,2 239 797 105,0 1059 i 2480 8266 9411 14008 23 0 -8,4 28,654 13,720 0,79 11485 8932 57£2 -2480 -8266 4452 2509 I 1'11 57 0 64 9 96.6 23 0 -8,4 871 348,5 20 20 79,2 41,8 '39,8 -11,1 • 57,0 30,7 113 i -4220 -14081 10876 . 9049 24 r; "·' 11,041 8,868 0,59 0,79 990' 15110 5032 4220 14081 19330 19113 I -29,1 -97,1 75,0 -62,4 24 t; 17,4 433 225,25 15 20 68,3 104,2 34,7 29 1 911 133 3 1318 Ret'l"'mics:(D 6 01•. ===t> 01 t•PkTS ••Pk·~ ~ dmt 1 1,5-61111 oct Q) 6tott ,6tot a U,0·61111 aet 1: insldlt o=outslde 61 • f0zuJOCt T304854/9 •JS ~3Sot50 98 118,3 1 '115 CERTIFICATE NO: c . w I ...... 0 DISCONTINUITY STRESSES (CORNERS)-STRESSES in occordonce with ASME Vm Div. 2 I CONTRACT Tyt't' Lake I OR!JER NO 0171 170 r ~~":;oN T 304 854/10 TECHNICAL OATA: -Material: P~I::;OI~e....:l::.:.hic:::.k::.:nt~s~s~e:!.s __ ..:.li::.:.n:.:..ll..:.l m=m.:...l j..:f....:1.:::.YI:.:.;8::.___'...:!..-.: :§..;. 3 .!l!6 78 a,__+!:..:l:.:Sc...____Jj....:'•3:.::5:.:.f5::..:0:..._.-I·AUowable stresses P:c•e • • • cknesus I in)/ ',..., d! 1, 3 78 I ~ l· ij ~ <! 3 5 ~35<150 -Design pressure P~r 660 psi TT St E 36 Pk• 4,55 1Umm1 Tt!nsile strength dz(psi)/(Nimnf 71056-51 357 490-630 { ~ ·6z miofpsrl I (N/,...,m2 1 I 14 211 98 I 6 zvl •min. •alve of 1 I j 1 Minimum yreld strength6slpsi)/(N..,..,..JJ 51479 I 50029 355 345 3 65 minlr:sr) I (NI.,m1 ) . 17155 16676 118,3 115 CORNER JOINT General(!) .::JSAL STRESSES "'L ACTUAL '-'£:HANICA. M.C.7ERIAL PPCPERnES J---.---.-----,----.r--.-.....1 membtanel---..:..f'R.:..;:r-!M::..;A:..:.RY'----+--....:S:.:E..::.CO"'TN...:OA;.;..;:.:.RY'----t-..;..P...:RIMA:..::..;;R.;..:Y_•....:SE::;=C..::.ON:.::D:::;A::..:R..;..Y--1 TENS..l£ STRENGTH YlEi..O STREii,;TH p Zl.dcxt!Mrn .alue of CERTIFICATE NO: Rm S1 ~ st111ss l 1 5 ch or 3 65 or NO. ~IR 1 •Ri 61 6mt <21 6 mo 6bt =O.J6bo 6 ba 6tot t Q) 6 tot 0 Q) 6 z 6 s 12000 psi 1 lot lin) lin! lin! (in) (psi) (psi! lol III'ITII lmml II\'1IY\I (f\'11Y\) (Nfmm 2 1 (N/mm1 1 ~ 25 0 7,6 17,0£7 8,819 0,59 0,59 9846 i 25 '; 7,6 £33 224 15 15 67,9 ~ 26 0 16,4 17,047 8,868 0,59 0, 79 9904 i 26 '; 16,4 433 225,25 15 20 68,3 i 27 ~ 15,7 22,165 11,476 0,79 0,79 9614 I 'r1 1-157 563 291,5 20 20 66,3 0 I j 28 f;; 18,1 12,598 6,644 0,59 0,79 "10 i 28 t; 18,1 320 168,75 15 20 5111 i 29 0 5,9 22,165 11,4 '76 0, '79 0, '79 9614 i 29 0 • 5,9 563 291,5 20 20 66,3 i 30 0 16,1 13,228 6,929 0,47 0,79 9672 i 30 f;; 16,1 336 176,0 12 20 66,7 is inside o•outsidl! 13109 90,4 14719 101,5 16241 112,0 10847 74,8 71'18 49,5 12674 87,4 lpsil (N/mm2 l 33,9 5017 34,8 4800 3770 4800 33,1 4959 34,2 • 1769 -5916 1769 5916 -12,2 -40,8 12 2 40,8 -3959 -13196 3959 13196 273 -91,0 27,3 91,0 -3611 -12036 3611 12036 24 9 83 0 • 2842 -9498 -19,6 • 65,5 19,6 65,5 1320 4423 -1320 -4423 9 1 305 -9,1 • 30,5 -3364 • 11195 3364 11195 - 23,2 -71,2 23 2 772 11325 • 1001 14893 10847 78,1 -6.,9 102,7 10760 -8179 18677 18228 74,2 -56,4 128,8 125,7 12631 -7222 19852 16850 87,1 -49,8 136 9 116 2 8005 -5713 13269 55,2 • 39,4 915 8498 9223 3'77 58 6 63 6 40,3 2,6 -6221 16038 16154 • 42,9 110 6 1114 Q) 6tot t ,6tot of 4,0·61\lt act I psi l (N/mmzl 0 w I ...... ...... DISCONTINUITY STRESSES (CORNERS)-STRESSES in occordancl!' w1th ASME vm Div 2 I CONTRACT: Tyee-L:::kE' I :::;:~= ... : 0171 170 I OES :i'IATION: ORWG NO· TECHNICAL ()ji.TA: ·Mol4!tiol: Plol4! thio; kresses (il'l/(mml ~ 1,378 ~~::~~~ ~ JS I•Js~s: ·AMowoble strest.es: P~c·e U•,tc.kr•!: 5:-!1 (ir·. :...,.,1 ~ 1,318 l~l:m ·O@sign pressure TTStE36 l4!1'Sile s!tel'g!h dz!psillfN~ 71056-91357 49J-630 { ~ ~=-r c:-s' I (N, -ml} 14 211 PI<' 660 psi Minimum yield strength65 !psillfNII'Ivll 51479 1 soozg 355 I 345 6 zvl •mil' valve o• '1 ~ 1 -r :111 / ("• ""tm.t) 17155 ! 16 676 Pk= 455 Nlmm' CORNER JOINT GeN!rul(l) ~:':Al STRESSES "''"~ AC' • ..t. "E: -.:,!'<IC.!. MATE~Al PRO"ERTIES membtone PRIMARY SECONDARY PR~;.R'I' • SECONDARY TPlSILE STRE•.:;--""E _:; STRE•r.;n~ P zvt oct(M•n volve o ~R ~le Di Rm s, ~ stress I toz art6s or : 1 6t 6mt (1) 6ma 6bt=o.36bo 6ba 6tot 1 0 Olot 0 0 6z i a 21R1·~ 6s 12000 psi I NO. ! lol lin I lin I ,,, (i-ll (psi I (psi I (psi) (psi I ! psi I f psi! I psi I ! psi I I (psi! I psi I lol hrml (mml lmml lmml (N/mm11 !Nimm11 (Nimm2 1 (NI.,.,m 21 I Ntmm 2 1 IN..,.,z, (Nimm 2 1 •~frr.M1 J 4•'"1HTI2 ' {Nimm1 1 i -1929 -6424 11:66 -1639 31 8,6 13,226 6,850 0,47 0,47 9556 13095 4711 1929 6424 15323 11209 i 0 i -13,3 -44,3 77,0 -11,3 ' 31 0 8,6 336 174 12 12 65,9 90,3 32,9 13,3 44,3 103,6 77,3 i -2407 -8019 11572 -3248 I 32 0 10,7 13,228 6,850 0,47 0,47 .9556 13979 4771 2407 ! 8019 16401 12905 I i -16,6 -55,3 79,8 -22 4 I 32 0 10,7 336 174 12 12 65,9 96,4 32,9 16,6 55,3 113,1 88,3 I I i -1769 -5867 11035 -1102 i 33 1-7,9 13,228 6,850 0,47 0,47 9556 12805 4771 I 0 1769 5687 14574 10673 i I -12,2 -40,6 76,1 -7,6 I 33 7,9 336 174 12 12 65,9 88,3 32,9 12,2 40,6 100 5 73 6 i 0 ' i -2755 -9179 11862 -4394 I 34 12,2 13,228 6,850 0,47 0,47 9556 14817 4771 2755 I 0 9179 17387 13965 I i -19,0 -63,3 81,8 -30,3 ! 34 1-12 2 336 114 12 12 65,9 100,8 32,9 19 0 633 119 9 963 : 0 I i -2291 -7642 11485 -2857 I 35 t; 10,2 13,228 6,850 0,41 0,41 9556 13776 4171 2291 7642 16067 12427 i -15 8 -527 79 2 -19 7 l 35 ~ 10,2 336 174 12 12 65,9 95,0 32,9 15,8 527 110,8 85 7 I i -2016 -6729 11253 -1943 ' 36 ~ 9,0 13,228 6,850 0,41 0,41 9556 13269 4171 2016 l ; 6729 15284 11514 i -13,9 -46,4 77,6 -13,4 I 36 f;;" 9,0 336 174 12 12 65,9 91,5 32,9 13 9 46,4 105,4 79,4 I Remarks: <D 6 Oi•s =={'> Di ® 6mtH,S·6zut ac.t @ 6tat t ,6tot oH.0·6zvl oet I •Pk TS s•Pk·~ j bi~>sldl! o:ovtsidl!! 6t • '~ Ozut ac.t T 304 854111 ~35 j>J5•SO 98 118,3 l 115 f CERTIACATE NO 0 . w I ...... N .. DISCONTINUITY 5lRESSES (CORNERS)-STRESSES in accordance with ASME vm Div 2 I CONTRACT lyu Laict I ~;:;: ;:R 'I': ., 171170 I DES.GNATION T 3048"1.112 Of>W':; NO :> TECHNICAL DATA· ·Mo!eriot: Plate thicknesses (infl{mmll• 1,378 I;;:~~~ ~ JS 1•35~~=-·AMo«oble sire~ ses P :·~ ~-.c.kn-esS~ii (In; I :mm1 • 1.378 !;:·~~ 05 ~3~•50 • Ouign pressure Tensilt strength dzlpsill IN'"'"'M 71056 -91357 490-630 { ~ ·Oz "''"Ips· I I IN;mmlt 14211 98 PI<"' 660 psi TTSI E 36 Minimum yield strengthOslpsU/INitnm'tj 511.79 1 50029 355 I 345 6 zul =min value o~ 1 - 17155 j16 676 118,3 1 Pk: I. 55 N/mmt ) 6 5 mm!:s·J I {l,tmmll 115 CORNER JOINT Generot<D .Ot;AL STRESSES " ... AC+.,:._ "1'::-ANISt.. MATERIAL PRO~ERTIE.S membrane PRIMARY SECONDARY PR.VARY • SECONDARY TE~: :£ STR£N5"-I Y'El::J 5TRE '13TH 0 lui oct{Mon voloo o I CERTIFICATE NO CORNER f'ngte D; Rm 51 Sz stress loz <H.!. 6 5 or }1R 1 ~ 6t 6mt ~ 6mo Obt:O.J6ba 6bo 6tot 1 Q) Otot 0 Q) 6z 6s ~ 3 NO. a 12000 psi! lol lint lint {Ill (in) !psi! !psil !psi} lpstl I psi! I psd I psi I I pscl I psi I I psi l !of (rm>) lmml lmml !mml (N/mm 2 1 INimmlJ (Nimm2 1 IN1mm 2) (Nimm 2 1 I ~.'mm 2 1 [Nimm1) . ., __ ., f 'ilfnffl1 ~ !Nimrn1 ) i -798 -2668 881.6 1900 37 0 4,0 12,598 6,565 0,47 0,59 9165 9643 4582 798 2668 10455 7265 i -5,5 -18,4 61,0 13,1 37 0 4,0 320 166,75 12 15 63,2 66,5 31,6 5,5 18,4 72,1 50,1 I i- 0 i 0 i . 0 i f- 0 I ' f- 0 i I f-i 0 i i t-I 0 i ! f-' 0 i i t- 0 I i . i 0 Remarks: (j) 6 Oi•s ==C> Oi ® 6.nttt.5·0rut oct @ 6tol 1 ,6tot of 4,0·6zut ::ct I :Pk 2-$ s•Pk·~ I 1: inside I o•ouhide Ot • cOzutOc.t I -------------- + ._ ... ... _ .. ._. -· ...... - ...... '""" "' ~m -" ....,. " ...... " """ .. - " -D ,, ..... n ...,.. .. , ... ,., ..... .. .. ,. " -· -· ...... """ -.... 0~ .... ... \ ... "" ... "" "' ... '" '" "" "' DetcuiO 27 Schnllt N-N SectiOn 1-112,,5 Detatl B 17 18 13 16 :t~:-.£::.._ Sch111tt A-A ......... .._ _ _.,. ~CtiOfl --+-h I ItO~~ 0.:...'----•CD'-b ..:1:1----.. ~ ---~~ --....eo-~ ~-~----===----._. 11 10 I// 06 I 32--~o~~:t:L Schmtt E-E Sect ton N 0 Schntt G-G , Sectton ~ Schn1tt F-F SectiOn N 10 ··~a: Olb.~ Wl_ 1 -- ---19 4G2 Schn!tt J-J SectiOn Nl' 31""---. Detatl D Abpressen Detatl D Pressure test detatl D N " N " Schnttt H-H Sect ton NIS -41 42 40 39 Rontgpn dPr Longsnohtp und KnotpnpunktP X-ray of longrtudnals..ams and wPid ~nctlons SchwPissncihtP "'""" bi<'ChPb.-n b..arb<'rtPn W<'ld•ngs..ams 1nstdP to bP ground flush -r -.._ +,o;,... --'-'l~ 34 ~ US-Prufung dpr SchwPISSnahtP ultrasoruc 1.-st of wPids 0200 ..... --33 Abpressen Detatl Q Pressure test detatl Q MIU ~ ~24 " ·-' Konstr Druck dPs~gn prpssurP Prab<'druck IPSI prPssurP 4551 MPa 660psl 6 827 MPa 99() pSI s...: ,. z .. IWil.ol'li 'lO 8 9 5 PQI'ts~ -~ 1)0 &i 5 AILASIKA POWER AUYHOIIlllTY ANCHORAGE AILASKA the draw1ng 1s vabd only for calculation U) 15 1Z,!i D 3-13 Tyee Lake Distributor Draw. (T30L,D5'r/13J p. 0 f • 2 ,., • ( S·E-0,6 PJ S ~ 12.000p_si f82,76'r9Nimm,) P· 6!0pslf4:5)Njmm'J [· 1 see ASffE Boiler and Presi.Jre Vessel Code Div. 1. Part UG 32 Point D( 0 (mm{ t thcor. ( mmJ ferr tmmJ 1 8,13 6~2 181721 26,0 2 8,13 868 2't, 923 26,0 3 23,58 326 10,11 20.0 4 103 700 20,223 26,0 ' 5 10,3 892 2~,77 26,0 6 0,0 685 19.471 20,0 7 ~55 6 7L,. 19,326 2b,O 8 7,55 808 2~168 250 9 27.5 3~2 10,959 2o:o 1!J 1107 638 18.479 25.0 11 1ZOl 84-4 2t,, t,t,6 25,0 12 0 613 1~ 42'r 18,0 13 7~3 632 18,12 220 , 22.0 1'r 7,£3 71,0 21.217 15 25,61 341, 70,843 20,0 16 11,63 522 1~ 11,8 22,0 17 11,63 770 22, '3?6 2'2,0 18 0 ~ 531 15,093 1DO • 19 7,27 5Lr8 15, ]03 2q0 20 7,27 651,. 18.74 20,0 21 22,93 3'-rlr 10,617 20,0 22 12,22 680 19,177 20,0 23 12,22 lr52 13 1lr6 20,0 • 21, 0 433 12,308 Ar:.o I-, 25 6,57 t,t,L, 12,701, 20,0 26 6,57 51,2 1~508 20,0 27 18,0 336 10,042 20,0 28 13,97 3 1r8 10. i91 200 . 29 13,97 560 16,403 20,0 30 0 336 9.55 13,0 37 2,41 136 9,559 13,0 -r., · -1 t ..._ I . . l .. ' -b i I L __ j 0.3-14 Tyee Lake Di~tributor Draw. (TJOL,85'r/13J t p. 0 • 2 C.Of"" U·E-0,6 PJ S ~ 12.000 psi f82,76'r9 Nlmm'J P • 660 ps1 (4,5~ Njmm'J [. 1 see A511E Boiler and Pre sure Yessel CodeDiv.1. Part UG J2 Point 0{ 0 (mm} t theo,.. ( mml f f!ff tmml 1 8,13 6S2 18,721 26,0 2 8,13 868 2't, 923 26,0 3 23,58 326 10,11 20,0 4 . 10,3 700 20,223 26,0 5 10,3 892 2~,77 26,0 6 0,0 685 19,471 20,0 7 7,55 674 19,326 2~0 B 7,55 BOB 2~168 250 9 27,5 3'r2 10,959 2o:o 10 1107 638 18.479 25.0 11 1~07 84'r 2L,. 41,6 25,0 12 0 613 1~42'r 18,0 13 7)3 632 18.12 22,0 . 1'r 1,53 71,0 21,217 22,0 15 25,61 3~1, 10,81,3 2QO 16 11,63 522 1~ 1'r 8 22,0 17 11,63 770 22,3'-6 2'2,0 18 0 ~ 531 15,093 18,0 1~ 7,27 5'r8 15,703 20,0 20 7,27 651,. 18. l'r 20,0 21 22,93 3'r'r 10,617 20,0 22 12.22 680 19,177 20,0 23 12,22 'r52 1~ 146 20,0 2'-r 0 t,33 12,309 15.0 25 6,57 1,'-,t, 12, 70? 20,0 26 6.57 542 15,508 2QO 27 18,0 336 10,041 10,0 ZB 13,97 JJ,-8 10,191 20.0 29 13,97 560 16,403 20,0 30 0 336 9.55 1~0 31 241 ' 136 9.559 13.0 0.3-15 4 -MODIFICATIONS IN TURBINE DESIGN A. The specified requirement for a turbine model test was waived because the Contractor submitted data from a previous model test which was deemed sufficiently homologous to assure performance of the turbines as bid. There was a lump sum cost deduction of $86,505.00. B. The turbine/generator shaft coupling interface was lowered from Elevation 40.00 to 39.00 at the request of the generator manufacturer. This change has no effect upon turbine performance or general configuration. There was a decrease in cost to the owner of $1,063.00. C. The generator foundation above the turbine bearing pit was changed to allow greater headroom for inspection and maintenance. There was no price change. D. The Owner and Engineer agreed that the cost estimate for piping the turbine casing vent outside the powerhouse was exhorbitant. It was decided that the turbines would be commissioned and run with the vents drawing air from inside the powerhouse until such time as is convenient for the Owner's maintenance crew to install the pipe. There will be no effect upon turbine performance. At the expected initial maximum load of seven megawatts the load upon the powerhouse heating system will be in the range of 650 CFM of outside air. 0.4-1 Bl95/2145R0147:1448R 5 -CHANGES TO THE TURBINE GOVERNING SYSTEM A. By agreement between the OWner and the Engineer, the turbine speed governing was changed from deflector follow up needle control to direct servomotor needle control. This change was made to improve frequency stability in isolated operation. There was a cost increase of $29,400.00 B. The governor oil pressure tank was changed from 18 11 diameter to 22 11 diameter. This decreased the tank heighy from 8'-3 1/811 to 5'-611 permitting installation in the turbine bearing pits to avoid obstruction of the turbine floor stairway. There was no change in cost. 6 -CHANGES TO THE SPHERICAL VALVES A. The spherical valve control system was changed from that originally specified to the Bell Standard System which was deemed to meet the intent of the specification, and to provide increased security against valve auto-oscillation. There was a cost reduction of $45,960.00. B. A pressure switch was added to the spiral distributor, and a limit switch was added to the air release valve to prove complete filling of the spiral distributor and equalization of pressure across the spherical valve before opening. There was no change in cost. 0.5-1 Bl95/2145R0147:1448R 7 -CHANGES TO THE C. M. BAILEY ENERGY ABSORBER A. Provision was made for future reduction of the maximum flow of the energy absorber from 180 CFS to 60 CFS without throttling the Grove ball valve. This change was made to provide water to a planned fish hatchery without excessive lake drawdown. There was no change in cost. B. During initial testing it was decided that the vibration and noise level of the energy absorber was excessive. The Contractor was ordered to provide additional structural bracing and concrete thrust blocks. After completion of these modifications the performance of the energy absorber was deemed acceptable. There was no change in cost. 8 -TOTAL CHANGE IN COST A. The total change in cost was a reduction of $104,128.00, equal to 5% of the original contract cost. 9 -TURBINE NAMEPLATE RATINGS Speed Head Power Runaway Speed 0.7-3 720 rpm 1,306 Feet 16,750 H.P. (English Units) 1,350 rpm Maximum B195/2145R0147:1448R E TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT APPENDIX E GENERATOR AND OTHER ELECTRICAL DATA Section 1 2 3 4 5 VOLUME III E. -GENERATOR AND OTHER ELECTRICAL DATA TYEE LAKE POWERPLANT TYEE LAKE SWITCHYARD WRANGELL SWITCHYARD WRANGELL SUBSTATION PETERSBURG SUBSTATION CONTENTS i Page E. 1-1 E. 2-1 E.3-1 E.4-1 E. 5-1 B195/2145R0147:1443R CONTENTS SECTION 1 -TYEE LAKE POWERPLANT a. GENERA TOR b. c. d. AUTOMATIC VOLTAGE REGULATOR AND EXCITOR 13.8 KV SWITCHGEAR AND NEUTRAL GROUNDSHIP EQUIPMENT AUXILIARY STATION SERVICE EQUIPMENT SECTION 2 -TYEE LAKE SWITCHYARD a. b. c. d. e. MAIN TRANSFORMER OIL CIRCUIT BREAKER CIRCUIT SWITCHER$ (All Substations} COUPLING CAPACITOR LINE TRAPS SECTION 3 -WRANGELL SWITCHYARD a. b. c. d. e. SHUNT REACTOR INSTRUMENT TRANSFORMERS 125 V DC SYSTEM COUPLING CAPACITOR LINE TRAPS SECTION 4 -WRANGELL SUBSTATION a. b. c. d. MAIN POWER TRANSFORMER 12.5 KV METALCLAD SWITCHGEAR COUPLING CAPACITOR LINE TRAPS Page E. 1-1 E.l-3 E.l-4 E.l-6 E.2-l E.2-2 E.2-3 E.2-3 E.2-3 E.3-1 E.3-2 E.3-2 E.3-3 E.3-3 E.4-1 E.4-2 E.4-4 E.4-4 ii Bl95/2145R0147:1443R CONTENTS SECTION 5 -PETERSBURG SUBSTATION a. MAIN POWER TRANSFORMER b. c. d. VACUUM CIRCUIT RECLOSERS VOLTAGE TRANSFORMERS DISCONNECT AND FUSED DISCONNECT SWITCHER iii Page E. 5-1 E.5-2 E. 5-3 E. 5-3 Bl95/2145R0147:1443R a. GENERATOR 1) Nameplate Rating Manufacturer Type Serial numbers Date of manufacture Capacity Power factor Frequency Number of phases SECTION 1 TYEE LAKE POWERPLANT Rated voltage between phases Rated current Rated speed No. of poles 2) Electrical Characteristics Resistances: Armature (Stator Winding at 75°C) Field Winding at 75°C Reactances: Direct Axis Synchronous Quadrature-Axis Synchronous Direct-Axis Transient (unsaturated) Direct-Axis Transient (saturated) Direct-Axis Subtransient (unsaturated} E.l - 1 Meidensha Electric Mfg. Co., Ltd. Vertical shaft synchronous 1H9419Hl, 1H9420Rl 1983 12500 kVA 0.90 lagging 60 Hz 3 13800 volts 523 amps 720 rpm 10 (xd) (xq) ( xd•) ( xd •) ( xd" } 0.063 ohm 0.28 ohm 85 percent 50 percent 30 percent 26 percent 22 percent Bl95/2145R0147:1443R Quadrature-Axis Subtransient (unsaturated) Direct-Axis Subtransient (saturated) Quadrature-Axis Subtransient (saturated) Negative-Sequence (unsaturated) Negative-Sequence (saturated) Zero-Sequence Capacitance to Ground of Stator Winding Field Current: (xq .. ) (xd .. ) (xq .. ) (x2) (X2) 20 percent 20 percent 18 percent 21 percent 19 percent ( xo) 8 percent -8 5.7 X 10 F At Rated kVA, Rated Voltage, 0.9 Pf lagging At Rated kVA, Rated Voltage and 1.0 Pf 360 A 280 A 400 A At 115 Percent Rated kVA, Rated Voltage and 0.9 Pf lagging Effie iency: 115% Rated Load 1 00% Rated Load 75% Rated Load 50% Rated Load 25% Rated Load Output: Maximum continuous output when operating as a synchronuous condenser overexcited, at rated speed and voltage Maximum continuous output when charging a transmission line at rated speed and voltage without becoming completely self-excited or unstable E.1 - 2 0.9 Pf 97.73% 97.63% 97.27% 96.41% 93.60% 1.0 Pf 98.04% 97.75% 97.62% 96.83% 94.27% 6875 kVA 11250 kVA B195/2145R0147:1443R b. AUTOMATIC VOLTAGE REGULATOR AND EXCITER 1) Excitation Transformer Manufacturer Capacity Frequency Primary rated voltage Secondary rated voltage Phase Connection 2} Thyristor Converter Manufacturer Rated exciter output voltage Rated DC output current Rating Rated supply voltage Rated frequency Connection 3} Field Circuit Breaker (AC) Manufacturer Rated voltage Rated current Interrupting current E.l - 3 Meidensha Electric 100 kVA 60 Hz 13.8 kV 140 v 3 Phase Delta/Delta Siemens-Allis 100 VDC 360 A Continuous 140 V, 3-phase 60 Hz 3-Phase full wave bridge Westinghouse 600 v 800 A 100,000 A Bl95/2145R0147:1443R c. 13.8 kV SWITCHGEAR & NEUTRAL GROUNDING EQUIPMENT 1) Circuit Breaker Manufacturer Model No. Nominal voltage Rated maximum voltage Insulation level withstand test: low frequency Impulse Rated continuous current at 60 Hz Rated short-circuit current at maximum rated kV (sym.) Rated interrupting time 2) Bus Nominal voltage Rated maximum voltage Frequency Phases Continuous current-carrying capacity Temperature rise over 4o•c 3) Surge Arrester Manufacturer Type Rated voltage Maximum switching surge protection level Maximum discharge voltage at 40kA impulse current (8 x 20 microsecond wave) E.l - 4 Meidensha Electric VE-14 13.8 kV 15 kV 36 kV 95 kV 1200 A 23 kA 3 cycles 13.8 kV 15 kV 60 Hz 3 23 kA 65•c Meidensha Electric Gapless metal-oxide 15 kV 39 kV 35 kV Bl95/2145R0147:1443R 4) Voltage Transformers Manufacturer Model No. Basic Impulse Level Voltage: Primary Secondary Ratio Nominal system voltage Accuracy class 5) Current Transformers Manufacturer Model No. Basic impulse level Current: Primary Secondary Ratio Nominal system voltage Accuracy class 6) Neutral Grounding Transformer Nominal Voltage Capacity Basic Impulse Level E.l - 5 Meidensha Electric RP-172M 95 leV 14,400 V line to line 120 V line to line 120 to 1 13.8 kV 0.3x Meidensha Electric ER-48 95 kV 800A SA 160 to 1 13.8 kV C200, C400 13,800 V line to ground to 120/240 V center tap to ground, single-phase 15 leVA 95 kV Bl95/2145R0147:1443R d. AUXILIARY STATION SERVICE EQUIPMENT 1} Station Service Tranformers Output 750 kVA Manufacturer Westinghouse Type AA, dry type Number of phases 3 Winding temperature rise so•c Rated voltage: High voltage winding 13,800 v low voltage winding 480 V grd wye/277 Transformer connection High voltage winding Delta Low voltage winding Grounded wye High voltage winding taps Above rated voltage 2 at 2.5 percent Below rated voltage 2 at 2.5 percent Low voltage winding taps none Basic impusle insulation level 95 kV Percentage impedance 5.43 percent 2) 480V Station Service Switchgear a) Fused disconnect switch Manufacturer Westinghouse Model No. Wl-I Rated voltage 15 kV Continuous current 600 A Interrupting rating 600 A Fault closing capability 40,000 A E.l - 6 B195/2145R0147:1443R b) Fuse rating Nominal voltage Maximum continuous current Fuse element rating c) Current transformers Current ratio Accuracy class d) Voltage transformers Voltage ratio Accuracy class e) 480 V switchgear bus Nominal voltage Continuous current capacity Momentary rating 3) Power Distribution Panels PDP-A PDP-B Nominal voltage 480 v 480 v Maximum voltage 600 v 600 v Main breaker 600 A 600 A Number of circuits 20 20 Manufacturer ITE ITE Type CDP-6 CDP-6 Interrupting rating 30,000 A 30,000 A E.l - 7 13.8 kV 600 A 50 E 1200:5 A C200 480/120 volts 0.3 W, X, M and Y 480 v 1200 A 42,000 A PDP-M 480 v 600 v 600 A 10 ITE CDP-7 30,000 A PDP-IG 480 v 600 v 400 A 10 ITE CDP-7 30,000 A Bl95/2145R0147:1443R 4) Lighting Equipment a) Lighting transformers LT-A LT-B LT-M Capacity 45 k:VA 45 k:VA 30 lc:VA Voltage, H.V. 480 v 480 v 480 v Voltage, L. V. 208/120 208/120 208/120 Winding Connection H.V. Delta Delta Delta L. v. Grd. wye Grd. wye Grd. wye b) Lighting panels Nominal voltage Main lugs Number of circuits LP-A 208/120 100 A 42 LP-B 208/120 100 A 42 LP-M 208/120 100 A 24 LP-IG 208/120 100 A 18 5) Emergency Diesel Generator Generator capacity Phases Voltage Frequency Power factor Winding connection Speed E.l - 8 125 k:W 3 480 v 60 Hz 0.8 Grounded wye 1800 rpm LT-IG 9 k:VA 480 v 208/120 Delta Grd. wye LP-E 125 VDC 100 A 12 Bl95/2145R0147:1443R 6) 125 V DC Equipment a) Station battery Manufacturer NIFE Number of cells 92 Nominal voltage 125 v Nominal capacity 340 AH b) Battery chargers Manufacturer NIFE Input voltage 480 v Phases 3 Nominal output voltage 125 v Output current 75·A c) DC distribution switchboard Manufacturer Pederson Power Products Nomina 1 vo 1 tage 125 v Main breaker 100 A Number of circuits 34 E.l - 9 B195/2145R0147:1443R SECTION 2 TYEE LAKE SWITCHYARD a. MAIN POWER TRANSFORMERS 1) Main Power Transformers Manufacturer Output Cooling method Winding temperature rise: 1. By resistance 2. Hottest spot Westinghouse 11250/15000 kVA OA/FA High-Voltage Low Voltage H-Winding Rated voltage (series/parallel) 69/138 kV L-L Transformer connection Wye, Grounded Winding BIL 650 kV Bushing rating 138 kV Impedance between windings at 69,000-13,800 V at 11250 kVA Phase relationship High voltage taps (no load, full capacity) Above rated voltage Below rated voltage 2) Surge Arresters Type Voltage rating £.2 - 1 8.38% X-Winding 13.8 kV Delta 110 kV 15 kV High-voltage leading low-voltage by 30 degrees Two, 2-1/2 percent Two, 2-1/2 percent Metal Oxide 60 kV Bl95/2145R0147:1443R Maximum Front-of-Wave Sparkover (crest) Maximum Discharge Voltage at 10 kA with an 8 x 20 microsecond wave (crest) 190 k:V 174 k:V 3) Current Transformers -Each transformer bushing is equipped with standard multi-ratio, relay type, bushing current transformers with maximum ratios and quantities as listed below: Maximum Multi or Accuracy Bushing Ratio Dual Ratio Class High Voltage 600:5 ampere multi-ratio CBOO 600:5 ampere multi-ratio C800 Neutral 600:5 ampere multi-ratio C800 b. OIL CIRCUIT BREAKER 1 ) Oil Circuit Breaker Manufacturer Westinghouse Model No. 145GMB40 Nominal voltage 138 k:V Rated maximum voltage 145 kV Continuous current 1200 A Rated interrupting current 40,000 A at maximum voltage Rated interrupting time 3 cycles 2) Current Transformers -Each circuit breaker phase is equipped with the following bushing current transformers: Bushing Bus side Bus side Line side Line side Maximum Ratio 600:5 200/400:5 600:5 200/400:5 E.2 - 2 Multi or Dual Ratio multi-ratio dual ratio multi-ratio dual ratio Accuracy Class C400 0.380.5 C400 0.380.5 Bl95/2145R0147:1443R c. CIRCUIT SWITCHER$ (ALL SUBSTATIONS) Manufacturer Type Nomimal Voltage Rated Maximum Voltage Continuous Current Rated Interrupting Current at Rated Maximum Voltage Rated Interrupting Time Rated Impulse Withstand Voltage, BIL d. COUPLING CAPACITOR Type Nominal System Voltage, kV Total Nominal Capacitance, Micro F Basic Impulse Insulation Level, kV Power Frequency Withstand Voltage, One Minute Dry, kV e. LINE TRAPS Type Inductance Impedance Level Within Desired Frequency Band Width Frequency Band Continuous Current Rating Thermal Short-Circuit Rating (2 Sec) Mechanical Short-Circuit Rating E.2 - 3 Siemens-Allis MFB Line Backer 138 kV 145 kV 1200 A 10,000 A Sym. 5 cycles 650 kV Westinghouse PC-7 138 0.0208 650 320 GE CF05A04NW5 0.53 mH 600 ohms 30 k Hz -150 k Hz 400 amperes 15,000 amperes 15,000 amperes B195/2145R0147:1443R a. SECTION 3 WRANGELL SWITCHYARD SHUNT REACTOR l} Shunt Reactor Manufacturer Output Cooling Voltage rating Frequency Basic insulation level Number of phases Temperature rise Impedance 2} Surge Arrestors Mfg. type Voltage rating 3} Current Transformers Mfg. catalog no. Type Ratio Accuracy class E.3 - 1 General Electric 7,500 kvar OA 69 Grd.Y/39.8 kV 60 Hz 350 k.V 3 65°C 626.334 ohms/phase Trangell, 9LllT 60 kV BR, 5 lead CT's Sushi ng type 600:5 multi-ratio caoo Bl95/2145R0147:1443R b. c. INSTRUMENT TRANSFORMERS 1) Current Transformers Manufacturer Electromagnetic Type IK-650 Insulation class 138 kV Basic Impulse Insulation Level 650 kV Ratio 200x400:5 Accuracy class 0.3B2.0 (X Wdg.) C400 ( Y Wdg.) 2) Voltage Transformers Manufacturer Electromagnetic Type U2-350-69 Insulation Class 69 kV Rated Primary Line-to-Ground Voltage 40.25 kV Basic Impulse Insulation Level 350 kV Power Frequency Withstand Voltage 165 kV Thermal Burden Rating at 30°C Ambient 6500 VA Rated Secondary Voltages Main Winding 115/67.08 Volts Auxiliary Winding 115/67.08 Volts Accuracy Class 0.3 w, x, v, z-zz 125 V DC SYSTEM (Same for Wrange 11 and Petersburg Substation} 1) Station Battery Manufacturer Number of Cells Nominal Voltage Nominal Capacity E.3 - 2 NIFE 92 125 v 100 AH Bl95/2145R0147:1443R 2) Battery Charger Manufacturer Input Voltage Nominal Output Voltage Output Current 3) DC Panelboard Manufacturer Nominal Voltage Main Breaker Number of Circuits d. COUPLING CAPACITORS Types Nominal System Voltage, kV Total Nominal Capacitance, Micro F Basic Impulse Insulation Level, kV Power Frequency Withstand Voltage, One Minute Dry, kV e. LINE TRAPS Type Inductance Impedance Level Within Desired Frequency Band Width Frequency Band Continuous Current Rating Thermal Short-Circuit Rating (2 Sec) Mechanical Short-Circuit Rating E.3-3 NIFE 240 V AC, 1 0 125 v 20 A Pederson Power Products 125 v 100 A 12 Westinghouse PC-7 & PC-8 138 0.0208 & 0.005 650 320 GE CF05A04NW5 0.53 mH and 0.265 mH 600 ohms 30 k Hz -150 k Hz 400 amperes 15,000 amperes 15,000 amperes Bl95/2145R0147:1443R SECTION 4 WRANGELL SUBSTATION a. MAIN POWER TRANSFORMER 1) Main Power Transformer Manufacturer Output Cooling method Winding temperature rise: 1. By resistance 2. Hottest spot Rated voltage (series/parallel) Transformer connection Winding BIL Bushing rating Impedance between windings High-Voltage H-Winding 69/138 kV L-L Wye, Grounded 650 kV 138 kV at 13,8000-12,470 V at 8,000 kVA Phase relationship High voltage taps (no load, full capacity) Above rated voltage Below rated voltage Low voltage taps (load tap changer) Above rated voltage Below rated voltage E.4 - 1 Westinghouse 8000/10000 kVA OA/FA 65°C 80°C Low Voltage Tertiary X-Winding Y-Windins 12.47 kV ( 35%) Wye, Grounded Delta 110 kV 15 kV 8.44% High-voltage in phase with low voltage Two, 2-1/2 percent Two, 2-1/2 percent Sixteen 5/8% steps Sixteen 5/8% steps Bl95/2145R0147:1443R 2) Surge Arresters Type Voltage rating Maximum Front-of-Wave Sparkover (crest} Maximum Discharge Voltage at 10 kA with an 8 x 20 microsecond wave (crest) Metal Oxide 60 kV 190 kV 174 kV 3} Current Transformers -Each transformer bushing is equipped with standard multi-ratio, relay type, bushing current transformers with maximum ratios and quantities as listed below: Maximum Bushing Ratio High Voltage 600:5 ampere 600:5 ampere Neutrals 600:5 ampere Low Voltage 600:5 ampere 600:5 ampere b. 12.5 KV METALCLAD SWITCHGEAR 1} Air Circuit Breakers Manufacturer Model No. Nominal voltage Rated maximum voltage Insulation level withstand test: Low frequency Impulse Rated continuous current at 60 Hz Rated short-circuit current at maximum rated kV (sym.) Rated interrupting time E.4-2 Multi or Accuracy Dual Ratio Class multi-ratio C8oo multi-ratio c8oo multi-ratio C8oo multi-ratio c8oo (0.3B0.5} multi-ratio c8oo (0.3B0.5} Westinghouse 150DHP 500 13.8 kV 15 kV 36 kV 95 kV 1200 A 18 kA 5 cycles B195/2145R0147:1443R 2) Bus Nominal voltage Rated maximum voltage Frequency Phases Continuous current-carrying capacity Temperature rise over 40°C Momentary current rating (rms amperes symmetrical) 3) Voltage Transformers Manufacturer Model No. Basic impulse level Voltage: Primary Secondary Ratio Accuracy class 4) Current Transformers Manufacturer Model No. Basic impulse level Current: Primary Secondary Ratio Nominal system voltage Accuracy class E.4 - 3 12.47 kV 15 kV 60 Hz 3 1200 amperes 65°C 20 kA General Electric JVM-5 95 kV 7,200 V line to neutral 120 V line to neutral 60:1 0.3W-Z Abbot Magnetics Model 185 95 I<V 600 A 5 A 120 to 1 12.47 I<V 0.380.5, C200 Bl95/2145R0147:1443R c. COUPLING CAPACITOR Type Nominal System Voltage, kV Total Nominal Capacitance, Micro F Basic Impulse Insulation Level, kV Power Frequency Withstand Voltage, One Minute Dry, kV d. LINE TRAPS Type Inductance Impedance Level Within Desired Frequency Band Width Frequency Band Continuous Current Rating Thermal Short-Circuit Rating (2 Sec) Mechanical Short-Circuit Rating E.4 - 4 Westinghouse PC-8 138 0.005 650 320 GE CF05A04NW5 0.265 mH 600 ohms 30 k Hz -150 k Hz 400 amperes 15,000 amperes 15,000 amperes Bl95/2145R0147:1443R SECTION 5 PETERSBURG SUBSTATION a. MAIN POWER TRANSFORMER 1) Main Power Transformer Westinghouse Manufacturer Output 12000/16000/20000 kVA 4200/5000/7000 kVA (Delta Wdg.) Cooling t~ethod OA/FA/FA Winding Temperature Rise: a. By resistance 65° C b. Hottest spot 80° C High-Voltage Low-Voltage Tertiary H-Winding X-Winding Y-Winding Rated Voltage (series/parallel) 69/138 kV L-L 24.9 kV 6.9 kV Transformer Connection Wye~ Grounded Wye, Grounded Delta Winding BIL 650 kV 150 kV 110 kV Bushing Rating 138 kV 25 kV 15 kV Impedance between Wind- ings at 138,000-24,940 V at 12,000 kVA 8. 77% Phase Relationship High-voltage in phase with low-voltage High Voltage Taps (no load, full capacity) Above rated voltage Two, 2-1/2 percent Below rated voltage Two, 2-1/2 percent Low Voltage Taps (Load Tap Changer) Above rated voltage Sixteen 5/8% Steps Below rated voltage Sixteen 5/8% Steps E.5 - 1 Bl95/2145R0147:1443R 2) Surge Arresters Type Voltage Rating Maximum Front-of-Wave Sparkover {crest) Maximum Discharge Voltage at 10 kA with an 8 x 20 microsecond wave {crest) Metal Oxide 60 kV 190 kV 174 kV 3) Current Transformers -Each transformer bushing is equipped with standard multi-ratio, relay type, bushing current transformers with maximum ratios and quantities as listed below: b. Maximum Bushing Ratio High Voltage 600:5 ampere 600:5 ampere Neutrals 600:5 ampere Low Voltage 600:5 ampere 600:5 ampere VACUUM CIRCUIT RECLOSERS 1) Vacuum Circuit Reclosers Manufacturer Model No. Interrupting Type Nominal Voltage Rated Maximum Voltage Continuous Current Interrupting Current, sym. 2) Current Transformers Type Maximum Ratio Multi or Accuracy Dual Ratio Class multi-ratio multi-ratio multi-ratio multi-ratio multi-ratio McGraw-Edison VWVE caoo caoo CBOO caoo {0.3B0.5) caoo co.3B0.5) Vacuum, Automatic 24.9 kV 27.0 kV 560 A 12,000 A Multi-ratio 600:5 E.5 - 2 Bl95/2145R0147:1443R c. VOLTAGE TRANSFORMERS Phase to Phase Phase to Ground (Two Bushing) (One Bushing) Manufacturer General Electric General Electric Type JVW-6 JVW-6 Insulation Class 25 k:V 25 k:V Basic Impulse Insulation Level 125 k:V 125 k:V Rated Secondary 120 v 120 v Ratio 200:1 120:1 Accuracy Class 0.3 w, X, M, Y 0.3 w, X, M, Y d. DISCONNECT AND FUSED DISCONNECT SWITCHES Disconnect Recloser Bypass Fuses Manufacturer s & c s & c Type Hook: SM-5, 300E Nominal System Voltage 25 k:V 25 k:V Basic Impulse Insulation 150 k:V Continuous Current 600 A 600 A E.5 - 3 Bl95/2145R0147:1443R F TYEE LAKE HYDROELECTRIC PROJECT FINAL DESIGN REPORT APPENDIX F CIVIL AND MISCELLANEOUS DATA CONTENTS Section Page l. COLUMBIA CEMENT CORPORATION PORTLAND CEMENT TYPE II ANALYSIS F .l-1 2. NORTHWEST TESTING LABORATORIES a. CONCRETE MIXING WATER F.2-1 b. AGGREGATE DATA F.2-2 c. CONCRETE TRIAL BATCH -4000 MIX F .2-3 d. CONCRETE TRIAL BATCH -3000 MIX F .2-4 3. TAILRACE RIPRAP SIEVE ANALYSIS F .3-l - i - onsignee: . C 0 L U M B I A C E M E ~ T C 0 R P 0 R A T I :~(JY~ A SuBSIDIARY OF FILTROL CORPORATION n~ . . :f£7W. P .0. BOX 37 . .,. APR 10 1SB2 ~· BELLINGHAM, WASHINGTON 98225 Harrison Western, Inc. 1208 Quail Street ' . Lakewood, Colorado 80215 Attn: Mike Hoye Lake Tyee Dam Job Date Shipped 13 April 82 Quantity Approx.624 Tons Shipped by Truck ------- PORTLAND CEMENT -TYPE II FEDERAL SPECIFICATIONS • • A S~T M SPECIFICATIONS •• AJt:>.H.o: '"·'""'~ ------- ClS0-81 M-B5 A. Chemical Composition: Percent Silicon Dioxide ~Si02) 21.59 Ferric Oxide (Fe 03) • . . 2.89 Aluminum Oxide (Al20T) . • . . . . 4.25 Magnesium Oxide (MgO . . 2.65 Sulfur Trioxide (S03) . • . . . . • 2.71 Ignition Loss . . . . . • . . • . 2.20 Alkalies 0.57 " • • . . . . . . . Insoluble Residue . . . . . . o.:n Tricalcium Silicate • . • . • . . 49.7 Tricalcium Aluminate • . . . . . . 6.4 B. . Physical Properties Special Surface (Blaine) .• . . . . . 3910 Cm 2 /Gram.~ Expansion, Autoclave .-0.058 ' . • . . . . . Air Entrainment (Volume). • . . H.? ' Setting Time:(Gilmore) Initial Set 2 Hrs. 45 Mins. Final Set 5 Hrs. 00 Mins. Strength .Compressive . . 1 Day 1350 Lbs. per Sq. In. 3 Days 2SSO Lbs.per Sq. In. 7 Days 3650 Lbs. per Sq. In. 28 Days N7J: Lbs.per Sq. In. We hereby certify that the cement contained in this shipment conforms or exceeds every requirement for Portland Cement in ·the above specification. We are not responsible for improper use or workmanship. COLPMBIA CEMENT CORPORATION ~~li/g~, Washington By~-A For the Ch1ef emist F.l-1 I NPRTHWEST TESTING LABORATORIES ' CONITIIUCTION INIIPIICnON "AnlltALS INSI"'ICTION [MICAL ANALY~I8 ,-<\'lOCAL TESTING • 1 I S N. N I S S I S S I P P I A V E N U E P. 0. a 0 X I 7 1 & e P 0 It T L A N D. 0 It E G 0 N 8 7 2 1 7 April 6, 1982 Harrison Western Corporation 1208 Quail Street Denver, Colorado 80215 Attention: Mr. Larry s. Toth Gentlemen: -N·DI:STitUCTIYil ftSTING WIIL.DING ClliiTIP'ICATION •o;L. TUTINO USA'I'ING Subject: Analysis and tests performed on one (1) water sample submitted on 2-12-82, per your PO Number 6l188-1238TY. REPORT: Item: Concrete Mixing Water Project: Tyee Lake, Bradfield Canal, AK Ketchikan, Alaska Analysis: pH • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Total Solids, ppm •••••••••••••• Iron (Fe), ppm ••••••••••••••••• Sulfate (S04), ppm ••••••••••••• Chloride (Cl), ppm ••••••••••••• Total Hardness (CaC03), ppm •••• Set-Time: 5.63 27.0 0.4 4.3 0.7 12.6 Sample Initial Set Final Set Control Mixing Water 130 110 290 265 Mortar Compressive Strength, 14 days: Sample Control Mixing Water Report Number: 249932 Compresseive Strength ·Esi 4,210 4,130 F.2-1 Change, ' -1.9 Change, \ Inital Final -15.4 -8.6 INC. NORTHWEST TESTING LABORATORIES 22SS -NUGGI:T WAY 1: U G 1: N E. 0 R 1: G 0 N e 7 " 0 3 t·; -,.vrttt'llilf tlttti .. ICTIOitJI ~ i4L.a. ...... ,c.,.o,., "M1MICAL. 6"ALYIUt• ........ ,,."' ·u .• , ... G AGGRmATB DATA -*********************** 3/4" to #4 Reblended Gravel Screen Percent Size Passin& 1" 100.0 3/4" 95.0 1/2" 51.0 3/8" 28.6 #4 o.o ASTM C-33 100 90-100 20-55 0-10 Specific Gravity (Bulk SSD) •••• 2.63 Absorption •••••••••••••••••••• 1.2 ~ Reblended Concrete Sand 3/8" 1/4 liB 1116 fi}O #50 #100 100.0 98.8 87.1 76.0 46.8 15.2 2.3 100 95-100 80-100 50-85 25-60 10-}0 2-10 Fineness Modulus ••••••••••••••• 2.74 Spe:i!ic Gravity (Bulk SSD) •••• 2.66 Absorption •••••••••••••••••••• 2.01 ~ F.2-2 tfntw f•t ._1HUI ttVf H ',l•f•• Wfill'l.t Ut""'' l t IRtll h li I '1t~ . .. NORTHWEST TESTING LABORATORIES 228!J -NUGGET WAY K U G E H E. 0 R E G 0 H 8 7 til 0 3 '-_ ·•,t!._•ucTtC"fif .... ,.!C:1 •ollli ttA \J... 1tt.,.£:C. tiO"- ~"""'h AL *"Al. Y6ta 1'1\ICAL. 'fl6,tNCl Material Cement CONCRETE 1'RIAL BATCH 6.5 sacks Columbia Cement 3/4• max. size aggregate Pozzolith 322N Water Reducer MB-AE 10 Air Entraining Asent Pounds Saturated Surface Dry Concrete Sand Gravel: 3/4• to 14 Water (28.8 &ala.) 611 1166 1870 240 lbs. Admix -Pozzolith 32ZN - 5 oz. per 100 lbs. of cement * Admix -MB-AE 10 Air Entraining Agent Unit Weight •••••••••••• 143.96 lbs./cu.ft. Slump ••••••••••••••••• 2 1{2" Percent Air •••••••••••• 7.1 Compressive Strength of Test Cylinders: 7 days 14 days 28 days • • • • • • • • • • • • • • • • • • e e e • I e I • • e e I e e e e • • • • • • • • • • • • • • • • • 3735 p.s.i. 4345 p.s.i. 5900 p.s.i. ~lient: Harrison Western Corporation Project: Tyee Lake Hydroelectric Project Report No. E-38723 Dated: March 29, 1982 WWlLIJifitrU• "lt~ttl" At,~•r, :. l ,, ~t'"·· * Moisture corrections should be made at all times when batching concrete. The amount of air entraining agent to be used should be dtermined in the field. F.2-3 • NORTHWEST TESTING LABORATORIES 2285 -N U G G 1: T W A V i; U G E N E. 0 lit E G 0 N e 7 • 0 3 Cl tUC TICtw t11.NCTt0"' .::.•. ~ AliU ......... IC.'TtON MtthCAL. Afllll.t.LY.I& ,..,., iofCA"-TIS'f•NG Material Cement CONCRETE TRIAL BATCH 5.5 sack Columbia cement 3/4• max. size aggregate Pozzolith 322N Water Reducer MB-AE 10 Air Entraining A&ent Pounds Saturated Surface Dey Concrete Sand Gravel: 3/4" to #4 Water (28.2 &als.) 517 1259 1870 235 lbs. Admix -Pozzolith 322N -5 oz. per 100 lbs. of cement * Admix -MB-AE Air Entraining Agent Unit Weight •••••••••• Slump • • • • • • • • • • • • • • • Percent Air •••••••••• 143.74 lbs./eu.ft. 2 3/4" 7.0 Compressive Strength of Test Cylinders: 7 days ••••••••••••••• 3120 p.s.i. 14 days ••••••••••••••• 3825 p.s.i. 28 days ••••••••••••••• 5385 p.s.i. Client: Harrison Western Corporation Project: Tyee Lake Hydroelectric Project Report No. E-38724 Dated: March 29, 1962 tiiOh li'tt.JUU( liVf II t..l,~ ..... 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