ML20027C163
| ML20027C163 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 10/07/1982 |
| From: | Doris Lewis BECHTEL GROUP, INC., CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML20027C155 | List: |
| References | |
| ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8210130505 | |
| Download: ML20027C163 (80) | |
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UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD In the Matter of Docket Nos. 50-329 OM 50-330 OM . CONSUMERS POWER COMPANY Docket Nos. 50-329 OL (Midland Plant Units 1 and 2) 50-330 OL TESTIMONY OF DONALD F. LEWIS ON BEllALF OF Tile APPLICANT REGARDING UNDERGROUND PIPING AT THE MIDLAND PLANT l t l i i-l 8210130505 821008 PDR ADOCK 05000339 T pm i
s\ c UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD In the Matter of Docket Nos. 50-329 OM 50-330 OM CONSUMERS POWER COMPANY Docket Nos. 50-329 OL (Midland Plant Units 1 and 2 50-330 OL AFFIDAVIT OF DONALD F. LEWIS My name is Donald F. Lewis. I am employed by_Bechtel Associates Professional Corporation as the acting assistant project engineer and the engineering group supervisor for the Midland Nuclear Project. In this position, I am responsible for licensing activities, including evaluation of specific design issues with respect to licensing and technical requirements. I have a total of 15 years of experience in the nuclear power industry. Nine of these years have been in the design and construction of commercial nuclear power plants. The balance of my experience has been in the United States Navy as an officer in the Naval Nuclear Propulsion Program. I have a Bachelor of Science degree in Physics from Rensselaer Polytechnic Institute. In addition, during my service as a naval of ficer, I attended the United States Navy Nuclear Power School in Bainbridge, Maryland and the United States Navy Nuclear Power Training Prototype Unit-in West Milton, New York.
s 0-In 1973, af ter leaving the Navy, I went to work for Bechtel Power Corporation as the nuclear steam supply system coordinator on Portland 3, General Electric Company's Pebble Springs Nuclear Project and held the same position on Iowa Power ' Company's Central Iowa Nuclear Project. In these positions, I was responsible for incorporation of the reactor and reactor auxiliary systems into 'the plant design, schedule and licensing-effort. Beginning in 1976, I served as the nuclear discipline specialist in Bechtel's Ann Arbor area office. In this position, I was responsible for providing technical assistance to projects on nuclear, environmental, and
- licensing matters. I have _ also held the position of mechanical nuclear design group supervisor for the American Electric Power Nuclear Plant studies. I am also the former Vice Chairmsa of the Michigan Section of
~ the American Nuclear Society, and was a past member of the ANS 51 Standard Committee to develop PWR design criteria.
In connection with my current positions as assistant project engineer and engineering supervisor for the Midland nuclear project, I am responsible for licensing activities with respect to the underground safety related piping at the Midland Nuclear Plant, as well as evaluation of specific design issues with respect to licensing and technical requirements. 1
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I.am primarily responsible for this testimony on the underground piping, with significant input provided by Consumers Power Company in 4 . Section 3.0 through 3.6. I affirm that the statements in this caffidavit and in the underground piping testimony are true'and correct, to the best of my knowledge and belief. 0~ >% Donald F. Lewis l Sworn and' subscribed to before me this 7 day of [A , 1982. D Ak Natary Public', Washtenaw County Mt39~C2M3e rosar mzac, nromy c3 stra
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r 4. 4 Midland Plant Public Hearing Testimony 3 . TABLE OF CONTENTS
1.0 BACKGROUND
1.1 SCOPE OF TESTIMONY 1.2 GENERAL 2.0 SOIL PROFILES ALONC SERVICE WATER SYSTEM PIPING & SETTLEMENT INFORMATION 3.0 MONITORING PROGRAM FOR UNDERGROUND PIPING 3.1 STRAIN GAGE MONITORING 3.2 VERTICAL SETTLEMENT MARKERS 3.3 TECHNICAL SPECIFICATION ACCEPTANCE CRITERIA AND ACTIONS 3.4 MONITORING FREQUENCY 3.5 RATTLESPACE MONITORING 3.6 LAYDOWN LOADS AND SAFETY GRADE UTILITIES 4.0 REINSTALLATION PROGRAM FOR 36" AND 26" SERVICE WATER SYSTEM 4.1 DEFINITIONS 4.2 BASIS FOR REINSTALLATION PROGRAh 4.3 SCOPE OF REINSTALLATION PROGRAM 4.4 SOILS AND FILL CONDITIONS 4.5 MATERIAL 4.6 ANALYSES 4.7 REINSTALLATION PROCEDURE 5.0 CORROSION OF UNDERGROUND STAINLESS STEEL PIPING B 1
4 t . REFERENCES
- 1. - CPCo letter Serial 16881, 5/3/82 (attached)
- 2. CPCo letter Serial 16269,.3/16/82-(attached)
- 3. ASME Subsection ND,1971 Edition w/ Addenda through Summer,1973
- 4. ASME Subsection ND, 1977 Edition TABLES
- 1. Monitoring Station Ovality and Corresponding Strain
- 2. Laydown Load Allowables
- 3. Summary of Soil Constants for Fly Ash Concrete
- 4. Stress Summary for Buried Service Water Piping
- 5. Structures, Facilities, and Utilities Encountered or Affected by Excavation FICURES
- 1. Strain /0vality Curve
- 2. Sketch C-745, as Modified 8/12/82
- 3. Pipe Settlement Marker Detail
- 4. Sketch M-1320 I
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S UNDERGROUND PIPING
1.0 BACKGROUND
1.1 SCOPE OF TESTlMONY This testimony provides updated information regarding underground piping at the Midland Plant. It addresses open items identified .during hearings held in February,1982 on the subject of underground piping and tanks. The open items for which the applicant was responsible are the following: Provide to the NRC staff soil profiles along the service water system piping and information establishing 3 inches of overall future predicted settlement. Resolve with the NRC staff the curve to be used to define the relationship of piping strain to piping ovality. Submit to the NRC staff the replacement program for the 36-inch diameter service water system piping. Submit to the NRC staff the program for monitoring settlement and strain in the service water system and other seismic Category I piping. -- One open item to be resolved by the NRC staff was to address corrosion of piping at the Midland plant. This testimony addresses the results of actions taken to address concerns for the corrosion of underground stainless steel safety related piping. 1.2 GENERAL At the time of the submittal of the previous testimony on underground piping and tanks, concerns for the adequacy of the 1.
v. underground piping and tanks had been identified and addressed. Commitments had been made _ to undertake specific remedial fixes and institute monitoring programs. Since that time, the design for the remedial fixes and the program for monitoring lof the underground piping have been substantially defined.. In addition, open items with the NRC staff have been resolved. In the process of fulfilling previous commitments' and finalizing the design, some modifications to the design have been made. These modifications have been reviewed and approved by the NRC staff. The following sections of this testimony will identify modifications to the design and monitoring program. 2.0 SOIL PROFILES ALONG SERVICE WATER SYSTEM PIPING & SETTLEMENT INFORMATION Prior to the previous hearings on underground piping in February,1982, the applicant had provided to the NRC staff sketches that showed the results of soils borings and related the locations of these borings to two of the underground service water system pipes. These sketches have been referred to as soil profiles. During the previous hearings on underground piping in February,1982, the NRC staff requested that similar sketches be provided for the remaining underground service water system pipes. These sketches were provided to the NRC-staff in March, 1982. Our understanding from the NRC staff is that these profiles provided the information required. 2.
r - 4 Information establishing.the basis for the applicant's estimate of 3 inches of overall settlement for the next 40 years for buried piping located on fill material which is not replaced was provided to the NRC
. staff by ' the applicant's letter, Serial 16881, dated May 3, 1982(1). Our understanding from the NRC staf f is that no open or unresolved items '
exist with respect to this estimate of future settlement at this time. 3.0 MONITORING PROGRAM FOR UNDERGROUND PIPING
- At the time of the previous hearings on underground piping, the NRC staff and the applicant had reached agreement on the concept of relating piping ovality to piping strain and to utilize this relationship in a monitoring program for the piping during plant operation. A
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specific-strain to ovality relationship had been developed by the applicant and submitted to the NRC staff (2). Resolution of this relationship was identified as an open item in the previous hearings. This item has now been resolved and the agreed upon relationship is presented in Figure 1 to this testimony. The general concept of long term monitoring for the underground safety grade piping subjected to soil settlement has not changed since-the previous hearing testimony presented in February 1982. Various details have been modified as a result of comments received from the NRC staff. In addition, we have agreed to monitor the building penetration clearance (rattlespace) of certain pipes and. to limit the laydown loads
.over buried safety grade utilities. This section summarizes the results of the monitoring program changes f rom the previous testimony presented by the applicant.
3.
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-3.1 STRAIN CAGE MONITORING Because of the differences the staf f and applicant had in 3 ,
methodology for determining the strain versus ovality relationship, the curve for:the 26 inch diameter piping was redefined based on experimental data.- The curve shown in Figure 1 is the result of a conservative plot through the experimental data available on strain versus ovality. This curve is used to determine the equivalent strains for. the allowable ovality and the measured ovality data taken on the Midland service water piping. The ovality allowable is 4% (equivalent to 0.0048 inch / inch strain), which includes the appropriate safety factor agreed upon previously. Using the curve of Figure 1, the ovalization data measured in the 26 inch diameter pipe can be transformed to an equivalent strain. This equivalent strairi value is subtracted from the allowable (.0048 inch / inch) to determine the future allowable for the strain monitoring stations selected on the piping. Table 1 shows the measured ovality, corresponding meridional strain, and future allowable strain for all strain monitoring stations on the buried Midland safety grade piping. The method used to calculate the future allowable strain ' allows the pipe strain resulting from soil settlement before the 1981 data to be accounted for at each station. Table 1 also specifies the number of strain gages for each monitoring station. The number of gages were det armined by reviewing the pipe elevation profiles for abrupt inflection points and critical buckling zones. The strain gages are to be mounted one pipe diameter apart along the top line of the pipa and centered at the given monitoring station. 4.
. 3.2 VERTICAL' SETTLEMENT MARKERS
. Vertical settlement markers were:added at various monitoring-3, stations to supplement che pipe : strain gage measurements. Their locations have been ' chosen in accordance with the following guidelines:
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Locations where loosely compacted soil may exist, based on borings take'n throughout the plant site fill material.
- 2. Locations where high' future differential settlement could potentially ' occur due to' underlying utilities.
. Figure 2 is a monitoring station location diagram for: hoth strain gage monitors.and settlement markers. Stations which have settlement markers are indicated by a star notation as referenced _by' the sketch legend. Figure 3 is. a drawing of a typical pipe settlement marker.which will be attached directly to the' pipe.
The vertical settlement measurements shall be based upon the-initial installation survey of the markers. This- survey shall establish an elevation datum. The subsequent surveys shall be compared against the datum to calculate the pipe movements. The differential vertical displacement from the initial datum to the current survey measurement shall be used for comparison to the acceptance criteria. The acceptance criteria is tied to the conservative upper limit of predicted maximum
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future settlement (3 inches). 3.3 TECHNICAL SPECIFICATION ACCEPTANCE CRITERIA-AND ACTIONS If either the' future- allowable strain specified in Table A or 75T of the vertical settlement critaria 3 inches is reached, a reportable 5.
occurrence will be enforced. Increased monitoring frequency will be , 4 required. NRC notification and-an engineering evaluation of the situation shall be initiated. Supplemental reports to the NRC will follow the initial notification to describe the final resolution and
-actions. Such actions may include excavation' of piping in.the af fected zone for_ visual examination' and possible replacement' or sleeving. Strain
, gages' which are determined to be providing faulty data will be , recalibrated or replaced within ninety days during the first five years of monitoring. 3.4 MONITORING FREQUENCY The monitoring frequency has changed slightly since the applicant's previously submitted testimony. -The measuring frequency for the monitoring stations is the same for both strain gages and vertical settlement markers.- The monitoring schedule submitted in the FSAR technical specification is as follows:
- 1. At least once per 30 days during the first 6 months of unit operation and -until the observed settlement has stabilized at less than or equal to 0.10 inches from the previous 4
reading.
~ 2. At least once per 90 days during the first 5 years of plant operation for all stations. After the fifth year, a report to the NRC on the need to continue monitoring the field stations based on the evaluation of time history plots of the collected data.
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l l 3.~ - Af ter the fif th year of plant operation, anchor' stations shall be monitored on a yearly basis for plant operating y, life.
- 4. In case of an unusual event (seismic, system' upset !
conditions) monitor all stations immediately. f 5.- Upon a reportable occurrence, increase monitoring frequency on a basis as determined necessary by the licensee and- the NRC. 3.5 RATTLESPACE MONITORING The penetration clearances (rattlespace) of .certain pipes will also be monitored for adequate clearance. The piping penetrations into buildings where the safety grade pipes have not been reanalyzed and -
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rebedded will be monitored. Penetrations to be monitored at the auxiliary building are associated with the following piping: 18-lHCB-1, i 18-1HCB-2, 18-2HCB-1, 18-2HCB-2, 26-OHBC-15, 26-OHBC-16, 26-OHBC-19, 26-OHBC-20. At the diesel generator building, the following penetrations . , will be monitored: 8-lHBC-311, 8-lhBC-310,' 8-2HBC-81, 8-2HBC-82. The soil' settlement, seismic, and thermal displacements will be combined and compared to the available annular space'to ensure at least a-0.5 inch saf ety margin. The monitoring frequency will be yearly for the first five years of-plant operation. !- 3.6 LAYDOWN LOADS.AND SAFETY GRADE UTILITIES l '. Load. limits have been specified to prevent a surcharging effect .~ - l from laydown loads for long term storage over buried safety grade piping i L 7. l-
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r and conduits. Exclusion zones will be used to designate the affected safety grade utility and the maximum allowable loads and time limits. Table 2 is the proposed technical specification limits to be submitted in the FSAR. The basis for the specified limits is an allowable surcharge settlement of 0.5 inches at a depth 7 feet below the ground surface, which is the average utility depth. The control procedure to administer this program will be handled in conjunction with the plant operating procedures for controlling heavy loads inside the plant. 4.0 REINSTALLATION PROGRAM FOR 36" AND 26" SERVICE WATER SYSTEM PIPING During the previous evidentiary hearing on underground piping, the applicant committed to replace the 36-inch diameter service water system piping as a result of the inability '.o reach resolution with the NRC staff as to the adequacy of the existing piping. Following those hearings in April,1982, it was determined that it was also necessary to rebed a portion of the buried 26-inch diameter servce water piping as part of a fill replacement program to resolve potential liquefaction concerns. The following subsections of this testimony will discuss the basis for and extent of the rebedding of the 26-inch diameter piping and the program for the replacement of the 36-inch diameter buried service water pipes. The reinstallation program was first submitted to the NRC in March, 1982 by applicant's Serial 16269 dated March 16, 1982(2). The NRC staf f reviewed the design associated with the reinstallation program in detail in the course of an audit held in August, 1982. It is our understanding that at this time, no open items exist between the NRC staf f and the applicant regarding this reinstallation program. 8. I
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l 1 4.1 DEFINITIONS' ' The following definitions are for terms as they are used in this 3 ,
' testimony:
Replace - The removal of existing buried pipe and the installation of new pipe. Rebed - The exposure of the existing buried pipe, removal of underlying soil, placement of new underlying fly ash concrete fill, and realigment' of existing pipe, repair coating, and backfill around and over pipe. Reinstall - Encompasses both the replacing and rebedding of pipicg discussed in this testimony. 4.2 BASIS FOR REINSTALLATION FROGRAM The ability of the safety related buried pipe at the Midland nuclear plant to perform its intended safety functions over the life of the plant has been discussed extensively with the NRC staff. . Agreement has been reached between Consumers Power Company and the NRC staf f on the acceptability of a portion of the safety related piping. However, because no agreement has been reached on appropriate acceptance criteria for the 36-inch buried service water system piping, the applicant will replace it. Some 26-inch diameter buried service water system piping, the ability of which to perform its intended safety function over the life of the plant was deemed acceptable, will nevertheless be rebedded as part of the fill replacement program to resolve liquefaction concerns (2). The necessity of rebedding this pipe was brought into focus in early 1982. 9.
The results of the dewstering recharge tests confirmed that the ground water level in the area ' adjacent to the intake structures (SWPS and CWIS)
, .would rise above el.'610(the technical specification action limit).
within a restrictively short time af ter loss of dewatering capability.
.Therefore, action was initiated to obtain NRC concurrence to rebed the affected pipe using a fill material that was not subject to liquefaction.
~4.3 SCOPE OF REINSTALLATION PROCRAM The reinstallation program discussed herein includes the replacement of the buried 36-inch diameter service water system piping in the vicinity of the service water pump structure and the rebedding of the two buried 26-inch diameter service water lines immediately adjacent to the circulating water intake structure. Figure 4 of this testimony identifies the boundary of the reinsta11ation program.
The lines to be replaced are identified as: r 36"-OHBC-15 36"-OHBC-16 ~ 36"-0HBC-19 36"-OHBC-20 t These are the service water supply and return lines at the point of entry to and from the service water pump structure. The replacement j will be made from a point inside the service water pump structure near , the penetration up to, but not including, the T-fitting. The pipes to be rebedded are portions of lines 26"-OHBC-53 and 26"-OHBC-54. These are service water supply and return lines to and from the diesel generator and turbine buildings. The lines to be rebedded extend from the 36" lines to a ' point even with the southwest edge of the circulating water intake structure. i 10.
4.4 SOILS AND' FILL CONDITIONS-Logs of exploratory borings along the sections of ' 26-inch 'and
, inch ~ diameter pipe to be reinstalled indicate that the subsurface soil consists of 7heterogeneous compacted fill from the ground surface (el. 634') to approximately el. 600'. The fill material rests on very dense, natural sands.or hard, silty clays. Blowcounts observed in exploration ' borings adjacent to the service water pump structure and the '
circulating water intake structure indicate that sands' are loose to medium dense above el. 610' and have the potential .of liquifying if not dewatered and a safe shutdown earthquake occurs at the site. Fill material within the limits indicated on Figure 4 will be excavated down to el. 610' and replaced with a suitable material' to minimire settlement and prevent liquifaction. Predicted future settlement, considering replacement of loose or sof t fill material, is
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not expected to exceed 1 1/2 inches. Loads from these settlements are included in the pipe design. The replacement fill material will be a , type of low-strength fly
. ash concrete similar to the material known by the brand name K-KRETE.-
The properties of-the new fill material will be similar to those provided
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in Table 3 to ' this testimony. These properties will be verified by + testing. 4.5 MATERIALS The existing 36-inch diameter buried pipe will be replaced with pipe of 36-inch diameter, 0.625" nominal wall thickness, welded ASME SA-672, Grade B-70, Class 20, hydrostatically tested'in accordance with ASTM A-530, Sec.:5. 11.
The pipe is locally isolated from the differential settlement caused by the transition from the old fill to the new fill by encasing it in a compressible material. The compressibility of this material is such
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3 , that the pipe is effectively suspended from where it is actually in contact with the old fill to where it is actually in contact with the new fill (see Figure 4).' The material to be used to replace the excavated fill is described in Section 4.4. 4.6 ANALYSES The reinstalled buried pipe has been analyzed.for appropriate ASME-load combinations and settlement stresses. The ASME Code Equations 8, 9, and 10(3) and Code Case 1606-1 include stresses due to: a) Design and peak pressure b) Weight and sustained loads (including overburden) c) Seismic inertial loads (both OBE and SSE) d) Thermal expansion e) Seismic anchor movements Table 4 shows a summary of computed stresses compared to allowable stresses for the ASME code equations and Code Case 1606-1. The allowable stresses are taken from the ASME Code (3), Appendix I, for the materials and operating temperature relevant to the piping under discussion. Pipe support and component loads are combined in accordance with FSAR Table 3.9-3A. The new 36-inch diameter service water piping is analyzed utilizing Bechtel computer program ME101, which is described in FSAR Section 3.9.1.2. Response spectrum analysis is performed using the SWPS 12.
- response spectra. Piping is modeled from equipment anchors in the SWPS to fictitious two-way restraints located 30 feet from the new fill /old fill interface. Soil stiffnesses for both the old and the new fill are considered in ,this analysis. The seismic stresses within the piping system are evaluated for both the upset and faulted conditions per ASME Section III, Division I, Paragraph ND 3652.2 and Code Case 1606-1.
Seismic effects of buried pioing are considered for design of supports and restraints located inside the SWPS. Thermal analysis utilizes Bechtel computer program ME101. A mathematical model is prepered for all of the buried piping, pf ning inside the SWPS and some portions of piping in' side the auxiliary building. Soil ef fects are considered in the analysis by modeling soil springs and the frictional effect is accounted for by modifyir.g the thermal expansion. Thermal stresses are evaluated per ASME Section III, Division 1, Paragraph ND-3652.3, Equation 10 or Equation 11. The mathematical model for the seismic- anchor movement (SAM) analysis considers all piping inside the SWPS and. includes buried piping to locations 30 feet from SWPS wall. The model considers all pipe supports, equipment nozzle connections, and expansion joints. Seismic anchor movements are applied to all restraints and anchors inside the SWPS. Buried piping is considered in the analysis to be out of phase with piping inside the SWPS. SAM stresses are combined with thermal stresses and evaluated per ASME Section III, Division I, Paragraph ND 3652.3, Equation 10 or Equation 11. 13.
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l The settlement analysis considers the.effect of future soil settlement. --The settlement is considered for both the new fill and also the existing' fill. The piping mathematical model encompasses'all piping in the SWPS'and terminates 30 feet beyond the new fill /old fill interface.' The worst combinations of settlement are considered. The first case considers that the old soil will settle 3 inches while the new fill does not settle. The second case assumes that future settlement of the new fill will be 11/2 inches and no settlement will occur in the old soil and the SWPS. The settlement stresses for both cases are evaluated individually per-ASME Section'III, Division I, Paragraph NC 3652.3, Equation 10a(4). Settlement effects of buried piping are considered for the design of expansion joints, supports, and restraints located inside the SWPS. 4.7 REINSTALLATION PROCEDURE-The reinstallation of these lines will be coordinated with the SWPS underpinning. The excavation required to expose these lines and repla.ce unsuitable fill and the excavation for underpinning of the SWPS' will be contiguous. The underground _ utilities that will be exposed during the excavation work will be supported and protected as necessary to preclude damage. A list of structures,. facilities, and utilities that may_ be encountered or affected by this excavation is included in Table 5. Precautions.to preclude damage may include measures such as: a) Shoring and bracing supporting fill b) Complete temporary support c) Staking utility locations prior to excavation d) lland excavation near utilities 14.
6 Because of the need for the 36-inch pipe to meet the startup testing schedule, the 36-inch pipe will be ' replaced, and then temporarily backfilled for frost protection, by early February,1983.- Subsequently, during the 1983 construction season, the temporary backfill will be removed and the soil replacement and 26-inch pipe rebedding program will be completed. The existing 36-inch pipe to be replaced will be cut at the tee fitting and at a point inside the SWPS near the penetration During the soil replacement _and pipe rebedding stage of the reinstallation program, the lines will be lef t in place and temporarily supported. The 26-inch pipe to be rebedded will be exposed to at least the tee where it connects to the 36-inch line and to a point approximately even with the southwest edge of the CWIS. The 36-inch pipe which was replaced will again be exposed. The soil beneath the pipes, within the limits shown in Figure 4, will be removed and replaced with fly ash concrete (as discussed in Section 4.4). Before being rebedded, the pipe will be inspected to verify the integrity of the pipe and the external corrosion coating and then encased in compressible material l where applicable. I The pipe will be fabricated and installed, and the material used to replace unsuitable fill and to backfill the excavation will be placed, I in accordance with existing design drawings and specifications. Relevant documents include: a) Drawing 7220-M-169(Q), Yard Piping Plan Area E b) Specification 7220-M-204(Q), Field Fabrication and Installation of Piping for Nuclear Service 15.
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,I c) ' Specification 7220-M-214(Q), Piping System Erection Fit-Up Control d) Specification 7220-G-8, Protective Coating for Buried
. Carbon' Steel Pipe
~ e) Drawing 7220-C-2031(Q), Excavation Area Plan and Section f) Specification-7220-C-211(Q), Backfill g) Specification 7220-C-230(Q), Operating Onsite and Of fsite Batch Plant and Furnish Concrete '
'5.0 CORROSION OF UNDERGROUND STAINLESS STEEL PIPING Excavation under the Unit 1 condensate storage tank in June of 1979 revealed pitting corrosion on the buried 6-inch stainless steel fill line, 6"-lHCD-513. In October of 1980, two further instances of corroded buried stainless steel. pipe were noted, on line 1 1/2"-0 ECD-62,- and on abandoned line 4"-2HCB-18. All three of these instances were ultimately attributed to stray welding current corrosion. None of these instances was in a safety related line.
Because of the observed corrosion of buried stainless steel, some concera existed that corrosion of buried safety related stainless steel [ lines might lead to failure of those lines. A survey showed that the only buried safety related lines were 18"-l&2HCB-1 and -2. These are the borated water storage tank (BWST) discharge lines leading south from the BWSTs into the auxiliary building. It was decided to excavate and i I inspect these lines in the vicinity of a plant grounding grid cable, l which passes near the pipes at the point where the pipes pass under the 16. P
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tank farm retaining wall. The plant grounding grid is a network of
' buried bare copper cables attached to normally noncurrent-carrying metal equipment, structures, and components to electrically ground them. Near '
the grounding grid is the likeliest location for stray welding currect corrosion to occur. The excavation has been completed, and the inspection of the pipes revealed no corrosion or pitting. Examination of the only buried safety related stainless steel lines in-the location most likely to experience stray welding current corrosion has shown no evidence of such corrosion. Therefore, it is concluded that the pipe would not fail in service, and the subject concern poses no risk to the safe operation of the Midland plant. 17.
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. Vice Prrside.t - Projects, E.gi.eera g gc, en o a om..: is4e w.m ramasi si m. J = a. us 4enoi . tein 7suuss May 3, 1982 Harold R Denton, Director Office of Nuclear Reactor Regulation -
Division of. Licensing US Nuclear Regulatory Commission Washington, DC 20555 , MIDLAND PROJECT MIDLAND DOCKET NO 50-329, 50-330 UNDERGROUND PIPING INFORMATION REQUESTED DURING APRIL 16, 1982 MEETING FILE: 0485.16 SERIAL: 16881
REFERENCES:
(1) J W COOK LETTER TO H R DENTON, SERIAL 16269, DATED MARCH 16, 1982 (2) J W COOK LETTER TO H R DENTON, SERIAL 16638, DATED APRIL 15, 1982 ENCLOSURES: (1) TABLE 1.0 MONITORING STATION OVALITY AND CORRESPONDING STATION (2) BURIED CATEGORY 1 LINES AND TANKS (3) ADDITIONAL GEOTECHNICAL INFORMATION The purpose of this letter is to provide confirmatory information regarding several issues discussed during a meeting between the NEC Staff and Consumers Power Company. The meeting was held in Bethesda on April 16, 1982. Enclosure 1 is an expansion of the table previously submitted by our letter, Serial 16638, dated April 15, 1982. Additional infor: nation is provided specifying the future allowable strain based on an acceptance criteria and technical specification limit of-0.48% strain. The number of strain gages has also been specified in the table. The number of gages were determined by reviewing the pipe elevation profiles for abrupt inflection points and critical buckling zones. The strain gages are to be mounted one pipe diameter apart at a given monitoring station. At the April 16 meeting a concern arose about the accuracy of the vibrating wire strain gages. In a telephone conference with the Irad Gage Company, they indicated the instrument is accurate to 10 (4 inch / inch) as a worst case condition for any type of vibrating wire gage. This includes accounting for inaccuracies in installation and calibrations. This accuracy is an order of magnitude greater than the accuracy required for the strain measurements to be taken (.0001 in/in vs .00001 in/in). oc0482-0084a100
2 069372
' A clarification on the technical specification limits and requirements !
proposed in the pipe monitoring program submitted March 16, 1982 is necessary. . ' Our intention is to use the 4% ovality (equivalent .0048 inch / inch strain) which includes appropriate safety factors as the technical specification unless we can justify a higher value at a later date. If the specified limit , 1 is reached we would immediately notify the NRC Staff and increase the monitoring frequency to one month intervals. In parallel with the Staff l notification an engineering evaluation of the situation would be performed. This evaluation would consider the remedial action necessary to restore the ; safety function and reliability of the service water system to overall plant operations. The actions necessary may very well include excavation of the - piping in the affected zone for visual examination and possible replacement or sleeving. The NRC Staff asked Consumers Power Company to verify that no other buried Category 1 pipes remain unidentified. Enclosure 2 is a current table of all the buried seismic Category I lines and tanks. The pressurization lines and tanks have been added to the' list of buried Category 1 piping. The control room pressurization lines and tanks were installed during the summer 1981, and therefore not subjected to the soils settlement problems. The penetration
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pressurization lines and tanks have not been installed; however appropriate procedures for soil settlement will be followed. The list does not include the 48-inch diameter (48-OHBC-2) discussed in Enclosure 3 of our letter, Serial 16638, dated April 15, 1982. The NRC Staff expressed a concern regarding the margins for future settlement ' at the wall penetration of pipeline 26-OHBC-15. Our investigations indicate that there is a 90* elbow fitting in this line immediately upon exiting the l building. Any bending moment developed due to soils settlement will be t transformed to an equal torque value. This load transformation causes the , vertical deflection due to settlement to change to an angle of twist on the pipe at the penetration. This angle of twist has no effect on the annulus clearance of the wall penetration and therefore the only real clearance we need to assure is the seismic rattlespace (0.3693 inch). The margin we presently have is 0.6307 inches which is a factor of 1.7 times the conservative estimate of seismic rattlespace. _ The NRC Geotechinical Branch requested information 'concerning soils and its relation to buried utilities. Enclosure 3 addresses the concerns expressed "about the prediction of maximum future settlement for plant life (3.0 inches) - and the isolated sand pocket near the diesel fuel tanks. A concern was.also expressed about the soil properties used in estimating the soil forces required to deform condensate line (20-1HCD-169) into its present configuration. We have responded by sepgrately providing the Structural Mechanics Assojsiates calculations estimating the soil capacity at Midland. oc0482-0084a100
~: -
- 069372 3 We believe the information supplied satisfies the concerns the NRC Staff expressed during the recent April meeting.
M eS J A Mooney Executive Manager Midland Project Office For J W Cook JWC/WJC/akh CC Atomic Safety and Licensing Appeal Board, w/o CBechhoefer, ASLB, w/o PChen, ETEC, w/a ~ FCherney, NRC, w/a MMCherry, Esq, w/o FPCowan, ASLB, w/o - RJCook, Midland Resident Inspector, w/o RSDecker, ASLB, w/o SGadler, w/o . JHarbour, ASLB, w/o DSHood, NRC, w/a (2) JDKane, NRC, w/a FJKelley, Esq, w/o RBLandsman, NRC Region III, w/a WHMarshall, w/o WDPaton, Esq, w/o BStamiris, w/o l l oc0482-0084a100
' = - - ' ' * - - -
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'. 4 069372 BCC RCBauman, P-14-312B, w/o JEBrunner, M-1079, w/a '
WGCorley, PCA, w/a PJGriffin, P-24-513, w/a RWHuston, Washington, w/a DFI.ewis, Bechtel, w/a JAMooney, P-14-115A, w/a DBMiller, Midland, w/a . MIMiller, IISB, w/a JARutgers, Bechtel, w/a . JRSchaub, P-13-309A, w/a
- PPSteptoe, IIAB, w/a TRThiruvengadas, P-14-400, w/a JTsacoyennes, Teledyne Engineering, w/a FCWilliams, IIAB, w/a NRC Correspondence File o
l J oc0482-0084a100
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James W Cook Vice Presurnt - Projects. Engineenng , a 4 Constnction i l General offices: 1945 West Parnail isoed, Jackson. MI 49201 + (517) 788 o453 March 16, 1982 WJC 7-82 Harold R Denton, Director Office of Nuclear Reactor Regulation
' US Nuclear Regulatory Commission Washington, DC 20555 MIDLAND PROJECT MIDLAND DOCKET NO 50-329, 50-330 ADDITIONAL INFORMATION CONCERNING SAFETY GRADE BURIED PIP 1NG FILE: 0485.16 SERIAL: 16269
REFERENCE:
J W COOK LETTER TO H R DENTON, SERIAL 15093, DATED DECEMBER 15, 1981 ENCLOSURES: (1) FUTURE MONITORING PROGRAM OF BURIED SERVICE WATER PIPING FOR MIDLAND PLANT UNITS 1 AND 2 (2) REINSTALLATION PROGRAM FOR 26-INCH AND 36-INCH DIAMETER BURIED SERVICE WATER PIPES AT THE MIDLAND NUCLEAR PLANT By means of the subject enclosures we are previding additional documentation of the remedial measures to assure the performance of buried service water piping. The enclosures describe the agreement in principle with the NRC Staff on the remedial action necessary to resolve the Staff concerns. The agreements held on February were18 reached and 19,during 1982.the.recent soils hearings on underground piping The enclosure on the future monitoring program for the existing 26-inch service water piping covers 2 types of monitoring; vertical settlement monitoring and pipe strain monitoring. It describes the monitoring station locations and the details of selection criteria, monitoring frequency, acceptance criteria and instrumentation for both types of monitoring. The enclosure on reinstallation of service water piping describes the engineering and construction aspects necessary to accomplish the remedial actions. It describes the replacement of the 36-inch diameter piping agreed upo.s during the soils hearing and rebedding of a portion of Pipelines 26-OHBC-53 and 26-0HBC-54 in front to the circulating water intake structure. The rebedding of 26-inch diameter piping is an additional commitment since the soils hearings, based on the recently evaluated results of the dewatering recharge test. The results indicate that the soils north of the service water pump structure and the circulating water intake structure would have only a three-day limit to prevent the potential for soil liquefaction during a seismic event and a dewatering pump failure. As a consequence, the fill in oc0382-0044a100
. l
<., (
. . 2 the affected area will be replaced. The area covers a zone where the 36-inch diameter piping is being replaced and also a zone where Pipelines 26-OKBC-53 and 26-OHBC-54 are buried. The fill replacement with suitably compacted fill will eliminate the need to rely on the dewatering system in this area to prevent liquefaction.
- We believe the enclosures adequately describe the remedial measures to be taken to a'ssure the performance of the service water piping throughout the lifetime of the plant.
JWC/WJC/dsb CC Atomic Safety and Licensing Appeal Board, w/o CBechhoefer, ASLB, w/o AJCappucci, NRC, w/a - PChen, ETEC, w/a MMCherry, Esq, w/o FPCowan, ASLB, w/o RJCook, Midland Resident Inspector, w/o RSDecker, ASLB, w/o SGadler, w/o JHarbour, ASLB, w/o DSHood, NRC, w/a (2) JDKane, NRC, w/a FJKelley, Esq, w/o RBLandsman,NRCRegionKII,w/a WEMarshall, w/o WDPaton, Esq, w/o BStamiris, w/o \ l I oc0382-0044a100
-q A
- . 3 BCC RCBauman, P-14-312B, w/o '
AJBoos, Bechtel, w/a JEBrunner, M-1079, w/a WGCorley, w/a RWHuston, Washington, w/a JAMooney, P-14-115A , DBMiller,' Midland, w/a MIMiller, IL&B, w/a JARutgers, Bechtel, w/a JRSchaub, P-13-309A PP3teptoe, IL&B, w/a TRThiruvengadas, P-14-400, w/a JTsacoyeanes, Teledyne Engineering, w/a 1 FCWilliams, IL&B, w/a Licensing Clerk . NRC Correspondence File
- l l
l oc0382-0044a100
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TE2 1 Monitoring. Station Ovality and Corresponding Strain Measured Meridional Future Stntion ' Ovality (%) Strain (%) no of-Allevable Strain (5) Strain Games Iino: 26-OH30 15 . Allevable Strain = .h8% 1 1.25 0.25 0.23
- 2. -
2.3h 2 3.35 " 0.13 2 3 1.87 h
.0.31 -
0.17 1.88 2 0.32 0.16
-5 2.34 3 0 35 0.13 2 6 1.56 0.28 0.20 7 2.3h ~2 8~ 0 35 0.13 2 1.2k 0;25 0.23 2 Lino: 26-0E3C 16 '
i 1 2.18 0.3h 0.1h 2 2.18 3
- 0. 3h. 0.1h 3 2.3k 2 h
0.35 0.13 2.18 3 Q.3h 0.14 5 1. ho 2 (6 0.27 0.21 . 2' 1.72 0.29 0.19 7 1.12 2 0.23 0.25 2 Lina 26-0E3C 53 Al NA NA 0.h8-1 1.h0 2 2 0.27 0.21 2 2 96 0.h0 0.08 3 2.18 2 h 0.3h 0.1h 2.18 0.3h . 0.1k 3 5 1.ko 0., ' 2 6 O.21 2 1.56 0.-s 0.20 2 Lino: 26-0E3C Sk Al' NA UA 0.h8 1 2 50 2 2 0 36 0.12 2 2.50 0 36 0.12 3 2.18 3
- h. 0.3h 0.1k 2 2.03 0 32 0.16 5 2.50 2 6
0 36 0.12 2.03 3 0 32 0.16 2 L
~
Measured Meridional Future No of itntien ' Ovality (5) Strain (%) A11cvable Strain (5) Strain Games Lin : OH3C 55 Al NA NA 0.h8 1 2 2.03 0.'32 0.16 2 2 1.h7 10.27 0.21 2 3 1.56 0.28 0.20 2 h 1.56 0 28 0.20 2 Lina: 26-OH3C 56
- Al NA NA 0.k8 2
1 1.09 0.22 0.26 2 2 1.87 0 31 0.17 2
.3 0 90 0.21 'O.27 k 2 2.h9 0.36 0.12 2 Lina: 26-0EBC 19 A1 0.78 0.19 0.29 2 1 1.87 0.31 0.17 2 1.87
} { .2 0.31 0.17 3
- 3 1.87 0.31 0.17 2 h 0.90 0.22 0.26 2 5 0.89 0.21 0.27 2 Lina: 26-0E3C 20 Al 1.09 0.2k O.2h. 2 1 1.87' O.31 0.17 2 2 1.09 0.2h 0.2h 2 3 1.87 0.31 0.17 2 h 1.87 0.31 0.17 3 5 1.79 0.30 0.18 2 Mises11aneous lines 18-1HC3-1 A1(Viv pit) NA NA 0.h8 2 A2 ' 'NA 0.0h 0.kh 2 18-lHCB-2
'd (Viv pit) NA NA 0.h8 2
- A2 NA 0.Ch 0.hk 2
,s-S
r
'. . . . ~
Measured Meridional Future
' St^ tion Ovalitr (5) Strain (5) No of Allevable Strain (5) Strain Games Miccellaneous Lines.
Reference:
SK-c-Th5 - 18-2HCB-1 Al (Viv pit) NA NA 0.k8 A2 NA 2 0.015 0.h7 2 10-2Hc3-2 Al~(Viv pit) NA NA A2 NA 0.h8 2
-0.015 0.h7 2 8-lHBC-311 Al NA NA 0.h8 2 8-lHBC-310 Al NA, NA 0.L8 2 8-2HBC-82 '
Al NA NA O kB 2 8-2HBC-81 , Al NA NA 0.h8 2 8-2H3c-311 Al NA NA 0.h8 2 8-2H3C-310 Al NA NA 0.E8 2 8-1HBC-81 Al ' NA NA _, O.h8 , 2 8-lHBC-82 Al NA NA 0.L8 C 4 _ ./
TABLE 2 LAYDOWN LOAD ALLOWABLES Allowable Allowable Load (psf) Load (psf) Loaded. Area (< 2 months) (> 2 months) 10' x 10' 1,500 500(1) 20' x 20' 750 500 III 40' x 40' 500 225 100' x 100' 325 150 III Any long-term load in excess of 500 psf will be evaluated on a case-by-case basis. l i
~
i l l
y.'..h' . TABLE 3 !
SUMMARY
OF SOIL CONSTANTS FOR FLY ASH 00NCRETE OBE 0.06g SSE 0.18g"" References Compression wave 10,000 fps 10,000 fps 1,2 velocity Shear wave velocity 5,000 fps 5,000 fps 1,2 Beduc} Surface wave velocity 4,675 fps 4,675 fps 1,3 Maximum particle velo- 2.88 in/sec 8.64 in/sec 4 , city (all wave types) Maximum particle accele- 23.16 in/sec 2 69.48 in/sec 2 3,5 ration (all wave types) Soil unit weight 130 pcf 130 pcf Poisson's ra tio 0.25 0.25 Angle of internal 25* 25' friction g.jf Coefficient of lateral 0.33 0.33 pressure , Coefficient of friction 0.466 0.466 Shear wave velocity l83 E max- 3,322 fps 3,322 fps E min 1,500 fps 1,500 fps Ultimate compressive 250 psi 250 psi strength
~
Maximum soil strain (6.17) 10 " (5.85) 16' 1 in/in in/in su ( deleted ) UUSSE acceleration has been increased by 50% to provide a margin for the site-specific response spectra.
""The shear modulus and Young's modulus are assumed to remain con-stant with shear strain.
Sheet 1
Y .E
SUMMARY
OF SOIL CONSTANTS FOR FLY ASH CDNCRETE (Continued)
REFERENCES:
- 1) TPO Design Guide C-2.44, Seismic Analyses of Structures and Equipment for Nuclear Power Plants, Rev 0
- 2) Subsurface Investigation and Foundation Soil Report, Vol 2 of 2, Dec 1975, Appendix 2C
- 3) Iqbal, M.A., and Goodling, E.C. Jr., Seismic Design of Buried Piping, 2nd ASCE Specialty Conference on Structural Design of Nuclear Power Plant Facilities, New Orleans, Louisiana, Dec 1975
- 4) Newmark, N.M., Blume, J A., and Kapur, K.K., Seismic Design Spectra for Nuclear Powe- Plants, ASCE, Journal of the Power Division, Nov 1973
- 5) Midland Civil Design Criteria, Standard C-501, Rev 11 1
l - l l I Sheet 2 t
. ,9 ENCIDSURE 1 *#
ASIE CODE CIECK - STRESS SUMARY FOR BURIED SERVICE WATER FIPING( } (Stresses in psi) Faulted
% sorel Eq 8(2) Upset Eq 9(2) Code case 1606-/ Thermal Eq 10(2) v1 Allowable Actual allowable Actual Allowable Actual Allowable 1.ine Number Description i, tress Stress Stress Stress Stress Stress Stress Stress 36/26"-0H BC-15 SW Supply 6,642 17,500 8,094 21.000 10,876 42,000 14,092 26,250 36/26"-OHBC-16 SW Return 6,642 17,500 8,084 21.000 9,525 42,000 19,895 26,250 36/26"-Ouac-19 SW Supply 6,642 17,500 8,153 21,000 10,866 42,000 4,580 26,250 36/26"-OHBC-20 SW Return 6,642 17,500 7,848 21.000 9.053 42,000 9,409 26,250 26"-OHBC-53 SW Supply 5,842 17,500 17,972 21,000 30.101 42,000 10,128 26,250 26"-ORBC-54 SW Return 5,842 17,500 10,847 21,000 15,852 42,000 13,742 26,250 g 26"-OH BC-55 SW Supply 5,842 17,500 11,488 21,000 17,134 42,000 10,875 26,250 b t-*
tri 26"-OHBC-56 SW Supply 5,842 U,500 10,301 21,000 14,760 42,000 21,764 26,250 > NOTES:
- 1. This table shows maximum stresses in the above lines. The extent of the pipe summarized here matches that included in Enclosure 2.
- 2. Piping stress summaries:
- a. Equation 8 Stresses included = design pressure, weight and sustained loads (includes # overburden)
Allowable stress = 1.0S h- in ace rdance with ASME NC-3652.1 and Section III, Division 1. Appendix I
- b. Equation 9 l
Stresses included = peak pressure, weight and sustatt.ed loads (includes overburden), occasional load (OBE) Allowable stress = 1.2t -hin accordance with ASME NC-3652.2 and Section III, Division 1. Appendix I
- c. Code Case 1606 i
Stresses included = peak pressure, weight and sustained loads (includes overburden), occasional load (SSE) Allowable stress = 2.4S - in accordance with Code Case 1606 and Section III, Division 1. Appendix I
- d. Equation 10 Stresses included = thermal expansion, anchor movement (OBE)
Allowable stress =S - in accordance with ASME NC-3652.3 and Section III, Division 1. Appendix I ' 4
** Sheet 1 8/25/82
. e .'
s MIDLAND PLANT UNITS 1 AND 2 . REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 36"-OHBC-15 (Stresses in psi) Seismic Anchor SeismiclU Movement Data Point Pressure Weight Overburden Thermal Settlementl O (SSE) (OBE) Total
; 86 2,442 2,958 0 9,110 10 1,219 1,286 17,025 (Tee in Line 36"-OHBC-15) 215 2,442 648 0 4,673 12 926 9,419 18,120 (900 Elbow) 350 2,442 46 0 25 2 116 4 2,635 351 1,434 0 4,200 16 1 102 3 5,756 (Outside Face of SWPS) 35A 1,434 0 4,200 16 1 70 3 5,724 352 1,434 0 4,200 16' 1 70 3 5,724 353 1,434 0 g
4,200 16 5 74 3 5,732 > 354 1,434 0 4,200 39 28 107 3 5,811 W-p. 355 2,442 0 4,200 351 91 350 20 7,454 ' bs 356 2,442 0 4,200 2,752 534 2,063 135 12,126 ,, (Tee for Line 26"-OHBC-53) 358 2,442 0 4,100 654 1,468 553 30 9,247 (36" x 26" Reducer) 360 1,742 0 4,100 - 6,079 1,172 0 13,093 361 1,742 3,569 0 5 23,747 5,565 0 34,628 (Start of Compressible Material) 361A 1,742 1,080 0 3 6,990 2,214 0 12,026 361B 1,742 2,091 0 1 9,766 4,566 0 18,166 382 1,742 537 0 1 26,522 940 0 29,742 ! (End of Compressible , Material) Enclosure 2 Sheet 1 l 8/25/82 t
Lina 368-OlHC-15 (Continu;d) ' *
.y Seismic Anchor Seismicial Movement Data Point Pressure W41ght Overburden The rmal Settlementi*l (SSE) (OBE) Total 38A 1,742 0 4,100 1 -
2,198 0 8,041-38B 1,742 0 4,100 1 - 2,041 0 7,884 38C 1,742 0 4,100 0 - 1,413 0 7,255 38D 1,742 0 4,100 0 - 787 0 6,629 38E 1,742 0 4,100 0 - 306 0 6,148 38F 1,742 0 4,100 0 - 0 0 5,842 NOTES: Insettlement stresnes shown are the maximum values determined by either a 3-inch differential settlement between new fill and the o10 till, or a 1-1/2-inch differential settlement between the new fill and the SWPS. talvalues shown are based on dynamic seismic analysis. A check by an analysis based on BC-TOP-4 techniques for the buried portion of the lines will be completed to consider the new fill condition. If the check reveals higher stresses due to the BC-TOP-4 analysis, the tabulated values will be revised. m k 4 Enclosure 2 S. h.e..e e t.. 2
i
- MIDLAND PLANT UNITS 1 AND 2
- REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 36"-0HBC-16 (Stresses in psi) i e Seismic Anchor
. Seismicl83 Movement Data Point Pressure Weight overburden Thermal Settlementt88 (SSE) (OBE) Total 847 2,442 189 0 1,196 4,218 649 2,735 11,429 (36" x 30" Reducer to Line 30"-OHBC-34) 845 2,442 515 0 1,380 6,713 865 3,188 15,103 830 2,442 2,588 0 5,874 20,835 2,797 14,021 48,557 (Tee for Line 36*-OHBC-1) 835A 2,442 404 0 1,255 5,540 382- 860 10,883 835 2,442
- 380 0 - 9,631 - - 12,453 834 1,434 . 150 0 1,305 11,373 117 2,524 16,903 836 1,434 0 4,200 853 8,754 168 2,579 17,988 g (Outside Face of SWPS) g 90A 1,434 0 4,200 786 1,926 72 571 8,989 b 908 1,434 0 4,200 784 798 93 157 7,466 as 90R 1,434 0 4,200 1,262 1,152 523 150 8,721 230 2,442 0 4,200 6,179 4,869 2,883 846 21,419 (Tee for Line 26"-OHBC-54) 900 2,442 0 4,200 267 695 748 164 8,516 (36" x 26" Reducer to Line 26"-OHBC-16) 90P 1,742 0 4,100 403 5,477 165 36 11,923 90N 1,742 -
0 121 23,726 0 0 25,589 (Start of Compressible Material) 90LC 1,742 - 0 121 11,166 - - 13,029 90LB 1,742 - 0 121 1,394 - - 3,257 90LA 1,742 - 0 121 13,953 - - 15,816 90L 1,742 - 0 '121 26,513 - - 28,376 (End of Compressible Material) NOTES: lHSee Note 1 for Line 36"-OHBC-15. 888See Note 2 for Line 36"-0HBC-15 Enclosure 2 Sheet 3 8/25/82
e .- MIDLAND PLANT UNITS 1 AND 2 #
- REINSTALLED EURIED PIPE STRESS
SUMMARY
LINE 36"-OHBC-19 (Stresses in psi) Seismic Anchor Seismicts: Movement Data Point Pressure We lG.it Overburden Thermal Settlementt81 (SSE) (OBE) Total 32 2,442 1,731 0 2,761 16 2,445 1,277 10,672 l l (Tee in Line 36"-OHBC-19) l 200 2,442 1,717 0 3,243 32 2,139 1,337 10,910 { (900 Elbow) 204 2,442 456 0 437 14 666 122 4,137 20A 2,442 1,306 0 2,141 80 2,352 396 8,717 20B 2,442 1,114 0 2,010 80 1,877 196 7,719 (900 Elbow) . 4 208 2,442 109 0 349 14 176 4 3,094 209 2,442 109 0 349 14 176 4 3,094 210 2,442 110 0 g 349 14 176 700 2,442 113 0 349 14 176 4 4 3,095 3,098 g 701 1,434 0 N 4,200 212 9 107 3 5,965 ,, (Outside Face of SWPS) 702 1,434 0 4,200 212 9 107 3 5,965 703 1,434 0 4,200 212 9 107 3 5,965 704 1,434 0 4,200 212 9 107 3 5,965 705 1,434 0 4,200 212 9 107 3 5,965 706 1,434 0 4,200 212 9 107 3 5,965 707 1,434 0 4,200 212 s 9 107 3 5,965 735 1,434 0 4,200 212 9 107 3 5,965 740 1,434 0 4,200 212 9 107 3 5,965 742 1,434 0 4,200 215 11 108 3 5,971 743 1,434 0 4,200 290 46 112 3 6,085 745 2,442 0 4,200 402 87 642 4 7,777 750 2,442 0 4,200 3,379 544 3,023 18 13,606 (Tee for Line 26"-OHBC-55) 755 2,442 0 4,200 704 1,489 750 0 9,585 762 1,742 0 4,100 217 6,039 1,189 0 13,287 765 1,742 3,568 0 40 23,746 5,556 0 34,652 (Start of Compressible Material) Enclosure 2
,, Sheet 4 8/25/82 Y ' _ -_- - - - _ - _ _ _ - _ - - - - _ _ - - - - - - - _ - - - _ - - - - - - _ - _ - - - - - - - - -
-Lin2 368-0BHC-19 (Continued) ' *
.+
1.
-Seismic Anchor Seismicial Movement Data Point Pressure Wefght Ove rbu rden Thermal Settlementl8 9 (SSE) (OBE) Total 765A 1,742 1,080 0 24 6,990 2,215 0 12,051 7658 1,742 2,091 0 8 9,766 4,558. -0 18,165 780 1,742 537 0 8 26,522 944 0 29,753 (End of Compressible Material) 78A 1,742 0 4,100 10 -
2,195 0 8,047 78B 1,742 0 4,100 7 - 2,038 0 7,887 78C 1,742 0 4,100 4 - 1,410 0 7,256 78D 1,742 0 4,100 2 - 785 0 6,629 78E 1,742 0 4,100 1 - 305 0 6,148 78F 1,742 0 4,100 0 - 0 0 5,842 NOTES: EUSee Note 1 for Line 36"-OHBC-15.
- See Note 2 for Line 36"-OHBC-15. -
4 G l Enclosure 2 Sheet 5 8/25/82
MIDLAND PLANT UNITS 1 AND 2 *
.o REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 36"-OHBC-20 (Stresses in psi) Seismic Anchor SeismicGI Movement Data Point Pressure Weight Overburden Thermal SettlementH3 (SSE) (OBE) Total 880 2,442 391 0 3,251 5,301 741 1,550 13,676 (Tee at Line 36"-OHBC-1 Inside SWPS) 887 2,442 1,741' O 1,686 15,307 1,464 1,882 24,522 (908 Elbow) 890 2,442 464 0 580 3,450 332 282 7,550 892 2,442 795 0 4,239 15,125 2,046 2,570 27,217 (90* Elbow) - 894 .2,442
- 916 0 2,642' 13,112 1,678 2,280 23,070 (90 Elbow) g 896 2,442 462 0 496 2,342 234 394 6,370 897 2,442 915 0 4,231 1,484 (90* Elbow) 15,877 2,937' 27,886 N e,
898 2,442 490 0 597 2,707 1,751 1,156 9,143 899 1,434 0 4,200 486 2,170 1,965 1,013 11,268 (Outside Face of SWPS) A99 1,434 0 4,200 357 1,538 373 233 8,135 B99 1,434 0 4,200 351 s 1,508 38 148 7,679 C99 1,434 0 4,200 351 1,508 40 148 7,681 D99 1,434 0 4,200 351 1,500 38 148 7,679 E99 1,434 0 4,200 351 1,508 38 148 7,679 F99 1,434 0 4,200 351 1,508 38 148 7,679 G99 1,434 0 4,200 351 1,508 38 148 7,679 H99 1,434 0 4,200 351 1,508 38 148 7,679 J99 1,434 0 4,200 351 1,508 38 148 7,679 K99 1,434 0 4,200 368 1,508 40 148 7,698 L99 1,434 0 4,200 368 1,508 - 148 7,658 M99 1,434 0 4,200 546 1,508 38 148 7,874 N99 2,442 0 4,200 805 2,479 485 246 10,657 700 2,442 0 4,200 8,3C3 4,611 2,411 1,100 23,073 (Tee for Line 26"-OHBC-56) P99 2,442 0 4,200 336 635 423 43 8,079 099 1,742 0 4,100 1,185 6,534 189 22 13,772 (36" x 26" Reducer) Enclosure 2
- Sheet 6 8/25/82
Line 368-0BHC-20 (Continued) # #
- .o Seismic Anchor Data Point Seissida Movement Pressure Weight Overburden The rmal Settlement (si (SSE) (OBE) Total R99 1,742 -
0 310 23,749 0 .0 25,801 (Start of Compressible Material)
.S99 1,742 -
0 300 26,525 , (End of Compressible 32,667 Material) NOTES: 111See Note 1 for Line 36"-OHBC-15. taSee Note 2 for Line 36"-OHBC-15. s H tt 5; .
*~
] d Enclosure 2 Sheet 7 8/25/82
e ..- MIDLAN*) PLANT L..'ITS 1 AND 2
- REINSTALLED BURIED PtPE ETRESS
SUMMARY
LINE 26"-OHBC-53 (Stresses in psi) Seismic Anchor Data Point Seismicett Movement Pressure Weight Overburden Thermal Settlementtil (SSE) .(OBE) Total 356 1,742 0 4,100 9,633 58 6,623 495 22,651 (Tee at 36"-0HBC-15) 365 1,742 0 4,100 9,633 1,239 366 59 495 17,268 1,742 0 4,100 336 12 4,624 11 10,825 367 1,742 0 4,100 4,931 53 (900 Elbow) 12,826 48 23.700 368 1,742 0 4,100 2,293 380 1,742 5 4,048 4 12,192 s 0 4,100 326 4 1,275 1 7,448 384 1,742 0 4,100 654 385 1,742 ' 5 8,491 3 14,995 O 4,100 3,168 22 24,259 12 33,303 (900 Elbow) e 390 1,742 0 4,100 4,138 9 11,680 15 21,684 e (45* Elbow) M 391 1,742 c~ 0 4,100 2,316 1 2,294 7 10,460 392 1,742 0 4,100 39 0 65 0 5,946 - 393 1,742 0 4,100 22 0 22 0 394 5,946 1,742 0 4,100 1 0 18 0 5,861 395 1,742 0 4,100 0 396 1,742 0 18 0 5,860 0 4,100 0 0 18 0 5,860 398 1,742 0 4,100 0 0 18 0 399 5,860 1,742 0 4,100 0
- 0 18 0 5,860 500 1,742 0 4,100 0 0 501 1,742 18 0 5,860 0 4,100 0 S 18 0 5,860 502 1,742 0 4,100 0 0 18 0 503 5,860 1,742 0 4,100 0 0 18 0 5,860 504 1,742 0 4,100 0 0 18 0 5,860 505 1,742 0 4,100 0 0 18 0 5,860 506 1,742 0 4,100 0 0 18 0 5,860 507 1,742 0 4,100 0 0 18 0 5,860 508 1,742 0 4,100 0 0 18 0 5,860 509 1,742 0 4,100 0 0 18 0 5,860 510 1,742 0 4,100 0 0 18 0 5,860 511 1,742 0 4,100 0 0 18 0 5,860 512 1,742 0 4,100 0 0 18 0 5,860 513 1,742 0 4,100 0 0 18 0 5,860 514 1,742 0 4,100 0 0 18 0 5,860 E'S 1,742 0 4,100 0 0 18 0
$16 1,742 5,860 0 4,100 0 0 18 0 5,860
- Enclosure 2 S
..he.a e t 8.
e ..- Lina 268-0::HC-53 (Continued) *
.s Seismic Anchor Seismic al Movement Data' Point Pressure Weight overburden Thermal SettlementH8 (SSE)_ (OBE) Total 517 1,742 0 4,100 0 0 18 0 5,860 518 1,742 0 4,100 0 0 18
- 0 5,860 519 1,742 0 4,100 0 1 18 0 5,561 520 1,742 0 4,100 0 20 19 0 5,881 521 1,742 0 4,100 0 139 30 0 6,011 522 1,742 0 4,100 0 1,887 388 0 8,117 523 1,742 3,526 0 0 23,310 5,003 0 33,581 (Start of Compressible Material) 523A 1,742 1,106 0 0 6,765 2,072 0 11,685 523B 1,742 2,100 0 0 9,780 4,174. 0 17,796 550. 1,742 545 0 0 26,325 876 0 29,488 (End of Compressible Material)
SOA 1,742 - 0 4,100 0 0 2,020 0 7,862 508 1,742 , 0 4,100 0 0 1,872 0 7,714 50C 1,742 0 4,100 0 0 1,294 0 7,136 50D 1,742 0 4,100 0 0 720 0 6,562 H SOE 1,742 0 4,100 0 0 279 0 6,121 @s SOP 1,742 0 4,100 0 0 0 0 5,842 y NOTES: ** j HISee Note 1 for Line 36*-OHBC-15. 18)See Note 2 for Line 36*-0HBC-15. Enclosure 2 Sheet 9 8/25/82
7 MILLAND PLANT UNITS 1 AN3 2
- s REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 26"-OHBC-54 (Stresses in psi) Seismic Anchor Seismicial Movement Data Point Pressure Weight Overburden Thermal Settlement 48) (SSE) (OBE) Total 290 1,742 0 4,100 11,158 8,279 10,010 2,584 37,873 (Tee at 36*-OHBC-16) 291 1,742 0 4,100 - - 281 38 6,161 A40 1,742 0 4,100 8,897 3,705 703 148 19,295 (45' Elbow) B40 1,742 0 4,100 7,615 1,201 196 39 14,893 C40 1,742 0 4,100 578 24 20 1 6,465 D40 1,742 0 4,100 5 11 20 0 5,878 E40 1,742 - 0 4,100 3 1 18 0 5,864 F40 1,742
- O 4,100 1 1 18 0 5,862 C40 1,742 0 4,100 1 1 0 0 5,844 H40 1,742 0 4,100 1 1 g
0 5,844 > J40 1,742 0 4,100 1 1 - 0 5,844 W K40 1,742 0 4,100 1 1 - 0 5,844 ps L40 1,742 0 4,100 1 1 - 0 5,844 M40 1,742 ,, 0 4,100 1 1 - 0 5,844 N40 1,742 0 4,100 1 1 - 0 5,844 P40 1,742 0 4,100 1 1 - 0 5,844 Q40 1,742 0 4,100 1 1 - 0 5,844 R40 1,742 0 4,100 1 1 - 0 5,844 S40 1,742 0 4,100 1 1 - 0 5,844 T40 1,742 0 4,100 1 1 - 0 5,844 U40 1,742 0 4,100 1 a 1 - 0 5,844 V40 1,742 0 4,100 1 1 - 0 5,844 W40 1,742 0 4,100 1 1 - 0 5,844 X40 1,742 0 4,100 1 1 - 0 5,844 Y40 1,742 0 4,100 1 1 - 0 5,844 240 1,742 0 4,100 1 1 - 0 3,844 A45 1,742 0 4,100 1 1 - 0 5,844 B45 1,742 0 4,100 1 1 - 0 5,844 C45 1,742 0 4,100 1 1 - 0 5,844 D45 1,742 0 4,100 1 1 - 0 5,844 E45 1,742 0 4,100 1 1 - 0 5,844 F45 1,742 0 4,100 2 1 - 0 5,845 G45 1,742 0 4,100 4 3 - 0 5,849 H45 1,742 0 4,100 3 2 - 0 5,847 Enclosure 2 4 Sheet 10 8/25/82
s Line 268-0DIC-54'(Continued)' ' #
~
o Seismic Anchor Seismicial Movement Data Point Pressure We i'gh t overburden Thermal Settlementtil (SSE) (OBE) Total , J45 1,742 0 4,100 3 261 - 0 6,106 K45 1,742 0 4,100 3 535 - 0 6,380 L45 1,742 - 0 3 23,664 - 0 25,409 (Start of Compressible Material) M45 1,742 0 15- 26,489 0 28,246 (End of Compressible Material) NOTES: tilSee Note 1 for L'ine 36"-OHBC-15. talSee Note 2 for Line 36*-OHBC-15. 4 H b l El b. i 1 i i Enclosure 2 Sheet 11 8/25/82
* .s MIDLAND PLANT UNITS 1 A!D 2 REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 26*-OHBC-55 (Stresses in psi) Seismic Anchor Seismic 888 Movement Data Point Pressure Weight Overburden Thermal SettlementDI (SSE) (OBE) Total 750 1,742 0 4,100 4,180 285 11,292 36 21,635 (Tee at 36*-0HBC-19) 782 1,742 0 4,100 4,180 1,098 527 36 11,683 785 1,742 0 4,100 10,862 8,227 1,376 13 26,320 (450 Elbow) 786 1,742 0 4,100 6,909 3,20! 708 3 16,664 787 1,742 3,520 0 655 2 3, 4 '- . 5,075 0 34,436 (Start of Compressible - Material) , 787A 1,742 1,109 0 388 6,845 2,106 0 12,190 7878 1,742 2,099 0 120 9,753 4,223 0 g 17,937 p 800 1,742 550 0 147 26,352 894 0 29,685 = (End of Compressible Material) 80A 1,742 0 4,100 165 - 2,049 0 8,056 80B 1,742 0 4,100 99 - 1,898 0 7,839 80C 1,742 0 4,100 52 - 1,312 0 7,206 80D 1,742 0 4,100 21 - 731 0 6,594 80E 1,742 0 4,100 4 - 284 0 6,130 80r 1,742 0 4,100 0 - 0 0 5,842 o NOTE: 1:ISee Note 1 for Line 36"-OHBC-15. (28See Note 2 for Line 36"-OHBC-15. o Enclosure 2 4
# Sheet 12 8/25/82
..e MIDLAND PLANT UNITS 1.AND 2 REINSTALLED BURIED PIPE STRESS
SUMMARY
LINE 26*-OHBC-56 (Stresses in psil Seismic Ar.chor Data Point Pressure Weight Seismicszt Movement Overbutden Thermal Settlement'l (SSE) 8 (OBE) Total 700 1,742 0 4,100 8,572 19,211 8,918 2,251 44,794 (Tce at 36*-OHBC-20) 701 1,742 0 4,100 A65 270 48 6,160 1,742 - 4,100 21,588 7,127 728 (450 Elbow) 176 35,461 B65 1,742 - 4,100 12,755 C65 2,270 164 37 21,068 1,742 - 0 808 23,452 0 * (Start of Compressible 0 26,002 Material) 3 D65 1,742 - 0 197 (End of Compressible 26,354 - 0 28,293 Material) n NOTES: M INSee Note 1 for Line 36"-OHBC-15. talSee Note 2 for Line 36"-OHBC-15. Enclosure 2-Sheet 11
8 o TABLE 5 STRUCTURES, FACILITIES, AND UTILITIES ENCOUNTERED OR AFFECTED BY EXCAVATION
- 1. Service water pump structure *
- 2. Circulating water intake structure
- 3. Railroad spur to diesel generator building and trans-former area (Line D)
- 4. Permanent dewatering wells *
- 5. Oily waste lines
- 6. Fire water lines
- 7. Circulating water lines
- 8. Security duct bank
- 9. Electrical duct banks
- 10.- .48-inch diameter service water line to cooling tower *
- 11. 66-inch diameter pond blowdown line
- 12. Service water metering pit l
- Safety-related, or otherwise required to be covered by the quality assurance program.
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.h Table C-1 Magnitude and Direction of Forces Acting on Each Slice -- Deep Failure Surface Volume Volume Effec. Structural Above Below Weight Loads Total Average Angle of Total Water Water of Including Vertical Angle of Inclination Slice Volume Level Levgl Slice
- Surcharge Force Inclination Between.
No. ft3 ft3 ft kips kips kips a Slices 1 30.3 4.9 25.4 2.50 3.96 6.46 6 0.5* 14' 2 22.91 2.5 20.41 1.82 2.02 3.84 22' 5* 3 24.42 2.5 21.92 1.93 2.02 3.95 8' 0* 4 24.42 2.5 21.92 1.93 12.14 14.07 - 8' 5*' 5 22.91 2.5 20.41 1,82 12.14 13.96 -22* 14*- 6 30.3 '4.9 25.4 2.5 24.27 26.77 -60.5*
- Slice weights were calculated using a unit weight of 135 pcf-for the portion of the slice above water level, and a submerged unit weight of-72.5 pcf for.the portions below water level.
d i Table C-2
- Long Term Effective. Stress on Deep Sliding Surface Mobilized Friction Angle 16*
Lo Li Length Length R cos 16* R, sin 16 of of Reaction Li Li _ _ j Slice . Arc Chord Force 3n Tn $ 01 a3 No. ft ft kips psf psf degrees psf . psf Kc=01/03 1 10.47 9.6 13.4 1342 385 60 2009 1120 1.79 2 2.62 2.6 6.9 2551 732 60 3819 2128 1.79 3 2.62 2.5 5.88 1900 648 60 3383 1887 1.79 4 2.62 2.5 16.50 6344~ 1820 60 9496 -5293 1.79-5 2.62 2.6 20.0 7394 2120 60 11066 6170 1.79 6 10.47 9.6 27.1 2713 778 60 4060 2264 1.79 i
a' o af 1
- I O
I Table C-3 RESISTING MOMENTS AGAINST SLIDING UNDRAINED SHEAR STRENGTH FROM FIGURE 14 DEEP CIRCULAR SLIDING SURFACE o P ^ i d Surcharge Effective 7 g Soil i n rral ff Length g Radius Strength-surcharge Arm of induced ,ff m ment stress at Undrained of arch of induced above surcharge bottom shear along Resistance sliding moment Slice slice around 0 i i of slice strength bottom of Along base surface around 0 no. kips ft lbs/ft psf psf slice, ft Of Slice r, ft lbs/ft 1 3.96 7.5 29,700 1342 1830 10.47 19,160 10 191,600 2 2.02 3.75 7,575 2551 2520 2.62 6,602 10 66,020 3 2.02 1.25 2,525 2261 2350 2.62 6,157 10 61,570 4 - - - 6344 4700 2.62 12,314 10 123,140 5 - - - 7394 5300 2.62 13,886 10 138,860 6 - - - 2713 2610 10.47 27,326 10 273,260 39,800 854,457
__ _ _ _ . . _ . _ - . ~ - 1 e Table C-4 FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING DEEP CIRCULAR SLIDING SURFACE UNDRAINED SilEAR STRENGTH FROM FIGURE 14 1 - Contribution of Shear Strength - weightless mass Equilibrium of Moments Around Center of Sliding Mass MR1 = IM o = 854,457 lbs/ft a P xy=MRl + MR2 + MR3 2 - Contribution of Surcharge 10 M = IM = 39,800 Eu * ~2 = 854,457 + 39,803 = 894,257 lbs/ft R2 o 894,257 P = = 178,851 lbs 3 - Contribution of Weight u 5 M *
- R3 o P /B - YD f 17,885 - 810 "
FS = " q , vp g 6,054 - 810 3.25
o s
)
) Table C-5 RESISTING MOMENTS AGAINST BLIDING UNDRAINED SIIEAR STRENGTII FROM FIGURE 13 DEEP 3 CIRCULAR SLIDING SURFACE o
^
P i Effective i Soil d Surcharge Normal 'ff Length Radius Strength-St.rcharge i Arm of Induced M mert Stress at Undrained Of arch **ff . of Induced Above Surcharge Bottom Shear Along Resistance Sliding Moment Slice -Slice Around 0 Pgdi Of slice Strength Bottom of Along base Surface Around 0 No. kips ft lbs/ft psf psf Slice, ft Of slice r, ft lbs/ft 1 3.96 7.5 29,700 1,342 1,500 10.47 15,705 10 157,050 2 2.02 3.75 7,575 2,551 2,180 2.62 5,711 10 57,110 3 2.02 1.25 2,525 2,261 2,020 2.62 5,292 10 52,920 4 - - - 6,344 4,360 2.62 11,423 10 114,230 5 - - - 7,394 4,940 2.62 12,943 10 129,430 6 - - - 2,713 2,300 10.47 24,081 10 240,810 39,800 751,550
- Undrained shear strength obtained from results carried out with anisotropic as well as isotropically consolidated samples.
{
ll
- Table C-6 FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING DEEP, CIRCULAR SLIDING SURFACE UNDRAINED SHEAR STRENGTil FROM FIGURE 13 1 - Contribution of Shear Strength - weightless mass Equilibrium of Moments Around Center of Sliding Mass M gy = 751,550 lbs/ft
- B ~
P u *I MR1 + R2 2 - Contribution of Surcharge M py = 39,800 lbs/ft P x 1h = 751,550 + 39,800 = 791,350 lbs/ft 3 - Contribution of Weight P = 'j = 158,270 lbs M R3
= 0 weights balance out P,/B - YD f 15,827 - 810 PS = * =
2.86 q - yD 6,054 - 810 f
)
TABLE C-7 MAGNITUDE AND DIRECTION OF FORCES ACTING ON EACH SLICE INTERMEDIATE FAILURE SURFACE Weight Weight 8 of of Average Average Volume Volume Slice Slice Bouyant Structural ~ Angle of Angle of Above Below Above Below Weight Loads Total Inclination Inclination Water Water Water Water of Including Vertical a, at Of Force Slice Level Level Level Table Slice Surcharge Force Bottom of Between No. ft3 ft3 kips kips kips kips kips slice slices 1 2.90 9.53 .392 '.691 1.08 2.36 3.44 64* 18' 2 2.7 16.6 .364 1.20 1.56 2.19 3.75 30' 9 3 2.7 19.01 .364 1.38 1.74 2.19 3.93 7 0* 4 2.3 16.23 .310 1.176 1~. 4 9 11.16 12.65 -9 - 8.5*
'5 2.7 16.42 .364 1.19 1.55 13.1 14.65 -27'
-26' 6 4.58 11.28 .618 .818 1.43 24.25 25.68 -52'
a-Table C-8 LONG TERM EFFECTIVE STRESS ON INTERMEDIATE SLIDING SURFACE,
. MOBILIZED FRICTION ANGLE OF 18.5*-
Lg Lj R , os 18.5* T Length Length L R
- of
, - g sin of Reaction Slice Arch Chord Force R "n i $ 1 3 No. ft ft kips psf psf degrees psf- psf "l /"3 1 7.08 6.95 7.31 997- 334 60 1,576 804 1.96 2 3.08 3.02 6.5 . 2041 683 60 3,224 1647 1.96
- 3 2.70 2.66 6.56 2338- 783 60 3,694. 1886 1.96 4 2.37 2.33 15.25 6207 2076 60 9,803 5008 1.96 f
5 2.91 .2.89 19.31 6336 2120 60 10,008 5112 1.96 6 8.25 8.25 23.75 2730- 913 60 4,311 2203 1.96 i 4 r+ - r , ,, -
_m
..~
^e 1
-l Table C-9 RESISTING MOMENTS AGAINST SLIDING INTERMEDIATE SLIDING SURFACE UNDRAINED SHEAR STRENGTH FROM FIGURE 14 "i l Arm of d f Weight i t Resistance Surcharge At the Radius Shear W*
g Wg Weight- Arm of t ff Length Base of Induced Pg Surcharge Induced Undrained of arch of Strength. I Effective Around M ment Pg around Moment The slice Circle Induced 3,g g' Shear Along base
*ff
- Weight Center Ei dg o r Moment 0 "i * "i Surcharge Center 0 n -Strength of Slice Slica of Slice psf- psf ft psf ft Ibs-ft/ft
' No . kips ft lbs-ft/ft kips ft lbs-ft/ft 1.08 6.37 6,880 2.36 6.86 16,190 997 1,640 7.08 11,611 8.25 95,790 l 1 l
2 1.56 4.05 6,318 2.19 4.05 8,870 2,041 2,230 3.08 6,868 8.25 56,661 2,338 2,400 2.70 6,480 8,25 .53,460 3 1.74 1.35 2,349 2.19 .'1.35 2,956 I' 4 1.14 -1.15 - 1,311 - - - 6,207 4,600 2.37' 10,902 8,25 89,941 5 0.468 -3.2 - 1,498 - - - 6,336 4,680 2.91 13,619 8.25 112,357 l .6 - - - - - - 2,730 2,620 8.25 21,615 . 12,738 28,016 408,210
- Weight of portion of . alice on the circular isliding mass t
s Table C-10 FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING INTERMEDIATE FAILURE SURFACE ACTIVE - CIRCULAR UNDRAINED SHEAR STRENGTil FROM FICURE 14 1 - Contribution of Shear Strength - weightlass mass Equilibrium of Forces Acting on Wedge of Sliding Mass Underneath Footing 2(P' + P" + Pg + 5 6I 6) c s 52' = P +W, P; x 4.13 = 408,210 2(98.96 + 6.78 + 2.32 + 21.62) .615 = P + 2.89 kips 2 - Contribution of Surcharge " 3 P" = 156.6 kips Py x 7 = gjy Pg dg P" x 4.13 = 28,016 P /B - T D f 15,660 - 810 o FS =
- 6,054 - 810 " 2.83 q -TD g Pg = 6.78 kips 3 - Contribution of Weight 2 3 Py x y r = gjg Wg ng Pg x 5.5 = 17,738 Pg = 2.32 kips P' + P" + Py = 108.06 kips
. ?
Table C-Il RESISTING MOMENTS AGAINST SLIDING UNDRAINED S!! EAR STRENGT11 FROM FIGURE 13 "i Arm of d Weight i g Resistance Wg Wg Weight- Arm of Surcharge t gg At the Radius Shear Induced Pg Surcharge Induced Base of Strength Effective Around Moment Undrained Of arch The slice of M **"U ar und - Shear Along base Circle Induced Weight Center Soil i Pg di o I 0 "i * "i Surcharge Center 0 n Strength Of Slice 'ff r Moment Slici Of Slice psf ft No. kips ft lbs-ft/ft kips ft lbs-ft/ft psf psf ft lbs-ft/ft 1 1.08 6.37 6,880 2.36 6.86 16,910 997 1300 7.08 9,204 8.25 75,933 4.05 6,318 2.19 4.05 8,870 2041 1900 3.08 5,852 8.25 48,279 2 1.56 1.35 2,349 2.19 1.35 2,956 2338 2060 2.70 5,562 8.25 45,886 3 1.74 6207 4290 2.37 10,167 8.25 83,880 4 1.14 -1.15 - 1,311 - - - 5 0.468 -3.2 - 1,498 - - - 6336 4350 2.91 12,658 8.25 104,432 6 - - - - - - 2730 2300 8.25 18,975 - - 12,738 28,016 358,410
o - s 4 Table C-12 FACTOR CF SAFETY UNDER COMBINED STATIC AND EARTIlOUAKE LOADING INTERMEDIATE SURFACE UNDRAINED SHEAR STRENGTH FROM FIGURE 13 1 - Contribution of shear Strength , Equilibrium of Forces Acting on Wedge of Sliding Mass Underneath Footing Pf x 4.13 = 358,410 P' = 86.78 kips 2(P' + P" + Py + S 6*6) cos 52' = Pu * "w 2 - Contribution of Surcharge 2(36.73 + 6.78 + 2.32 + 18.86) .615 kips = P" + 2.89 kips 141.13 kips = P + 2.89 P" x 7r x g,j y Pg dg P = 138.24 kips P" x 4.13 = 28,016 o P /B - TD f FS = " 13,824 - 810, " P" = 6.78 kips q - yD g 6,054 - 810 2.48 3 - Contribution of Weight 2 3 Pg x y r = gjg Wg ng Pg x 5.5 = 12,738 Py = 2.32 kips P' + P" + Pg = 108.06 kips
e Table C-13 RESISTING MOMENTS AGAINST SLIDING INTERMEDIATE FAILURE SURFACE ACTIVE - CIRCULAR - PASSIVE WEDGE "i Arm of Weight d Wg Wg i g Resistance Weight- Arm of Surcharge T A he Effective Around Induced Pg Surcharge Induced ff Length 888" Radius Shear M **"U Pg around Moment Undrained of arch of Strength Weight Center Soil - Shear Along base The slice f Circle Induced Slica of Slice kips 0 "i * "1 Surcharge Center 0 Pgd g o n Strength Of Slice ff r Moment 1 No. ft lbs-ft/ft kips ft psf psf lbs-ft/ft ft Psf ft lbs-ft/ft 1 . _ _ _ _ _ _ _ _ _ _ _ 2 1.56 4.05 6,318 2.19 4.05 8,870 2,041 2,230 3.02 6,868 8.25 56,661 3 1.74 1.35 2,349 2.19 1.35 2,956 2,338 2,400 2.54 6,480 8.25 53,460 4 1.14 -1.15 - 1,311 - - - 6,207 4,600 2.54 10,902 8.25 89,941 5 0.468 -3.2 - 1,496 - - - 6,336 4,680 3.02 13,619 8.25 112,357 6 - - - - - - 2,730 2,620 7.02 21,615 8.25 - 5,858 11,826 312,419 o, = 2(S ) + q; S , = 1,S20 pri n a 111 O o = b 2(S ub I* vb I vb
= 1,325 psf; S b
= 1,820 psf I o, = 2(1,520) + 810 = 3,850 psf ,
b = 2(1,820) + 1325 = 4,965 psf 6 F3 = 3,850 x 6.25 = 24.06 kips g F, , I Fy = 1/2 (4,965 - 3,850) x 6.25 = 3.48 kips
,,, L is i
I I
'b
^ .
1 Table C-14 FACTOR OF SAFETY UNDER COMDINED STATIC AND DYNAMIC IAADING INTERMEDIATE SURFACE WITH PASSIVE WEDGE UNDRAINED SHEAR STRENGTH FROM FIGURE 14 1 - Contribution of Shear Strength - weightless mass Equilibrium of Forces Acting on Footing and Wedge of Sliding Mass Underneath r 5 Pf x y = d2 8 ui 1{r+PHgg+FH22 2(Pf + P" + Py + S u68 6) cos =P u * "w Pf x 4.13 = (312,419 + 75,067 + 14,512) lbs/ft 2(101.2 + 21.61) x .615 = P + 2.89 kips-u Pf = 97.33 kips 151.11 kips = P, + 2.89 kips 2 - Contribution of Surcharge 3 P" = 148.22 kips r P" x y = gj2 Pg di , P /B - TD f 14,822 - 810 FS = * " g q - yD f 6,054 - 810 2.67 P".x 4.13 = 11,825 lbs/ft
.P" = 2.86 kips 3 -' contribution of Weight 2 5 Py x y r = gj 2 "i "i Py x 5.5 = 5,858 lbs/ft Pg = 1.06 kips Pf + P" + Pg = 101.2. kips
s '
. .i
= l l Table C-15 RESISTING !!OMENTS AGAINST SLIDING INTERMEDIATE FA'tLURE SURFACE ACTIVE - CIRCULAR - PASSIVE UNDRAINED SHEAR STRENGTH FRCM FIGURE 13 J D . i Arm of di Weight , Resistance Wg Wg Weight- Arm of. Surcharge t At the~ Radius Shear-ff kngth Base of
" "#* Surcharge Induced Undrained Of arch of Strength Effective Around Moment i
Pg around Moment The slice Circle ~ Induced weight Center 3,gg - Shear Along base "i ~ "i Surcharge Center 0 Pg di o n Strength Of Slice ff r Moment Slica Of Slice 0' psf lbs-ft/ft ft _ kips psf psf 'ft No. kips ft Ibs-ft/ft ft lbs-ft/ft 1 - 4.05 6,318 2.19 4.05 8,870 2,041 1,900 3,08 5,852 8.25 48,279 2 1.56 2.19 1.35 2,956 2,338 2,060 2.70 5,562 8.25 45,886 3 1.74 1.35 2,349-
-1.13 - 1,311 - - - 6,207 4,290 2.37 10,167 8.25 83,880.
4 l'.14 6,336 4,350 2.91- 12,658 8.25 104,432 5 0.468 -3.2 - 1,498 - - -
- - 2,730 2,300 8.25 18,975 -
6 - - - . 5,858 11,826 282,477 u u o, = 2(S ) + qi S , = 1200 00 b = 2(S ub I* " 1 IE ub
=
vb I # vb o, = 2(1200) + 810 = 3210 psf , y, 4 I
' I
= 2(1500) + 1325 = 4325 psf g.
b I' F g = 3210 x 6.25 =.20.06 kips I-F2 = 1/2 (4325 - 3210) x 6.25 = 3.48 kips 8 e og 1
=,j Table C 16 .
FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING INTERMEDIATE SURFACE WITH PASSIVE WEDGE UNDRAINED SHEAR STRENGTH FROM FIGURE 13 l'- Contribution of Shear Strength Equilibrium of Forces Acting on Footing and Wedge of Sliding Mass Underneath r 5 8 r+FHyy+F22 o'* Y " iE2 ui i 2(Pf+P"+Py+Su6 6) cos 52' = P u
+
w P' x 4.13 = - (282,477 + 62,597 + 14,512) 2 ( 8 7. 0 6 -;- 2. 8 6 + 1. 0 6 + 18. 9 8 ) x 0.615 = P + Nf o 135.2 kips = P + 2.89 Pf.=87.06 kips 132.4 = P u 2- Contribution of Surcharge P"xj=i2 Py di P/ u f p _ qt YD g
, 13,240 - 810 ,2.37 6,054 - 810 P" x 4.13 = 11,825 lbs/ft P" = 2.86 kips 3- Contribution of Weight 2 5 Py x y r = gj2 wi U i Py x 5.5 - 5,858 lbs/ft Py = 1.06 kips
Table C-17 Magnitude and Direction of Forces Acting on Each Slice Shallow Surface Volume Volume Effec. Structural Average Angle of Above Below Weight Loads Total Angle of Inclination Total Water Water of Including Vertical Inclination 8 of forces Slice Volume Level Level Slice Surcharge Force a at bottom Between No. ft3 ft3 ft3 kips kips kips _of Slice Slices 1 7.0 2.0 5.0 0.63 1.62 2.25 67.5* 22.5* 2 14.58 2.5 12.08 1.21 2.02 3.23 32.8* 10.3* 3 17.28 2.5 14.78 1.40 2.02 3.42 10.3* 0* 4 17.28 2.5 14.78 1.40 12.14 13.54 -10.3* s -10.3* 5 14.58 2.5 12.08 1.21 12.14 13.35 -32.8*
-22.5*
6 12.51 4.5 8.01 1.19 24.27 25.46 -45*
- Slice weights were calculated using a unit weight of.135 pcf for the portion of the slice above water level, and a submerged unit weight'of 72.5 pcf for the portions below water level.
s
- . .= - - - .. . .- - . _ .
g . Table.C-18 Long Term' Effective Stresses on Shallow Sliding Surface Mobilized Friction' Angle Equal to 19' -
- L o Li R cos 19*
Length Length Reaction Li Sli.' Arc Chord Force on Tn & U1 a3 No. "t ft kips psf psf degrees psf psf: Kc=o y/o 3 1 .5 5.42 5.0 872 300 60 1392 699 1.99 J2 3.32- 2.92 5.63 1823 628 60 2911' 1460 1.99 3 2.54 2.50 5.94 2246 774 60 3587 1799 1.99 4 :2.54 2.50 16.25 4800 2116 60 9898 4924 1.99 5 3.02 2.92 115.75 5100 1756 60 8141 4086 1.99 6 7.08 7.08 23.62 3154 1086 60 5035 2527 1.99 2 T e I
< ~ , , . .-n, m
. . . ~ - - ,_ ~- . .- .- , .-, , ,
s hp
- g. i
- .. s Table C RESISTING MOMENTS AGAINST SLIDING SURFACE DIESEL GENERATOR BUILDING SHALLOW FAILURE SURFACE UNDRAINED SHEAR STRENGTH FROM FIGURE 14 t
'n -' ff a w I Weight 1 '. Surcharge Effective :Undrained ungd i Arm of induced 8 11 d induced n rmal shear - of arch Radius . Shear Bouyant slice surcharge .i . stress strength along ,ff g of ' strength weight weight moment moment
.above Arm of Pgdg at bottom at bottom . bottom Resistance -sliding. induced:
s . Slice of slice around "i'"i slice surcharge og ,ggc, . of slice of slice at bottom surface '. moment-no. kips 0, ft Ibs/ft kips around 0 lbs/ft
' psf psf' slice, ft' of slice r, ft Ibs/ft 1 0.63 5.66 3565' l.62 6.0 9,720' -872 1560 5.55 8,658 7 60,606 2 1.21 3.75 4537 2.02 '3.75 7,575. 1823- 2103 3.02 6,342 7 44,394 3 1.40 1.25 1750 2.02 1.25 2,525 2246 2350 .2.54 5,969 7 ;41,783 4 1.05 -1.25 -1310 - - '-- 6146 4580 2.54 11,633 7 81,431 5 0.37 -3.33 -1245 - - -
5100 3990 3.02 12,050 7 84,350 i 6 - - - - - - 3154 2860 7.08 20,249 :- - 7297 19,820 312,564-
u. C
't n s
TABLE C-20 FACTOR OF SAFETY.UNDER COMBINED STATIC AND DYN MIC LOADING
. DIESEL GENERATOR BUILDING SHALLOW FAILURE SURFACE ACTIVE - CIRCULAR I - Contribution of Shear Strength . Equilibrium of Forces . Acting on the Footing and ' Active 5 Wedge of Soil Underneath Pf x m, = 11g S,tg r P' x 3.5 = 312,564' P' + P" + P** = 89.3 + 5.66 + 1.56 = 96.52 kips 2 ( Py + P " + P," + Su6 6) cos 45' = Pu +
w P' = = 89.3 kips /ft of wall. O
- 2(96.52 + 20.25) x 0.707'= P +W, 2 - Contribution of Ourcharge 3
2(116.77) x 0.707 = Pu ;+ 2.38 kips.
#o * "o
- i l Pd E gi c165.11 kips = P + 2.38 kips 162.73 kips -
P" x 3.5 = 19,820 ' u'.= 162,730 P" = = 5.66 kips - 810 o 9'.5 3 pg . 10 6,054 - 810 , 2.95. 3 - Contribution of. Weight 5 P* o xm g = g[g Wg ng P,* x 4.66 = 7,297 P," = j66=1.56 kips. l
. I3
- s. -
O Table C-21 RESISTING MOMENTS AGAINST SLIDING
. SHALLOW FAILURE SURFACE n UNDRAINED SHEAR STRENGTH FROM FIGURE 13 L ..
Arm of dg 1 slice length weight arm of x ff -of Bo ant cn n u ed sur i ej Eff tive a ' 'f f ' A Radius Shear weight of m ment abover9e -center of m ment normal strength -bottom resistance of- ~ strength-of sliding
. slice.
sliding Pg di- stress at .at bottom- of at the sliding' induced-Slica slice surface "i*"i . surface bottom of' of slice slice- bottom' ' surface. . moment kips no. kips ft lbs/ft i ft .lbs/ft slice psf psf ft of slice - r,'ft lbs/ft-1 0.63 5.66 3565 1.62 6.0 9,720 872' 1240 5.55 6,882 7 48,174? 2- 1.21 3.75 4537- 2.02 3.75 7,575 1823 1780 3.02 5,376 -.7 37,632 3 1.40 1.25 1750 2.02 1.25 2,525 2246 2010 2.54- 5,105 -7 354735 4 'l.05 -1.25 -1310 - - -- 6146' 4230 2.54 10,744- .7 75,208' 5 0.37 -3.33 -1245 - - - 5100 ~3660 3.02 11,053 '7
. 77,371 6 - - - - - -
3154 2540 '7.08 17,983 ' - - 7297 19,820 '274,210-
Table C-22 FACTOR.OF SAFETY UNDER' COMBINED STATIC.AND DYNAMIC. LOADING DIESEL GENERATOR BUILDING SHALLOW FAILURE ~ SURFACE UNDRAINED SHEAR STRENGTH FROM FIGURE 13 il - Contribution of Shear Strength Equilibrium of Forces Acting on .the' Footing and the Active Wedgc
~
3
.5 of Soil Underneath P'.x m .= .E S 't. r-1"1 " 1 P'
o.
+ P " +1 P '" = 78.34 + 5.66 + 1.56 = 85.56 kips o o P' x 3.5 = 274,210 274 210- 2(P'L+ P " + P "' + S"6*6) s 45* = P-
+W" P' =
3$5 = 78.34 kips 2 - Contribution of Surcharge S u6# 6 = 17.98 kips (see Table 3) 3-P" x-mg .= fjy Pg d g 2(85.56 + 17.98) x 0.707 = P u +12.38 kips l P" x 3.5 =.19,820 2(103.54) x 0.707 - P " + 2.38' kips 146.4 kips = P u + 2.38 kips P".=.l ' S
= 5.66 kips' 144 kips = P 3 - Contribution'of Weight P. xm y =
5 Pu /B - YD f 14,400 - 810 4 g ' ffy Wg n f FS = = q yD 6,054 - 810 2.59 f P"' x 4.66 = 7,297 P"' = -1.56 kips
y ~ +- . M., Tabl'e C-23 RESISTING MOMENTS AGAINST SLIDING 4 DIESEL GENERATOR. BUILDING . .
.-SHALLOW-SURFACE WITH ACTIVE - CIRCULAR.- PASSIVE WEDGE.
UNDRAINED SHEAR STRENGTH FROM FIGURE.14..
"i Arm of .d i T t weight' g ff Wg Wg Weight- .
Arm of Surcharge vff. Lengtih . Resistance Radius Shear Induced -P g Surcharge Induced Undrained Of arch. At the; of Strength-Effective Around Moment Pg around Moment Bass of- ' Circle . Induced Weight Center 3,gg - Shear Along base "i "i. Surcharge . Center 0 Pg di $ Strength .Of.. Slice The slice r Moment Slica Of Slice 0 kips ft lbs-ft/ft' psf psf ft ' psf' ft lbs-ft/ft' No. kips ft lbs-ft/ff. 2 1.21 '3.75 4,537- 2.02 3.75 7,575. 1,823 2,100' .- 3,02 6,342 7 44,394 3 1.40 1.25- 1,750 2.02 1.25 ,2,525 2,246 2,350 2.54 5,969 7 41,783 4 1.05 -1,25 -1,312 - - -' 6,146 4,580 2.54 11,633 7- 81,431 5 0.37 -3.33 -1,232 - - - 5,100 3,990 3. 0 2 .- '12,050 7 84,350. 6 - - - - - - 3,154 ,2,860 7.02 20,077 - - 3,743 10,1C0 251,958 a 1 1.L Sio " 1 o,.= 2(S,,) + q: S,, = 1,520 psf; q = 810 psf " o b = 2(SubI * 'vbi8ub = 1,770 psf; ovb = 1,235 psf A 3 I o* = 2(1,520) + 810 = 3,850 psf o b = 2(1,770) +.1,235 = 4,775 psf I%
, p, a g .
H Pg = 3,850 x'5' = 19.25 kips .s a P2 = 1/2 5(4775-3850) = 2.31 kips 1,,, gr, ls. I a
'b
e t . 4 Table C-24 UNDRAINED SHEAR STRENGTH FROM FIGURE 14 CALCUIATIOE OF FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING SHALLOW SLIDING SURFACE WITH ACTIVE - CIRCULAR - PASSIVE WEDGE. UNDRAINED SHEAR STRENGTH FROM FIGURE 14 1 - Contribution of Shear Strer.gth - weightless mass Equilibrium of Forces Actirg on Footing and Active -
. Wedge.Underne.ath Im = 0 FH11+FH2 2 + iEl S ui 1i r = P'o x mo I $"+ o + P*g + Su6 6) c s 45* = Pu.w 2(87.94 + 2.88 + 0.8 + 20.1) x 0.707 = P + 2.38 kips 19,250 x 2.5 2,310 x 3.33 + 251,958.= Pf x 3.5 u 158 kips = Pu + 2.38 307,775 = Pf x 3.5 Pf =-87.94 kips 155.6 kips = P u
2 - Contribution of Surcharge P /B - yD f 15,560 - 810 Im = 0 FS = ~" yD g 6,054 - 810 " 2.H + g 9t 2 o "o " iEl i i P" x 3.5 = 10,100 P" = 2.88 kips 3 - Contribution of Weight Im g
= 0 5
P" x my = j g gW gng P," x 4. 66. = 3,74 3 P" = 0.8 kips
s
+
Table'C-25 RESISTING MOMENTS AGAINST SLIDING SHALLOW SURFACE WITH ACTIVE, CIRCULAR and PASSIVE WEDGES n UNDRAINED SHEAR STRENGTH FROM FIGURE 13
.i Arm of J 1 slice Length weight Arm o'f -
't ff Of
- w surcharge o Bou ant ce [d ed su charge . center I of jce Effe tive h ar aog T ff I
Radius ~ Shear weight of
* **"' 'D V* ,m ment normal. strength bottom Resistance , of. strength-of sliding slice sliding
'P g id stress at at bottom of at the - sliding .. induced Slice slice surface "i'"i '# kips surface- bottom of of slice slice- bottom surface ' moment:
no. . kips ft lbs/ft 1 ft' lbs/ft slice psf psf ft of slice r, ft lbs/ft 2 1.21 3.75 4537 2.02 3.75 .7,575 ~1823 1780 3.02 5,376 7 37,632
~3 1.40 1.25 1750 2.02' 1.25 2,525 2246 2010 2.54 5,105 7 35,735 4 1.05 -1.25 -1312 - :- -
6146 4230 2.54 10,744 7 -75,208 5 0.37 -3.33 -1232 - - - 5100 3660 3.02 11,053 7 77,371
'6" - - - - - -
3154 2540 - 7.08 - .17,983 - - 3743 10,100 '225,946
- CALCULATION OF PASSIVE WEDGE RESISTANCE -
o, = 2(SuaI + 98 8 ua = 12003.q = 810 psf ,,a' ,- f[O n o b " 2I8ubI * 'vb 8 Eub = 4 0; o vb = 1235 psf o, =_2(1200) + 810 = 3210 psf g, o b = 2(1450) + 1235 = 4135 psf I6 Fg =.3210 x 5' = 16.05' kips .g 6 o 4 ,. F2 = 1/2 (5)(4135-3210) = 2.31 kips l' e in g l 4 i
-E
. 7 I
Table C-26 CALCULATION OF FACTOR OF SAFETY UNDER COMBINED STATIC AND DYNAMIC LOADING S!! ALLOW SLIDING SURFACE WITH ACTIVE - CIRCULAR - PASSIVE WEDGE UNDRAINED SHEAR STPINGTH FROM FIGURE 13 1 - Contribution of Shear Strength - weightless mass Equilibrium of Forces Acting on Footing and Active Im =0 Wedge Underneath o FH y g + F2 "2
- i 1 ui i #
- b*"o " " "
16.05 x 2.5 x 2.31 x 3.33 + 225,946 = Pf x 3.5 2 (78.22 + 2.88 + 0.8 + 17.98) x 0.707 = P + 2.38 kips u 273,763 - Pf x 3.5 141.23 kips = P + 2.38 P' = 78.22 kips P" = 138.9 kips 2 - Contribution of Surcharge 6 Im = 0 l P /B - T D f 13
~ "
2 9 t - yD ,,890 - 8106 054 - 810 " 2.49 g
$ "o " iEl i dg Pf x 3.5 = 10,100 Pf = 2.88 kips 3 - Contribution of Weight Img =0 5
P," x my = gj g W n g P* g x 4.66 = 3,743
- i. Table C-27
-s .
BEARING CAPACITY CALCULATIONS
-INTERMEDIATE CIRCLE (CIRCULAR FAILURE SURFACE)-
LOWERED WATER TABLE y = 135 pcf Average Average Inclination Structural Total _ . Inclination -8 , Load and Vertical a Of Force. Slice volgme Weight Surcharge Force At Bottom Between No. (ft ) (kips) (kips) (kips) Of Slice- Slices 1- 112.~ 4 1.67 2.36 4.03 64* 18* 2 19.3 2.61 2.19 4.80 30* 9* 3 21.7 2.93 2.19 -5 12 7'
' G*
4 18.5 2.50 11.16 13.66 -~9*
- 8,5*
1 5 19.1 2.58 13.10 15.68 -27*
-26' 6 15.9 2. 15 24.25 26.40 .-52' i; -
I e [ l i r l
q r 7 Table C-28
~
LONG TERM EFFECTIVE STRESS ON INTERMEDIATE SLIDING SURFACE (CIRCULAR) (LOW. WATER TABLE, MOBILIZED FRICTION ANGLE = 15.5') Lg L o Length R R l5.5* R Length of Reaction os
=a sin 15.5*-
=T - -
Slice 'Of Arc Chord b L '# # Force i i $ 1 3 No. (ft) (ft) (kips) (psf) (psf)' degrees (psf) (psf) Ul ! 3 1 7.08 6.95 8.2 1140 315 60. ~ 1,6 8 5. 958 1.76 2 3.08- 3.02 7.3 2330 645 60 3;447 1958 1.76 3 2.70 2.66 7.8 2825 780 60 - 4,176 2375 :1.76 4 2.37 2.33 16.5 6825 1890 60 10,099 5734 1.76L 5 2.91 2.89 20.2 6735 1870 60 -9,974- 5655 1,76 6 8.25 8.25 24.1 2815 780 60 4,166 2365 .l.76 i
, 7+ T 'l 4
'/ .s
.,,.- :et' r
1 e: j s Table C-29 .g L RESISTING MOMENTS AGAINST SLIDING INTERMEDIATE FAILURE-SURFACE WITH PASSIVE WEDGE UNDRAINED SHEAR STRENGTH FROM FIGURE 14
. ' LOW WATER LEV.EL' "i ,
- Arm of
. Weight d i Resistance' Wg g ; Wg Weight- Arm of . Surcharge At the ' Induced Pg Surcharge' Induced t gg gg 3, dius Shear Effective Around ;Undrained Of arch. Base of og.- Strength.
I Weight Center. Moment .. Soil Pg around Moment. The slice: Shear Along base Circle' . Induced - Slic's . Of Slice 0- "i * "i Surcharge ' center 0 Pgdi n Strength. Of Slice T gf I'
.r- I Moment kips No. ft lbs-ft/ft kips ft- lbs-ft/ft psf -psf- ft psf ft .lbs-ft/ft ; 2 2.61 4.05 10,570 . 2.19 .. 4.05 8,670 2330 .2400 3.08 .7,392l 8.25, L 60,984' 3 2.93 1.35 3,955 12.19 1.35 2,956 2825 2680 2. 7 ,. 7,236- :8.25- 59,697;. "
4 2.12 -1.15 - 2,441 - - ;- -6825 14950: 2.37 11,731. 8.25 '96,780: 5 .871 -3.2 - 2,788 - - - 6735- 4930 2.91 14,259- 8.25. 117,637 5 2680' ) 6 -- - - - - -
.2015 8.25' 22,110' - -
. 9,296 11,826 335,098 I
- o, = 2 ( vg g ) +q tgg, = 1520 Hg,= 3.12 a 1 1.L 910 Ob = 2(i ffb I*# vb 8 'vb = 1654 psf; i ffb-
= 2010 H2
- 4*17 .A
- l o, = 2(1520) + 810 = 3850 psf Ti A o b = 2(2010) + 1654 = 5674 psf i6o I'
;g ,
F 1 = 3850 x 6.25 = 24.06. kips- ;I , ,, gr, ls P 2=j-(5674-.3850) x 6.25 = 5.7. kips .,
,& l-
- t L-,.
, - - , . . , . . ,w.-,
Table C-30 FACTOR OF SAFETY UNDER COMBINED STATIC AND EARTHQUAKE LOADING
. INTERMEDIATE SURFT.or., 1 ACTIVE-CIRCULAR-PASSIVE UNDRAINED SHEAR STRENGTH FROM FIGURE 14 LOW WATER LEVEL 1 - Contribution of. Strength Equilibrium of Forces on Active Wedge Below Footing P' x 4.13 = 24.06 kips x 3.12 + 5.7 kips .
2 (P' + P " + P "' + Tff6A 6) cos 52 =P +W x 4.17 + 335,098 lbs 2 (109. 62 + 22.11) x 0.615 = P + 4.39 kips P' x 4.13'= 433,934 lbs 162.02 = P u + 4.39 kips P' o = 105.07 kips P = 157.64 kips u Contribution of Surcharge P" x 4.13 = 11,826 157 640
- 810 FS = = 2.85 P" 6,054 - 810 o = 2.86 kips 3 - Contribution of Weight P "' x r = 9,296 P "' = 1 . 6 9 k i p s .
P' + P " + P "' = 1 0 9 . 6 2 k i p s
+
' s ?)
i _ __ 6' Table C-31 RESISTING MOMENTS AGAINST SLIDING INTERMEDIATE FAILURE SURFACE WITH PASSIVE WEDGE UNDRAINED Sl{ EAR STRENGTH FROM FIGURE 13 LOW WATER TABLE "i . Arm of d weight i g Resistance Wg Wg . Weight- Arm of Surchargo T ff Length At the Radius Shear Induced Pg Surcharge Induced Base of of Strength Effective Around Undrained Of arch The slice
" **"E Pg around Moment Weight Center Soil -
Shear Along base Circle Induced Slica Of Slice 0 "i * "i Surcharge Center 0 Pi dg on Strength Of Slice *ff
- r- Moment No. kips ft lbs-ft/ft kips ft lbs-ft/ft psf paf ft psf ft lbs-ft/ft 2 2.61 4.05 10,570 2.19 4.05 8,870 2330 2070 3.08 6,376 8.25 52,602 3 2.93 1.35 3,955 2.19 1.35 2,956 2825 2350 2.70 6,345 8.25 52,346 4 2.12 - 1.15 ' - 2,441 - - -
6825 4630 2.37 10,973 8.25 90,527. 5 .871 -3.2 - 2,788 - - - 6735 4580 2.91 13,328 8.25. 109,956 6 - - - - - - 2815 2330 8.25 19,222 8.25 - 9,296 11,826 305,431. oa = 2(rffa) + q: T ffa = 1200 , 1 1 ,g 9,g og =.2(tffb3 * 'ov' 'vb = 1654 psf; t ffb = 1670 a n I o, = 2(1200) + 810 = 3210 psf o b = 2 (1670) + 1654 = 4994 psf ; Fg =.3210 x 6.25 = 20.06 kips ahk F2= (4994 - 3210) x 6.25 = 5.57 kips H ( IIg = 3.12 i,,, erg I' 113 = 4.17 i 1
,,b I
;3.a
.; S ' ..
3 ( Table C-32 FACTOR OF SAFETY UNDER COMBINED STATIC AND EARTHQUAKE LOADING " INTERMEDIATE SURFACE WITH PASSIVE WEDGE LOW WATER LEVEL
. ACTIVE-CIRCULAR-PASSIVE- ,
UNDRAINED SHEAR STRENGTH FROM FIGURE 13 1 - Contribution of Strength' Equilibrium of Forces on Wedge'Below Footing P; x.4.13 = 20.06 kips x 3.12 + 5.57 kips 2(Pf + P" + P," + Tff6 6) c s 52* = Pu # w x 4.17.+ 305,431 2(99.28 + 19.22) x 0.615 = P" + 4.39 kips Py x 4.13 = 391,245
= 94.73 kips 145.75 = P" + 4.39 P"'
P" = 141.36 kips 2 -. Contribution of Surcharge P" x 4.13 = 11,826 1 360
.810 FS = "
- 6,054 - 810 P" = 2.86 3 - Contribution of Weight P*
n x 5.5 = 9296 P*= o 5
= 1.69 Py + P" + Eg*= 99.28 kips
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