Second, any recording device (camera, tape recorder, microphone) should be concealed and surreptitious (unless otherwise required by law). This can be accomplished by placing a camera behind a two-way mirror, using a camera lens disguised as a thermostat or placing a microphone underneath the desk. Research and experience clearly indicate that it is not the act of electronic recording that inhibits truth-telling – it is the constant reminder that the session is being recorded or memorialized that causes guilty suspects to stick with their earlier lies and victims and witnesses to withhold sensitive or embarrassing information. The same outcome may occur if an investigator is typing up the suspect’s responses on a laptop computer during an interview. While we are strong advocates of note-taking during an interview, and have found several benefits to this practice, the act of key-stroking data into a memory storage and retrieval device is much more intimidating than a casual hand-written note.

Various auxiliary requirements have been imposed in FEQUTL to more closely define the floodway. The main flow channel, if such can be defined, is generally required to be in the floodway. Thus, the hypothetical obstruction must not affect the lower flows in the stream. Furthermore, the obstruction usually is allocated between the left and right banks of the flood plain so as to reduce the hydraulic capacity of each by about the same amount. Cases can result where only one streambank includes a flood plain, and then all the obstruction must be placed on only one side of the main channel. In other cases, the total capacity of one side of the flood plain may be inadequate for the planned reduction in capacity, and the other side must then have a greater reduction. A mixture of hydraulics and regulatory convenience combine to provide the tools and rules for establishing the boundaries of a regulatory floodway.

To compute a trial floodway, a rule of equal reduction of conveyance on the left and right of the channel is applied in FEQUTL by using the following steps.

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The floodway table is stored in a distinct file and is referenced with the FLOODWAY command. In this way, only one copy of the floodway table is needed for a stream system. This reduces errors and helps maintain consistency. Only two lines must be added to the input files for FEQUTL to invoke the floodway option. Details for the floodway table and the FLOODWAY command are given in section 5.12.

Floodway Map

Full Equations Utilities (FEQUTL) Model for the Approximation of Hydraulic Characteristics of Open Channels and Control Structures During Unsteady Flow U.S. GEOLOGICAL SURVEY WATER-RESOURCES INVESTIGATIONS REPORT 97-4037 4.7 Floodway Delineation Determining the boundaries of a regulatory floodway is difficult because, although the floodway definition is simple, the floodway may be established in many ways. The floodway is that portion of the available flow cross section that cannot be obstructed without causing an increase in the water-surface elevations resulting from a flood with a 100-year average return period of more than a given amount. The Federal Emergency Management Agency (1995, p. 5-3) establishes the amount to be 1.0 ft, but States can require a smaller amount of increase and, as an example, the State of Illinois requires that the increase be 0.1 ft or less. This definition allows great freedom in the establishment of the actual boundaries of the floodway. Various auxiliary requirements have been imposed in FEQUTL to more closely define the floodway. The main flow channel, if such can be defined, is generally required to be in the floodway. Thus, the hypothetical obstruction must not affect the lower flows in the stream. Furthermore, the obstruction usually is allocated between the left and right banks of the flood plain so as to reduce the hydraulic capacity of each by about the same amount. Cases can result where only one streambank includes a flood plain, and then all the obstruction must be placed on only one side of the main channel. In other cases, the total capacity of one side of the flood plain may be inadequate for the planned reduction in capacity, and the other side must then have a greater reduction. A mixture of hydraulics and regulatory convenience combine to provide the tools and rules for establishing the boundaries of a regulatory floodway. The loss of capacity for flow is computed in terms of conveyance, but a hydraulic problem is immediately encountered. Conveyance is an aggregate quantity that can only be computed meaningfully for complete channels or subdivisions of a channel with a shape such that the hydraulic radius properly reflects the frictional characteristics of the channel boundary. Thus, for the typical natural channel with a flood plain on the right and left, three subchannels are present: left overbank, main channel, and right overbank. A value of conveyance may be computed for each subchannel, and then the three subchannel conveyances are added to estimate the conveyance of the entire cross section. The manner in which the subchannels are defined is subject to some uncertainty, as is the best way to treat the interactions across the hypothetical boundaries between the main channel and the flood-plain channels. The hypothetical boundaries are assumed to be vertical and frictionless in most steady-flow and unsteady-flow models. Thus, no interaction is computed between the flow in the main channel and the flood-plain channels. Flow interaction does happen in nature, but the approximation is simple and no convenient, well-established alternative is available. More complex assumptions have been developed from laboratory studies, but too few field studies have been completed to make conclusions concerning the validity of the assumptions. To compute a trial floodway, a rule of equal reduction of conveyance on the left and right of the channel is applied in FEQUTL by using the following steps. For the water-surface elevation corresponding to the 100-year flood, the conveyance in the current cross section is computed. This is the reference conveyance. A target conveyance for the cross section is computed for the placement of the right-hand encroachment. For example, if the total reduction in conveyance is set at 10 percent, then 5 percent of the conveyance will be removed on the right-hand side of the cross section. This means that 95 percent of the reference capacity will be available after the right-hand encroachment is in place when the water surface is at the 100-year flood elevation. A vertical frictional wall is placed on the right-hand flood plain such that the target capacity of the remaining channel is obtained. The Manning's n of the boundary of the cross section where the wall is located is assigned to the wall. In the present example, this wall would be placed so that the conveyance in the cross section, when encroached only from the right, would be 95 percent of the reference conveyance. A vertical frictional wall is placed on the left-hand flood plain such that the cross section has the desired target capacity. In the present example, the conveyance of the cross section, as encroached upon from both left and right flood plains, is 90 percent of the reference conveyance. In some cases, the introduction of the vertical wall may lead to a slight increase in the conveyance because, for the shallow flows on the flood plain, it is possible to reduce the wetted perimeter more rapidly than the area, resulting in an increase in the conveyance. However, as the wall encroaches more and more of the cross section, the conveyance will be reduced. Also, the conveyance of the parts of the channel that have been cut off by the encroaching wall will not be the same on each side of the channel, nor will they be exactly the desired value. This problem cannot be remedied because conveyance is really an aggregate quantity, and estimates of the conveyance of a small part of the cross section are only rough approximations. Another type of problem in the determination of a floodway is that the concept of a floodway, at least as implemented in practice, is unequivocally a steady-flow concept. A floodway is defined in terms of the reduction in flow capacity only, and any changes in storage are ignored. This greatly simplifies the analysis and may be adequate in many cases. The true efficacy of this simplification is unknown because no detailed study of the effects of storage change has been completed. The steady-flow concept is simple because a unique meaning can be assigned to the average 100-year return-period flow, and all that is required for a steady-flow analysis is a flow rate. However, for unsteady-flow analysis, further requirements include one or more hydrographs to determine the water-surface elevation that will be exceeded on the average only once in 100 years. In principle, no single hydrograph can be utilized to determine the 100-year water-surface elevations everywhere in the watershed. The assumption made in the steady-flow analysis is that the flows used represent all possible flow interactions; therefore, a simple analysis can be made. The problem in unsteady-flow analysis is that it is unlikely that an observed hydrograph is available for which the peak or volume approaches a reasonable range for the 100-year flood level. The logistical aspects of applying FEQUTL and FEQ to define a floodway are now considered. The shape of the cross section is not considered in FEQ. The shape and size of the cross section are only considered in FEQUTL. Only a table of the cross-sectional characteristics for the entire section as a function of the maximum depth in the section is considered in FEQ simulation. Thus, an encroachment into the channel can only be defined with any precision in FEQUTL. Two sets of function tables must be input to FEQ: one set for the stream channel without a floodway and another set for the stream channel with a floodway. Furthermore, FEQUTL must be run for each change in the floodway. Therefore, the user should develop a structure of files that will simplify these operations. All function tables that do not represent cross sections should be placed in one or more files distinct from the cross-section tables. Also, all the bridge and culvert definitions and the associated cross sections should be in distinct files so they can be run separately. Finally, the remaining cross sections not related to bridges should be in a distinct file. Any closed-conduit sections should also be in distinct files because these will not be involved in floodway changes. Thus, five or six files of input to FEQUTL and the same number of output files containing the function tables for use as input to FEQ may be needed. A well-thought-out naming convention should be established to keep track of the various files. Directory structure also is important for keeping track of the files. The floodway specification, described in section 5.12, was designed to eliminate the need for making changes to the cross-section descriptions. Thus, the floodway specification consists of a table, with one line in the table used for each cross section to be modified, giving (1) a description of the method to apply in defining the floodway and (2) key items of information required to implement that method. The table number of the cross- section description is utilized to associate the floodway information with the cross-section description. If no floodway information is given in the floodway table for a cross section that appears in the subsequent input, then the cross-section table is computed unchanged. Conversely, floodway information given in the floodway table for a cross section not in the subsequent input is read in FEQUTL but not used. Thus, only those tables for which floodway information is given and that also appear in the subsequent input are changed. However, the complete input should always be processed to simplify the bookkeeping for files because the time taken in FEQUTL computations of the function tables is minimal. The floodway table is stored in a distinct file and is referenced with the FLOODWAY command. In this way, only one copy of the floodway table is needed for a stream system. This reduces errors and helps maintain consistency. Only two lines must be added to the input files for FEQUTL to invoke the floodway option. Details for the floodway table and the FLOODWAY command are given in section 5.12. Once the modified set of cross-section tables has been computed and the input to FEQ modified to reference the file containing the modified tables, FEQ can be run with the flood hydrograph or hydrographs selected for defining the floodway. It is unlikely that the first trial to determine floodway limits will be successful. The maximum values for water-surface elevation from FEQ simulation need to be reviewed, and adjustments should be made in the floodway table accordingly. A revised set of modified cross-section tables are then computed and the process is repeated. The process is usually started with a floodway defined in steady-flow analysis. This gives an immediate indication of the significance of the loss in flood-plain storage because steady-flow analysis does not include storage effects, whereas the initial unsteady-flow simulation includes storage effects. If the cross sections close to bridges and culverts are extensively modified, the flow tables for these structures may need to be recomputed. This complication results because in FEQ simulation the hydraulic characteristics of certain structures must be precomputed to avoid the time and the potential for computational failure of computing them "on the fly" together with the flow computations in the branches. The large number of culverts and bridges in streams in urban areas requires that they be represented carefully to develop a meaningful and useful model of the stream system. The effect of these structures and their mutual interaction on the floodway may be more important than the representation of the branches. [Next Section] [Previous Section] [Table of Contents]

What is a floodway Zone

All function tables that do not represent cross sections should be placed in one or more files distinct from the cross-section tables. Also, all the bridge and culvert definitions and the associated cross sections should be in distinct files so they can be run separately. Finally, the remaining cross sections not related to bridges should be in a distinct file. Any closed-conduit sections should also be in distinct files because these will not be involved in floodway changes. Thus, five or six files of input to FEQUTL and the same number of output files containing the function tables for use as input to FEQ may be needed. A well-thought-out naming convention should be established to keep track of the various files. Directory structure also is important for keeping track of the files.

Once the modified set of cross-section tables has been computed and the input to FEQ modified to reference the file containing the modified tables, FEQ can be run with the flood hydrograph or hydrographs selected for defining the floodway. It is unlikely that the first trial to determine floodway limits will be successful. The maximum values for water-surface elevation from FEQ simulation need to be reviewed, and adjustments should be made in the floodway table accordingly. A revised set of modified cross-section tables are then computed and the process is repeated. The process is usually started with a floodway defined in steady-flow analysis. This gives an immediate indication of the significance of the loss in flood-plain storage because steady-flow analysis does not include storage effects, whereas the initial unsteady-flow simulation includes storage effects.

The logistical aspects of applying FEQUTL and FEQ to define a floodway are now considered. The shape of the cross section is not considered in FEQ. The shape and size of the cross section are only considered in FEQUTL. Only a table of the cross-sectional characteristics for the entire section as a function of the maximum depth in the section is considered in FEQ simulation. Thus, an encroachment into the channel can only be defined with any precision in FEQUTL. Two sets of function tables must be input to FEQ: one set for the stream channel without a floodway and another set for the stream channel with a floodway. Furthermore, FEQUTL must be run for each change in the floodway. Therefore, the user should develop a structure of files that will simplify these operations.

Floodplain

Why is this important? Learning the truth from suspects, victims and witnesses is difficult enough without creating additional barriers within the room environment. The most important consideration is that the room should afford the subject privacy. Very simply, it is much easier to tell the truth to a single person than multiple individuals. Second, the environment should not remind the subject of the consequences awaiting him should he decide to tell the truth. After all, trying to avoid these consequences is what motivates the guilty subject’s deception. Finally, the investigator should be aware of how the room will be perceived by a jury viewing a video-taped interrogation. Will the room’s appearance raise issues of duress or coercion?

In conclusion, room environment is an important factor contributing to the success (or failure) of an interview/interrogation and warrants careful consideration at the designing stage of a new police department or office suite. Many investigators are stuck with an existing arrangement, but still have some control over the room environment. At the very least the investigator should arrange the chairs and writing surface within the room in such a way as to eliminate barriers and afford privacy. The investigator who is interacting with the subject should sit directly in front of the subject. The partner, or any other observer, should be out of the subject’s sight and not be actively involved in questioning the subject. Finally, any electronic recording device should also be out of the suspect’s sight.

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Another type of problem in the determination of a floodway is that the concept of a floodway, at least as implemented in practice, is unequivocally a steady-flow concept. A floodway is defined in terms of the reduction in flow capacity only, and any changes in storage are ignored. This greatly simplifies the analysis and may be adequate in many cases. The true efficacy of this simplification is unknown because no detailed study of the effects of storage change has been completed. The steady-flow concept is simple because a unique meaning can be assigned to the average 100-year return-period flow, and all that is required for a steady-flow analysis is a flow rate. However, for unsteady-flow analysis, further requirements include one or more hydrographs to determine the water-surface elevation that will be exceeded on the average only once in 100 years. In principle, no single hydrograph can be utilized to determine the 100-year water-surface elevations everywhere in the watershed. The assumption made in the steady-flow analysis is that the flows used represent all possible flow interactions; therefore, a simple analysis can be made. The problem in unsteady-flow analysis is that it is unlikely that an observed hydrograph is available for which the peak or volume approaches a reasonable range for the 100-year flood level.

Ideally, an interview room should be placed away from reminders of what the suspect will face should he or she decide to tell the truth. Just as it is much more difficult for a person to tell the truth if his parent, spouse or supervisor is present, it is difficult for people to tell the truth when they can hear cell doors slam or know that the first people they will face once they leave the room will be co-workers. In a law enforcement setting, the interview room should be away from booking areas, holding cells and barred jail cells. In the private sector, the room should be removed from the employee’s work area.

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The walls should be free from distracting art-work and certainly not reinforce consequences, e.g., a display of police patches from departments across the state or framed certificates from interviewing and interrogation courses attended. If there is an adjacent observation room, the two-way mirror should be placed at a height of about five feet; the subject should not be able to see his own reflection in the mirror when seated.

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Floodway Pasig

Any newly constructed interview room should be designed to accommodate potential electronic recording – if it is not already required in your state, eventually it probably will be. There are a number of basic considerations. First, the camera should be positioned to view the subject’s entire body, from head to toe. Remember that the purpose for the recording is not only to document that the suspect was properly treated, but also to reveal his emotional state and physical well being. A problem that is sometimes encountered is that if the investigator sits directly in front of the subject (which has several benefits), but the investigator’s head may block the camera. To avoid this, the camera should be placed at a height of about six feet and view the subject at a slight angle.

I recently taught at a newly constructed police department. The architecture was beautiful featuring a massive open community room. The detective’s work area was equally impressive with state of the art computer terminals, surveillance monitors and communication system. However, the interview room was right out of the 1960’s. There was a table in the middle of the room and the suspect sat on a stainless steel bench bolted to the floor. The investigators’ two chairs were on the opposite side of the table. Presumably, the suspect’s bench was bolted to the floor to prevent movement away from the camera’s view (which was mounted in plain sight in the upper corner of the room). As for the stainless steel finish, perhaps it is easy to clean up after an intense interrogation. This department, as well as probably many others, needs to catch up to the 21st century when it comes to designing a room for conducting interviews and interrogations.

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If the cross sections close to bridges and culverts are extensively modified, the flow tables for these structures may need to be recomputed. This complication results because in FEQ simulation the hydraulic characteristics of certain structures must be precomputed to avoid the time and the potential for computational failure of computing them "on the fly" together with the flow computations in the branches. The large number of culverts and bridges in streams in urban areas requires that they be represented carefully to develop a meaningful and useful model of the stream system. The effect of these structures and their mutual interaction on the floodway may be more important than the representation of the branches.

Floodway vs floodplain

The floodway specification, described in section 5.12, was designed to eliminate the need for making changes to the cross-section descriptions. Thus, the floodway specification consists of a table, with one line in the table used for each cross section to be modified, giving (1) a description of the method to apply in defining the floodway and (2) key items of information required to implement that method. The table number of the cross- section description is utilized to associate the floodway information with the cross-section description. If no floodway information is given in the floodway table for a cross section that appears in the subsequent input, then the cross-section table is computed unchanged. Conversely, floodway information given in the floodway table for a cross section not in the subsequent input is read in FEQUTL but not used. Thus, only those tables for which floodway information is given and that also appear in the subsequent input are changed. However, the complete input should always be processed to simplify the bookkeeping for files because the time taken in FEQUTL computations of the function tables is minimal.

FEMA floodway Map

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Determining the boundaries of a regulatory floodway is difficult because, although the floodway definition is simple, the floodway may be established in many ways. The floodway is that portion of the available flow cross section that cannot be obstructed without causing an increase in the water-surface elevations resulting from a flood with a 100-year average return period of more than a given amount. The Federal Emergency Management Agency (1995, p. 5-3) establishes the amount to be 1.0 ft, but States can require a smaller amount of increase and, as an example, the State of Illinois requires that the increase be 0.1 ft or less. This definition allows great freedom in the establishment of the actual boundaries of the floodway. Various auxiliary requirements have been imposed in FEQUTL to more closely define the floodway. The main flow channel, if such can be defined, is generally required to be in the floodway. Thus, the hypothetical obstruction must not affect the lower flows in the stream. Furthermore, the obstruction usually is allocated between the left and right banks of the flood plain so as to reduce the hydraulic capacity of each by about the same amount. Cases can result where only one streambank includes a flood plain, and then all the obstruction must be placed on only one side of the main channel. In other cases, the total capacity of one side of the flood plain may be inadequate for the planned reduction in capacity, and the other side must then have a greater reduction. A mixture of hydraulics and regulatory convenience combine to provide the tools and rules for establishing the boundaries of a regulatory floodway. The loss of capacity for flow is computed in terms of conveyance, but a hydraulic problem is immediately encountered. Conveyance is an aggregate quantity that can only be computed meaningfully for complete channels or subdivisions of a channel with a shape such that the hydraulic radius properly reflects the frictional characteristics of the channel boundary. Thus, for the typical natural channel with a flood plain on the right and left, three subchannels are present: left overbank, main channel, and right overbank. A value of conveyance may be computed for each subchannel, and then the three subchannel conveyances are added to estimate the conveyance of the entire cross section. The manner in which the subchannels are defined is subject to some uncertainty, as is the best way to treat the interactions across the hypothetical boundaries between the main channel and the flood-plain channels. The hypothetical boundaries are assumed to be vertical and frictionless in most steady-flow and unsteady-flow models. Thus, no interaction is computed between the flow in the main channel and the flood-plain channels. Flow interaction does happen in nature, but the approximation is simple and no convenient, well-established alternative is available. More complex assumptions have been developed from laboratory studies, but too few field studies have been completed to make conclusions concerning the validity of the assumptions. To compute a trial floodway, a rule of equal reduction of conveyance on the left and right of the channel is applied in FEQUTL by using the following steps. For the water-surface elevation corresponding to the 100-year flood, the conveyance in the current cross section is computed. This is the reference conveyance. A target conveyance for the cross section is computed for the placement of the right-hand encroachment. For example, if the total reduction in conveyance is set at 10 percent, then 5 percent of the conveyance will be removed on the right-hand side of the cross section. This means that 95 percent of the reference capacity will be available after the right-hand encroachment is in place when the water surface is at the 100-year flood elevation. A vertical frictional wall is placed on the right-hand flood plain such that the target capacity of the remaining channel is obtained. The Manning's n of the boundary of the cross section where the wall is located is assigned to the wall. In the present example, this wall would be placed so that the conveyance in the cross section, when encroached only from the right, would be 95 percent of the reference conveyance. A vertical frictional wall is placed on the left-hand flood plain such that the cross section has the desired target capacity. In the present example, the conveyance of the cross section, as encroached upon from both left and right flood plains, is 90 percent of the reference conveyance. In some cases, the introduction of the vertical wall may lead to a slight increase in the conveyance because, for the shallow flows on the flood plain, it is possible to reduce the wetted perimeter more rapidly than the area, resulting in an increase in the conveyance. However, as the wall encroaches more and more of the cross section, the conveyance will be reduced. Also, the conveyance of the parts of the channel that have been cut off by the encroaching wall will not be the same on each side of the channel, nor will they be exactly the desired value. This problem cannot be remedied because conveyance is really an aggregate quantity, and estimates of the conveyance of a small part of the cross section are only rough approximations. Another type of problem in the determination of a floodway is that the concept of a floodway, at least as implemented in practice, is unequivocally a steady-flow concept. A floodway is defined in terms of the reduction in flow capacity only, and any changes in storage are ignored. This greatly simplifies the analysis and may be adequate in many cases. The true efficacy of this simplification is unknown because no detailed study of the effects of storage change has been completed. The steady-flow concept is simple because a unique meaning can be assigned to the average 100-year return-period flow, and all that is required for a steady-flow analysis is a flow rate. However, for unsteady-flow analysis, further requirements include one or more hydrographs to determine the water-surface elevation that will be exceeded on the average only once in 100 years. In principle, no single hydrograph can be utilized to determine the 100-year water-surface elevations everywhere in the watershed. The assumption made in the steady-flow analysis is that the flows used represent all possible flow interactions; therefore, a simple analysis can be made. The problem in unsteady-flow analysis is that it is unlikely that an observed hydrograph is available for which the peak or volume approaches a reasonable range for the 100-year flood level. The logistical aspects of applying FEQUTL and FEQ to define a floodway are now considered. The shape of the cross section is not considered in FEQ. The shape and size of the cross section are only considered in FEQUTL. Only a table of the cross-sectional characteristics for the entire section as a function of the maximum depth in the section is considered in FEQ simulation. Thus, an encroachment into the channel can only be defined with any precision in FEQUTL. Two sets of function tables must be input to FEQ: one set for the stream channel without a floodway and another set for the stream channel with a floodway. Furthermore, FEQUTL must be run for each change in the floodway. Therefore, the user should develop a structure of files that will simplify these operations. All function tables that do not represent cross sections should be placed in one or more files distinct from the cross-section tables. Also, all the bridge and culvert definitions and the associated cross sections should be in distinct files so they can be run separately. Finally, the remaining cross sections not related to bridges should be in a distinct file. Any closed-conduit sections should also be in distinct files because these will not be involved in floodway changes. Thus, five or six files of input to FEQUTL and the same number of output files containing the function tables for use as input to FEQ may be needed. A well-thought-out naming convention should be established to keep track of the various files. Directory structure also is important for keeping track of the files. The floodway specification, described in section 5.12, was designed to eliminate the need for making changes to the cross-section descriptions. Thus, the floodway specification consists of a table, with one line in the table used for each cross section to be modified, giving (1) a description of the method to apply in defining the floodway and (2) key items of information required to implement that method. The table number of the cross- section description is utilized to associate the floodway information with the cross-section description. If no floodway information is given in the floodway table for a cross section that appears in the subsequent input, then the cross-section table is computed unchanged. Conversely, floodway information given in the floodway table for a cross section not in the subsequent input is read in FEQUTL but not used. Thus, only those tables for which floodway information is given and that also appear in the subsequent input are changed. However, the complete input should always be processed to simplify the bookkeeping for files because the time taken in FEQUTL computations of the function tables is minimal. The floodway table is stored in a distinct file and is referenced with the FLOODWAY command. In this way, only one copy of the floodway table is needed for a stream system. This reduces errors and helps maintain consistency. Only two lines must be added to the input files for FEQUTL to invoke the floodway option. Details for the floodway table and the FLOODWAY command are given in section 5.12. Once the modified set of cross-section tables has been computed and the input to FEQ modified to reference the file containing the modified tables, FEQ can be run with the flood hydrograph or hydrographs selected for defining the floodway. It is unlikely that the first trial to determine floodway limits will be successful. The maximum values for water-surface elevation from FEQ simulation need to be reviewed, and adjustments should be made in the floodway table accordingly. A revised set of modified cross-section tables are then computed and the process is repeated. The process is usually started with a floodway defined in steady-flow analysis. This gives an immediate indication of the significance of the loss in flood-plain storage because steady-flow analysis does not include storage effects, whereas the initial unsteady-flow simulation includes storage effects. If the cross sections close to bridges and culverts are extensively modified, the flow tables for these structures may need to be recomputed. This complication results because in FEQ simulation the hydraulic characteristics of certain structures must be precomputed to avoid the time and the potential for computational failure of computing them "on the fly" together with the flow computations in the branches. The large number of culverts and bridges in streams in urban areas requires that they be represented carefully to develop a meaningful and useful model of the stream system. The effect of these structures and their mutual interaction on the floodway may be more important than the representation of the branches. [Next Section] [Previous Section] [Table of Contents]

It is a major error to have any barrier (desk or table) between the investigator and subject’s chair. A guilty suspect will use that barrier as a shield and he will feel more confident and protected when lying to the investigator. In addition, the desk or table will conceal the subject’s lower body movements which are critical for interpreting nonverbal behavior. Consequently, the desk or table should be positioned off to the side. The observer’s chair should be placed behind, and to the side of, the subject’s, perhaps on the other side of the desk or table. The goal here is to have the observer out of the suspect’s sight, so as to minimize the violation of privacy represented by having a third person in the room.

FEMA floodway

The preceding describes the three walls visible to the subject. The wall behind the subject is different. Because it is out of the subject’s constant sight, It may be desirable to place art work on this wall to give the sense of an office setting. This is particularly desirable if the interview/interrogation is electronically recorded. The view jurors see resembles a non-threatening office setting. If the room contains a clock, it should be placed on this back wall — Suspects are plenty defiant on their own without having a clock staring them in the face reminding them of how long they have been in the interrogation room.

The loss of capacity for flow is computed in terms of conveyance, but a hydraulic problem is immediately encountered. Conveyance is an aggregate quantity that can only be computed meaningfully for complete channels or subdivisions of a channel with a shape such that the hydraulic radius properly reflects the frictional characteristics of the channel boundary. Thus, for the typical natural channel with a flood plain on the right and left, three subchannels are present: left overbank, main channel, and right overbank. A value of conveyance may be computed for each subchannel, and then the three subchannel conveyances are added to estimate the conveyance of the entire cross section. The manner in which the subchannels are defined is subject to some uncertainty, as is the best way to treat the interactions across the hypothetical boundaries between the main channel and the flood-plain channels. The hypothetical boundaries are assumed to be vertical and frictionless in most steady-flow and unsteady-flow models. Thus, no interaction is computed between the flow in the main channel and the flood-plain channels. Flow interaction does happen in nature, but the approximation is simple and no convenient, well-established alternative is available. More complex assumptions have been developed from laboratory studies, but too few field studies have been completed to make conclusions concerning the validity of the assumptions.

The interview room should be large enough for three individuals to sit comfortably, but not so large that the suspect can psychologically escape into the void. A dimension of 8′ x 10′ works well. The walls and ceiling should be well insulated to dampen outside noises. For the same reason, the door should be made of solid material, but certainly not resemble a cell door. Unless the room is exclusively used for custodial interviews, it is recommended not to have a lock on the door. The room should not have any windows to the outside or interior glass panes. Even if these are covered with drapes, the presence of windows decreases the desired sense of privacy.

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The room should contain four pieces of furniture – a writing surface (desk or table) and three chairs. One of these chairs is for an observer (partner, parent, union representative, etc.) the other two are for the investigator and the subject. The subject’s chair should not have arms, which tend to restrict movement, nor a swivel seat or castors. It should be a basic chair one might find in a waiting room or reception area. The investigator should sit in a chair similar to the subject’s, certainly not one which is more comfortable or luxurious. The investigator’s chair in our office has a hinged writing desk that is brought up for note taking during the interview, but taken down during the interrogation.

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