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- Herausgeber: John Wiley & Sons
- Kategorie: Geisteswissenschaft
- Sprache: Englisch
The Leading Guide To Site Design And Engineering Revised And Updated
Site Engineering for Landscape Architects is the top choice for site engineering, planning, and construction courses as well as for practitioners in the field, with easy-to-understand coverage of the principles and techniques of basic site engineering for grading, drainage, earthwork, and road alignment. The Sixth Edition has been revised to address the latest developments in landscape architecture while retaining an accessible approach to complex concepts.
The book offers an introduction to landform and the language of its design, and explores the site engineering concepts essential to practicing landscape architecture todayfrom interpreting landform and contour lines, to designing horizontal and vertical road alignments, to construction sequencing, to designing and sizing storm water management systems. Integrating design with construction and implementation processes, the authors enable readers to gain a progressive understanding of the material.
This edition contains completely revised information on storm water management and green infrastructure, as well as many new and updated case studies. It also includes updated coverage of storm water management systems design, runoff calculations, and natural resource conservation. Graphics throughout the book have been revised to bring a consistent, clean approach to the illustrations.
Perfect for use as a study guide for the most difficult section of the Landscape Architect Registration Exam (LARE) or as a handy professional reference, Site Engineering for Landscape Architects, Sixth Edition gives readers a strong foundation in site development that is environmentally sensitive and intellectually stimulating.
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Veröffentlichungsjahr: 2013
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Contents
Cover
Contents
Title Page
Copyright
Dedication
Preface
Acknowledgments
Chapter 1: Site Engineering IS Design
Why is an Understanding of this Material Important?
The Design Language of Site Engineering
Summary
Chapter 2: Grading Constraints
Environmental Constraints
Functional Constraints
Summary of Critical Constraints
Chapter 3: Contours and Form
Definition
Constructing a Section
Characteristics of Contour Lines
Contour Signatures and Landform
Case Studies
Chapter 4: Interpolation and Slope
Topographic Data
Interpolation
Calculating Slope
Slopes Expressed as Ratios and Degrees
Slope Analysis
Chapter 5: Grading of Simple Design Elements
Grading of Linear Elements
Grading by Proportion
Visualizing Topography from Contour Lines
Grading of Planar Areas
Swales to Divert Runoff
Area Grading Process
Chapter 6: Grading Process
Introduction
Applying the Grading Process
Grading Plan Graphics
Chapter 7: Soils in Construction
Role of Soil in Site Planning
Implications of Soils for Site Construction
Geotechnical Exploration and Soil Investigation
Soil Characteristics
Soil Classification
Engineering Properties of Soils
Structural Soils
Structured Soil Volumes
Lightweight Soils
Geotextiles
Construction Sequence for Grading
Placing and Compacting Soils
Earthwork Specifications
Chapter 8: Earthwork
Definitions
Grading Operations
Computation of Cut-and-Fill Volumes
Case Study
Chapter 9: Storm Water Management
Storm Runoff
Hydrologic Cycle
Nature of the Problem
Management Philosophy
System Functions
Storm Water Management Strategies
Beyond Storm Water Management
Summary
Chapter 10: Storm Water Management System Components
Traditional Storm Water Management System Components
Principles and Techniques
Infiltration Systems
Detention Systems
Rainwater Harvesting Systems
Constructed Treatment Wetlands
Green Roofs
Bioretention Systems
Landscape Practices
Future Developments: Net Zero Water and Integrated Water Management
Case Studies
Summary
Chapter 11: Soil Erosion and Sediment Control
Introduction
Regulatory Requirements
Soil Erosion Factors
Erosion and Sedimentation Processes
Erosion and Sediment Control Principles
Development of an Erosion and Sediment Control Plan
Runoff Considerations
Construction Sequencing
Erosion Control Measures
Sediment Control Measures
Case Studies
Summary
Chapter 12: Determining Rates and Volumes of Storm Runoff: The Rational and Modified Rational Methods
Introduction
Rational Method
Modified Rational Method
Volumes of Runoff, Storage, and Release
Required Storage for Detention or Retention Ponds by the Modified Rational Method
Summary
Chapter 13: Natural Resources Conservation Service Methods of Estimating Runoff Rates, Volumes, and Required Detention Storage
Introduction
Rainfall
Procedures of TR55
Volume for Detention Storage
Summary
Chapter 14: Designing and Sizing Storm Water Management Systems
Management Systems
Design and Layout of Drainage Systems
Designing and Sizing Grassed Swales (Waterways)
Designing and Sizing Pipe Systems
Designing and Sizing Subsurface Drainage
Designing and Sizing Rainwater Harvesting Systems
Designing and Sizing Integrated Water Management Systems
Summary
Chapter 15: Site Layout and Dimensioning
Hierarchy of Dimensioning
Dimensioning Guidelines
Horizontal Layout Methods
Layout Plans
Chapter 16: Horizontal Road Alignment
Types of Horizontal Curves
Circular Curve Elements
Circular Curve Formulas
Degree of Curve
Stationing
Horizontal Sight Distance
Construction Drawing Graphics
Horizontal Alignment Procedures
Superelevation
Case Study
Chapter 17: Vertical Road Alignment
Vertical Curve Formula
Equal Tangent Curves
Calculating the Locations of High and Low Points
Unequal Tangent Curves
Construction Drawing Graphics
Vertical Sight Distances
Road Alignment Procedure
Appendix I: Table of Metric Equivalents
Appendix II: Metric Drawing Scales
Glossary
Bibliography
Index
End User License Agreement
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Guide
Cover
Table of Contents
Start Reading
List of Illustrations
Chapter 1 Site Engineering IS Design
Figure 1.1. (a) Geomorphic: A stream restoration is carved in a floodplain to appear as if created by natural processes
Figure 1.2. Plan of the Leventritt Garden at the Arnold Arboretum. (a) Central lawn panel. (b) Terraces. (c) Garden pavilion. (d) Great wall.
(Plan: Reed Hilderbrand)
Figure 1.3. Walls delineate the fan-like arrangement of terraces.
Figure 1.4. Great wall and steel trellises for vine collection.
Figure 1.5. View of the central lawn, terraces, and garden pavilion.
Figure 1.6. Site plan of Earthworks Park. (a) Circular pond. (b) Bridge structure. (c) Ring-shaped mound. (d) Embankment. (e) Spillway structure.
Figure 1.7. Circular pond contains an inner grass ring.
Figure 1.8. Bridge structure allows for greater water flow.
Figure 1.9. Ring-shaped mound with retaining walls define the entry.
Figure 1.10. Access stairs at valley wall directly ascend the slope.
Figure 1.11. Overlook platform at access stair does not interrupt the line of the stair structure.
Figure 1.12. Site plan of Waterworks Gardens. (a) Main entry, where water flows beneath grates. (b) Settling ponds. (c) Grotto. (d) Wetlands.
(Plan: Lorna Jordan)
Figure 1.13. View of the metal grates where the water starts its journey toward the first settlement pond, visible just beyond the railing in the distance.
Figure 1.14. View across the wetlands shows the treatment plant in the background on the right.
Figure 1.15. Landform is sculpted to look as if it is draped from bedrock outcrops.
Figure 1.16. Boating in a constructed lake. The city emerges above the tree line.
Figure 1.17. Rough-hewn rock corridors feel like undiscovered country in the midst of the city.
Figure 1.18. Expansive rolling lawns juxtapose with the skyline.
Figure 1.19. Bridges and tunnels are found throughout the park, often separating pedestrians from automobile or other traffic, but in this case separating two pedestrian pathways.
Figure 1.20. The clean, square edges of the planter walls exaggerate an already-steep slope running adjacent to them.
Figure 1.21. Rounded slopes. (a) Concave. (b) Convex.
Figure 1.22. Enhancing topography with design elements. (a) Planting. (b) Architecture.
Figure 1.23. Level changes for privacy. Raised planting separates and visually screens the sunken sitting area from the sidewalk. The slope is used to add to the spatial enclosure of the sitting area.
Figure 1.24. Visual screen. Topography, particularly in conjunction with planting, can be used to screen or block undesired views. In the illustration, a planted berm is used to screen the view of a parking lot from a park area.
Figure 1.25. In this section, a berm is used to separate a playground from a street.
Figure 1.26. The low wall at the edge of some portions of Central Park in New York City provides both enclosure and separation while allowing the park and the city beyond to benefit from views in and out.
Figure 1.27. A small grade change is enough, when supported by planting, to make this space feel very separate from the Great Lawn in Central Park.
Figure 1.28. Separation of activities. (a) Along a riverfront promenade, a grade change, which incorporates seating, is used to separate the pedestrian walk from the bicycle and service lane. (b) An underpass is used to separate pedestrian and vehicular circulation in Central Park.
Figure 1.29. Amphitheaters. There are many good examples of places where topography has been used effectively to create a theater setting, two of which are presented here. (a) A Roman amphitheater built in Caesarea, Israel, about 25 BCE. The theater has been reconstructed and is in use today. (b) An amphitheater was constructed for the 1972 Olympics in Munich. Note how the edge of the theater has been blended into the surrounding earth form.
Figure 1.30. `Beebe Springs Creek Restoration, Chelan, Washington. (a) The channelized stream. (b) Oblique view of the project shows the channelized stream still flowing in the upper-right corner and the new channel still under construction below and to the left. (c) Heavy machinery was used to carve the new channel into the floodplain. (d) The resulting stream has a great deal of complexity and offers a much more habitable environment to salmon making the journey upstream.
Figure 1.31. Microclimate modification. Topography can be used to channel or deflect winds, capture solar radiation, and create cold or warm pockets.
Chapter 2 Grading Constraints
Figure 2.1. Grade changes at existing trees. (a) For cut conditions, either a slope or a retaining wall can be used beyond the drip line to attain the desired grades. (b) In fill situations, a retaining wall can be placed beyond the drip line or within the drip line if proper aeration measures, such as gravel vents, are provided. (c) A wood retaining wall used to protect a tree in a fill condition. (d) A concrete retaining wall used to protect a tree in a cut condition. (e) For a tree to survive either a cut or fill condition, great care must be taken to protect the tree during construction. The tree is surrounded by fencing during construction, and large signs have been posted on the fencing noting the fines that will occur if the tree is harmed.
Figure 2.2. Retaining walls are used to support a series of raised public terraces at Seattle’s City Hall.
Figure 2.3. A ridge has been formed in the sidewalk to separate runoff between the road right of way and the park property.
Figure 2.4. The gridded streets of Phoenix, Arizona. Note that the highway was even forced to make a right angle in the lower left corner of the image.
Figure 2.5. Foundation systems. (a) Slab. (b) Continuous wall. (c) Pole. (d) Example of a continuous wall foundation system used to overcome a large grade change on the site and provide underground parking.
Figure 2.6. Exterior wall details. (a) Standard wood frame construction places wood floor joists on top of a concrete foundation, and the exterior siding material extends below the joist/foundation connection. The grade at the foundation should be at least 8 in. below the siding material. If a continuous wall foundation is used, there is obviously some flexibility downward with the grades. (b) Walls are normally constructed directly on slab foundations. Since it is very difficult to waterproof this connection, this condition offers the least amount of flexibility. (c) Where the exterior wall forms a continuous plane uninterrupted by floor connections, greater grading flexibility, both up and down, can be achieved.
Figure 2.7. Relationship of building to topography. (a) Wooded, sloping site prior to construction. (b) Site as constructed, creating a valley across the slope. (c) An alternative site design that reduces the amount of excavation and preserves more of the wooded area.
Figure 2.8. Road and long axis of buildings placed parallel to contours. (a) Plan indicating the proposed drainage pattern. (b) Section indicating the typical terrace conditions for this configuration.
Figure 2.9. placed perpendicular to contours. (a) Plan indicating the proposed drainage pattern. (b) Section indicating stepped terraces. (c) Section indicating stepped buildings. (d) Elevation illustrating the cross-slope condition at entrances. (e) Height varies along the first riser, where the stair meets the steep cross-slope.
Figure 2.10. Road and long axis of buildings placed diagonally to contours. (a) Plan indicating proposed drainage pattern. (b) Section illustrating a reduced amount of required grade change as compared with Figures 2.8 and 2.9.
Figure 2.11. Grading for sports facilities. (a) Baseball and softball fields are normally pitched toward the outfield. (b) Court sports such as tennis and basketball may be pitched from the center to both ends, from one end to the other, or from one side to the other. They may also be diagonally cross-sloped. (c) Playfields like football and soccer fields are crowned at the center and pitched to both sides.
Chapter 3 Contours and Form
Figure 3.1. Water in this sink defines a line of equal elevation.
Figure 3.2. Two examples of lines of equal elevation in the landscape. (a) The edge of this detention pond defines a line of equal elevation. (b) The edges of these terraced rice patties also define lines of equal elevation.
Figure 3.3. Visualizing contour lines. (a) The stepped levels formed by stadium benches demonstrate the concept of contour lines. (b) Small terraces created for spectators at the site of the 1972 Olympic kayak run provide an excellent example of contour lines as they appear on the ground.
Figure 3.4. Relationship of contour lines to three-dimensional form. (a) Isometric drawing of a pyramidal form. (b) Contour lines illustrated on the isometric drawing. (c) Contour plan of a pyramid (concentric squares).
Figure 3.5. Alteration of form by changing contour lines. (a) Square contour lines of a pyramid altered to concentric circular contour lines. (b) Horizontal planes of circular contours stacked in a layer-cake-like manner. (c) Isometric of the resultant conical form.
Figure 3.6. A section has been taken through the center of the cone, showing surface smoothing between adjacent contour lines.
Figure 3.7. A monumental run of stairs shows step-like character, created by contours where a smooth transition has not been taken into consideration.
Figure 3.8. Contour interval and accuracy of form.
Figure 3.9. Drawing a section. (a) Indicate the cutting plane. (b) Draw parallel lines according to the contour interval and proposed vertical scale. (c) Project perpendicular lines from the intersection of the contour line with the cutting plane to the corresponding parallel line. (d) Connect the points to complete the section and delineate the ground line.
Figure 3.10. The edges of the stairs on this roof deck are at the same elevation as joints on the adjacent ramp and therefore are on the same contour line.
Figure 3.11. Closed contours. Contours are continuous lines creating closed figures. However, closure may not always occur within the limits of a drawing or map.
Figure 3.12. Direction of slope. The steepest slope is perpendicular to the contour lines. Consequently, surface water flows perpendicularly to contour lines.
Figure 3.13. The dots in this image show where contour lines would hit the horizon along this sloping lawn. Their even spacing denotes a uniform slope, as traced by the arrow above.
Figure 3.14. Drawing contour lines for the intersection of the highway and the overhanging park would require crossing contour lines.
Figure 3.15. Technically, contour lines never divide or split where they are used to represent the surface of the earth. However, at structures, contour lines may also be drawn across the face of the constructed object, thus providing a split appearance. (a) The contour line follows along the face of an excavation made in a slope. (b) The contour line follows along the face of the excavation as well as along the face of the structure placed in the excavated area. (c) The end section illustrates the relationship between the slope and the structure.
Figure 3.16. Contour signatures. (a) Ridge. (b) Valley. (c) Summit. (d) Depression.
Figure 3.17. Contour signatures. (a) Concave slope. (b) Convex slope. (c) Summit.
Figure 3.18. A small-scale urban ridge. Contours are delineated with black dashed lines, while white arrows show the direction of water flow.
Figure 3.19. A small-scale urban valley. Contours are delineated with black dashed lines, while white arrows show the direction of water flow.
Figure 3.20. The Great Mound at Gasworks Park in Seattle, Washington, is a summit with complex curvilinear topography. For plan view contour drawings, see the site plan in Figure 3.41.
Figure 3.21. Steps act as contours tracing this depression in an urban plaza.
Figure 3.22. The profile of this hill in Gasworks Park contains both concave and convex slopes.
Figure 3.23. Stairs as a grand public gathering space.
Figure 3.24. Stairs. (a) Typical stair section. (b) Stair spiraling up a steep slope. Both the stair and the path are pitched to a gutter on the uphill side, which also intercepts the runoff from the slope.
Figure 3.25. Grading at stairs. (a) Plan oblique illustrates how contour lines follow along the face of the stair risers. (b) On construction drawings the contour lines are drawn only to the edge of the stairs or cheek walls. Spot elevations are given at the top and bottom of the stairs and not for each step.
Figure 3.26. Ramps. (a) A sensitive retrofit to provide accessibility to an existing historic building. (b) Ramp integrated into sitting steps. Although this ramp was constructed prior to the establishment of ADA standards, it demonstrates the potential for highly creative solutions for accessibility. (c) A curb ramp where the curb has been partially dropped and the gutter partially raised to achieve a sloped transition. (d) In this example, the street has been ramped up to meet the elevation at the top of the curb at the crosswalk rather than installing a curb ramp. This solution may be appropriate for low-speed roads with low traffic volumes.
Figure 3.27. Grading at ramps. Spot elevations are indicated at the top and bottom of a ramp, and contour lines are drawn across the ramp. An arrow, normally pointing downhill, is shown with the slope of the ramp. It should be noted that the slope on ramps to be used by the handicapped cannot be more than 12:1, or approximately 8 percent.
Figure 3.28. Combination ramp stairs. (a) Sets of stairs connected by a short ramp. (b) Alternating arrangement of ramp and step. (c) Photograph illustrates the condition in part b. Again, the walk has been pitched toward the uphill side.
Figure 3.29. Accessible approaches. (a) This ADA accessible ramp was created as a sculptural entrance feature to a park that all users could enjoy. (b) This ADA accessible ramp provides those using it with a unique experience of the water feature, entering the upper level over a bridge.
Figure 3.30. Retaining wall section. Depending on the conditions, weepholes, a lateral drain, or both may be required to prevent a buildup of water pressure behind a wall.
Figure 3.31. Contour lines at retaining walls. (a) Similar to curbs and stairs, the contour lines again follow along the face of the structure. (b) On construction drawings, contour lines are drawn to the edges of the wall. Since these lines are superimposed on the face of the wall, they are not seen. Spot elevations are indicated at appropriate places.
Figure 3.32. Grading options at retaining walls. (a) A slope is created along the uphill face of the wall, making the end of the wall more visually apparent. (b) A slope is created along the downhill face, somewhat reducing the scale of the wall visually. (c) The wall is shaped in the form of an L, with the L pointing in the downhill direction. A niche is formed on the downhill side, and again, the end of the wall protrudes, as in part a. (d) Again, the L form is used, but now pointing in the uphill direction. As a result, the outside corner of the L becomes more apparent. (e) Except for wide walls, this condition is unacceptable due to erosion, maintenance, and safety problems. In the options in parts c and d, the grading must be handled to prevent the trapping of storm water at the inside corner of the L.
Figure 3.33. Terrace sections. (a) Terraces created by slopes. (b) Terraces created by retaining walls. (c) Terraces created by combining slopes and retaining walls. (d) An example of part c.
Figure 3.34. Drainage for slopes and terraces. (a) For relatively small terraces, the bench may be pitched in the downhill direction so that storm runoff flows across the slopes. (b) For large terraces, steep slopes, or easily erodible soils, the bench should be pitched back from the top of the slope. It is important, however, to prevent saturation of the bench by properly disposing of storm runoff.
Figure 3.35. The viewing platform suspended above the train tracks marks the terminus of the main waterfront street. In this image, note examples of the stairs, ramps, walls, and uniform slopes that comprise the design language of the site.
Figure 3.36. A stone dust ramp and a terraced lawn descend into the “valley,” the setting for Richard Serra’s “Wake.”
Figure 3.37. The “meadow” frames the arterial, ascending the uniform slopes on either side.
Figure 3.38. Alexander Calder’s “Eagle” lies adjacent to the central leg of the Z as it crisscrosses the site. In the distance, the aspen grove is also perforated by the Z.
Figure 3.39. The wall in the foreground separates the aspen grove from the train tracks, while a rhythm of walls frames the meadow on the opposite side of the road in the background.
Figure 3.40. Mark DiSuvero’s kinetic sculpture “Shubert Sonata” moves in the wind along the waterfront as the ramp descends to meet it.
Figure 3.41. Site plan of Gasworks Park. (a) Great Mound. (b) Lake Union. (c) Industrial structures.
Figure 3.42. Switchback paths traverse the landward slope of the Great Mound.
Figure 3.43. Path along the waterfront side of the Great Mound.
Figure 3.44. Summit of the Great Mound.
Figure 3.45. Plan of Olympic Park. (a) Olympic mountain. (b) Lake. (c) Stadium. (d) Amphitheater. (e) Plateau/upper meadow. (f) Pool. (g) Sports arena.
Figure 3.46. View of a model illustrating the valley-like form created by landform and architecture.
Figure 3.47. View of the Olympic mountain. The low height of the slope planting enhances the perceived size of the mountain landform.
Figure 3.48. Wind currents created by landform make Olympic Park an excellent place for flying model gliders.
Figure 3.49. Section of Olympic Stadium, lake, and landform.
Figure 3.50. The view across the lake illustrates the low profile of the Olympic Stadium.
Figure 3.51. The plateau provides a relatively flat area for more active play.
Figure 3.52. Aerial view of the path system between the stadium and lakefront.
Figure 3.53. View of the lakefront path. A steep slope separates the lakefront from the main walkway and stadium.
Figure 3.54. Grass terraces provide a transition between the lakefront and the large paved gathering space outside the stadium.
Figure 3.55. Aerial view illustrates the geometric progression created by the placement of the terrace stairs.
Chapter 4 Interpolation and Slope
Figure 4.1. Plan of stake layout for collecting topographic data. As discussed in Chapter 8, the grid of spot elevations is particularly helpful when using the borrow pit method of determining cut-and-fill volumes. However, irregular grids or selected points may also be used to collect topographic data.
Figure 4.2. Sample grid cell in feet.
Figure 4.3. Sample grid cell with 1-ft. contour lines located.
Figure 4.4. Graphic technique for interpolation.
Figure 4.5. Completed grid of spot elevations.
Figure 4.6. Contour plan interpolated from Figure 4.5.
Figure 4.7. Sample grid cell in meters.
Figure 4.8. Sample grid cell with 0.50-m contour lines located.
Figure 4.9. Plan for Example 4.3.
Figure 4.10. Plan for Example 4.4.
Figure 4.11. Diagram of the slope formula.
Figure 4.12. Section for Example 4.5.
Figure 4.13. Section for Example 4.6.
Figure 4.14. Section for Example 4.7.
Figure 4.15. Section for Example 4.8.
Figure 4.16. Alternative methods of expressing slope. (a) As a ratio. (b) In degrees.
Figure 4.17. Contour plan.
Figure 4.18. Wedge and graphic scales for conducting slope analysis.
Figure 4.19. Graphic presentation of slope analysis.
Figure 4.20. DTM of the contour plan in Figure 4.17. (Software: Softdesk Civil/Survey Pack Version 7.20)
Figure 4.21. DTM with slope analysis.
Chapter 5 Grading of Simple Design Elements
Figure 5.1. Path experience models. Note that all paths are on a 10 percent longitudinal slope,
1
that the path is cross-sloped at 2 percent, and that the models are all vertically exaggerated 5x. (a) Path along a valley with concave slopes leading away. (b) Path along a valley with convex slopes leading away. (c) Path with swales on both sides and berms beyond. (d) Path along a ridge with convex slopes leading away. (e) Path along a ridge with uniform slopes leading away. (f) Path down a uniform slope.
Figure 5.2. Longitudinal slope and cross-slope comparison models. No te that the model has been vertically exaggerated 5x and the path is cross-sloped at 2 percent in each model; only the longitudinal slope changes. (a) A 10 percent longitudinal slope. (b) An 8.33 percent longitudinal slope. (c) A 5 percent longitudinal slope. (d) A 3 percent longitudinal slope. (e) A 2 percent longitudinal slope.
Figure 5.3. Plan for Example 5.1.
Figure 5.4. Steps to the solution of Example 5.1. (a) Points of even contours are located along the path after determining the longitudinal slope. (b) Points along the bottom side of the path are located after determining the cross-slope. EQ indicates that the dimensions are equivalent. (c) The solution connects the existing contours to the proposed elevations along the path.
Figure 5.5. Plan for Example 5.2.
Figure 5.6. Road crowns. (a) Parabolic section. (b) Tangential section. (c) Reverse crown.
Figure 5.7. Curbs. (a) Batter-faced section used for typical street curb. (b) Beveled section. (c) Rounded section. Both b and c are referred to as
mountable curbs
.
Figure 5.8. Swales and gutters. (a) Vegetated parabolic swale. (b) Paved gutter. (c) Combination curb and gutter.
Figure 5.9. Plan of three swales with different depths but with the same gradient (3 percent) and width (15 ft.). (a) 6 in. deep. (b) 12 in. deep. (c) 18 in. deep.
Figure 5.10. Saddle created by the high point of two swales sloping in opposite directions. (a) Plan. (b) Axonometric.
Figure 5.11. Plan and section for Example 5.3.
Figure 5.12. Axonometric of the path of the contour line along face of curb.
Figure 5.13. Graphic technique for establishing contour lines for crowned roads. Step 1: Locate whole number spot elevations along the road centerline. Step 2: Express crown height as a fraction of a foot (e.g., 6 in. = 1/2 ft., 4 in. = 1/3 ft.). Step 3: Divide the space between the whole spot elevations according to the fraction. Step 4: Draw a smooth curve from the spot elevation to the place where fraction lines cross the edge of the road.
Figure 5.14. Plan for Example 5.4.
Figure 5.15. Completed contour plan for Example 5.4.
Figure 5.16. Uniform slopes with one or two level edges. (a) A ridge sloping to two level edges. (b) Two level edges sloping to a trench drain. (c) One level edge sloping uniformly.
Figure 5.17. Perimeter edge level and sloping from high points marked by + signs. (a) Sloping from a single high point. (b) Sloping from a ridge, defined by two high points.
Figure 5.18. Perimeter edge level and sloping to low points. (a) Sloping to a single low point. (b) Sloping to two low points. (c) Sloping to four low points.
Figure 5.19. Sloping evenly from high points, marked by + signs. (a) Two high points in corners along the same edge, sloping in a V pattern. (b) Two high points midway along opposite edges, forming a saddle. (c) One high point in the center of the area, sloping evenly away. (d) A ridge crossing the short dimension and draining to the ends. (e) A ridge crossing the long direction and draining to the ends.
Figure 5.20. Sloping planes. (a) Evenly sloping plane, with a swale to direct runoff around the area. (b) Evenly sloped plane topped by a ridge. (c) Evenly sloping diagonal plane from one corner to another. (d) Warped plane, with two sides sloping steeply and two sloping shallowly.
Figure 5.21. Plan for Example 5.5.
Figure 5.22. Terrace sections. (a) Terrace constructed on fill. (b) Terrace constructed in cut. (c) Terrace constructed partially on fill and partially in cut.
Figure 5.23. Plan for Example 5.6.
Figure 5.24. Completed contour plan. The section is used to determine the location of the no cut–no fill limit between contour lines 214 and 213.
Figure 5.25. Contour lines adjusted to provide a smoother and more rounded appearance.
Figure 5.26. Slope sections. (a) Abrupt transition at top and bottom of slope. (b) Rounded transition at top and bottom of slope. Note that providing a transition area requires additional horizontal distance.
Figure 5.27. Plan for Example 5.7.
Figure 5.28. Completed contour plan based on criteria.
Figure 5.29. Plan for Example 5.8.
Chapter 6 Grading Process
Figure 6.1. Site analysis for Example 6.1.
Figure 6.2. Proposed site plan for Example 6.1.
Figure 6.3. Alternative slope diagrams and sections for the parking area. (a) Cross-pitched toward the building. (b) Cross-pitched away from the building. (c) Pitched to the center, creating a valley. (d) Pitched to the edges, creating a ridge.
Figure 6.4. Slope diagram for the building. The primary objective is to maintain positive drainage away from the building. Except for the east side, where handicapped access must be maintained, there are very few slope restrictions.
Figure 6.5. Section at the east face of the building. (a) Floor elevation set higher than parking lot elevation. (b) Floor elevation set lower than parking lot elevation.
Figure 6.6. Design alternatives for an entrance terrace. (a) Terrace with a simple set of stairs. (b) Terrace with stairs as a feature. (c) Terrace raised above surrounding street and sidewalk.
Figure 6.7. Critical spot elevations and gradients.
Figure 6.8. Final grading plan.
Figure 6.9. Typical grading plan symbols and abbreviations.
Chapter 7 Soils in Construction
Figure 7.1. A small bulldozer is used to perform rough grading for a parking lot.
Figure 7.2. The Leaning Tower of Pisa is an example of uneven settling due to contrasting soil conditions.
Figure 7.3. Example of a soil survey map. Soil series boundaries (referred to as soil map units) are delineated. Soil surveys are intended for a diverse audience ranging from farmers and foresters to planners and conservationists. To serve this broad spectrum of users, soil surveys provide extensive information in terms of soil properties, use, and management.
Figure 7.4. Soil phase diagram with basic volume and weight relationships.
Figure 7.5. USDA textural triangle. The intersection point of lines drawn from each side of the triangle determines the soil texture classification. For example, a soil with 60 percent sand, 30 percent silt, and 10 percent clay is classified as a sandy loam.
Figure 7.6. Image of structural soil. Note the absence of sand, or midrange aggregate, in the soil mixture.
Figure 7.7. Image of a lightweight soil-less growing medium for use in a rooftop sedum planting. Note the minimal organic content and the pores in the pumice stone that will help capture and retain moisture.
Figure 7.8. Grading sequence. (a) Rough grading is the phase in which major earth shaping and excavation occur. (b) All utility trenches and structures are backfilled and the subgrade is brought to the proper elevation during the backfilling and fine grading phases. (c) Under the finished grading phase all surfacing materials, such as pavements and topsoil, are placed.
Figure 7.9. The prepared base course establishes the subgrade for asphalt pavement that will become the surfacing material.
Figure 7.10. Highly controlled fill. Poor-quality soil has been removed and replaced with granular soil (predominantly sand) with a high load-bearing capacity for an entry drive and a parking lot.
Figure 7.11. Earthmoving and compacting equipment. The tractor-scraper has self-loading, hauling, and spreading capabilities. Dozers are used for clearing, rough grading, cutting, and filling. Steel-wheeled rollers are used to compact coarse materials, such as sand and crushed stone, and asphalt pavement.
Chapter 8 Earthwork
Figure 8.1. Grading terminology.
Figure 8.2. Cut and fill. (a) Plan indicating existing and proposed contour lines. Cutting occurs where the proposed contours move in the uphill direction, while filling occurs where they move in the downhill direction. (b) Section showing where there is a change from cut to fill and where proposed grades return to existing grades. Both of these conditions are referred to as no cut–no fill.
Figure 8.3. Plan and sections for Example 8.1.
Figure 8.4. Plan and sections for Example 8.2.
Figure 8.5. Plan and sections for Example 8.3.
Figure 8.6. Example of single grid cell for the borrow pit method. Plans for a borrow pit grid are illustrated in Figures 4.5 and 8.7.
Figure 8.7. Plan for Example 8.4.
Figure 8.8. Relationship of existing and proposed surfacing materials to cut-and-fill volumes. Where existing and proposed finished grade elevations, rather than subgrade elevations, are used to compute volumes, make the following adjustments: Gross cut volume − Existing surfacing material volume + Proposed surfacing material volume = Adjusted cut volume. Gross fill volume + Existing surfacing volume − Proposed surfacing material volume = Adjusted fill volume.
Figure 8.9. Borrow pit volume formulas. (a) Triangular areas. (b) Square and rectangular areas. (c) Trapezoidal areas. (d) Pentagonal areas.
Figure 8.10. Plan for Example 8.7.
Figure 8.11. Rendering of the pedestrian approach to the Early Learning Village.
Figure 8.12. Existing site showing land and lagoon.
Figure 8.13. The existing site flood capacity during a 3-ft.-deep flood is about 84,000 cubic yards (cy) of water.
Figure 8.14. Initial estimates of early cut-and-fill impacts on flood storage indicate that there is a cut-and-fill difference of 2,600 cy, with 1,300 cy placed above the flood level (roughly half the difference). Thus, the team will need to work on balancing the cut and fill.
Figure 8.15. Once the pilings and transitions for the building have been factored in, the flood capacity is further reduced for a total flood storage capacity decrease of 2,150 cy, or about 2.5 percent of the total existing flood capacity.
Chapter 9 Storm Water Management
Figure 9.1. Hydrologic cycle.
Figure 9.2. Relative water balance. (a) Undeveloped site. (b) Developed site.
Figure 9.3. Storm water capture runnel in a courtyard at the Topkapi Palace in Istanbul. The runnel leads to a cistern below the courtyard.
Chapter 10 Storm Water Management System Components
Figure 10.1. Culvert. (a) Plan. (b) Section. (c) Runoff from swale is directed into a culvert beneath an entrance drive.
Figure 10.2. Catch basin. (a) Section. (b) Catch basin with curb inlet under construction.
Figure 10.3. Drain inlet. (a) Section. (b) Grate and frame for drain inlet.
Figure 10.4. Area drain. (a) Section. (b) Area drain grates. Notice how the placement of the grates is coordinated with the paving pattern. (c) Grate size and location are not coordinated with paving pattern. (d) Excessive warping of pavement to direct runoff to area drains.
Figure 10.5. Trench drain. (a) Section. (b) Trench drain under construction. A prepared base course (see Chapter 7) and a grade stake are also illustrated.
Figure 10.6. Infiltration basin. (a) Plan. (b) Section.
Figure 10.7. Infiltration trench. (a) Section. (b) Sheet flow from parking is directed to a stone-lined swale. Stone reduces runoff velocity, which enhances the potential for increased infiltration.
Figure 10.8. Porous pavement. (a) Typical section. (b) Pervious concrete pavement used as a sidewalk in a new residential community. (c) Open-gridded modular pavement infilled with sod. (d) Reinforced gravel paving.
Figure 10.9. Examples of retention basins used as site amenities. (a) This pond is an attractive feature at the entrance to a residential development. Jets help to aerate the water to reduce algae growth. (b) The stone edging provides a more refined appearance for this pond used to enhance the setting of a corporate campus.
Figure 10.10. Retention basin (wet pond). (a) A poorly designed retention basin. (b) A well-designed retention basin, acting as a feature for the houses overlooking it and walking paths connecting the surrounding community to it.
Figure 10.11. Detention basin (dry pond). (a) Plan. (b) Section. (c) Large detention basin for a residential development. (d) Detailed view of the inlet pipe and headwall pictured in part c. Note the low-flow channel and the use of riprap for soil stabilization. (e) Multiple-stage outlet structure and concrete-lined emergency spillway for the detention basin also shown in part c. (f) A well-designed vegetated detention basin. A low-flow channel with a mowed edge is provided for maintenance.
Figure 10.12. Sculptural rainwater harvesting installation. The downspout from the building is considered part of the conveyance system. The corrugated steel is the cistern, and one of the sculptural half-pipes acts as an overflow for times when the cistern is full. The striped rod projecting from the center of the cistern is attached to a float inside that shows the amount of water in the cistern.
Figure 10.13. This constructed treatment wetland is part of the Pennswood Village case study presented later in this chapter.
Figure 10.14. Extensive green roof. Sedum plugs have been planted in an even spacing. The unplanted area is covered with a net straw blanket to keep the lightweight soil in place until the sedums grow to cover the entire roof area.
Figure 10.15. Intensive green roof. To allow for the greater soil depth of an intensive roof, soil is often placed in a raised planter or mounded to provide depth. This example shows both in a single composition.
Figure 10.16. Root barrier turned up at edge of planted area.
Figure 10.17. Drainage and retention layer, with filter fabric attached.
Figure 10.18. Sedum plugs.
Figure 10.19. Mulching straw blanket.
Figure 10.20. This rain garden is a simple depression with a drain at the lower left for overflow.
Figure 10.21. Tree box filter treating runoff in the midst of a bus transit center.
Figure 10.22. Options for rainwater use.
Figure 10.23. Options for graywater use.
Figure 10.24. Options for blackwater use.
Figure 10.25. Barriers to adoption of integrated water use.
Figure 10.26. Site plan of entry drive and storm water management area. Plan: Wells Appel.
Figure 10.27. Native plantings add to the natural character of the site. Paths with mowed edges meander through the site to encourage strolling, walking, and biking by the residents.
Figure 10.28. Sediment basin. (a) Sediment basin under construction. Pipes convey storm water runoff collected off site. (b) Completed sediment basin with stone veneer headwall and stone-lined basin to dissipate the energy of the water flowing from the pipes.
Figure 10.29. Vegetated swale leading from the sediment basin to the infiltration basin.
Figure 10.30. Vegetated swale and infiltration basin.
Figure 10.31. Meandering swale passes under the entry drive.
Figure 10.32. A pond area is the terminus of the storm water management system. However, the upstream components of the system have functioned so well that very little water actually reaches or is stored in the pond.
Figure 10.33. Construction drawings of the SEA. Street project. (a) Plan
(Plan: Seattle Public Utilities)
. (b) Profile C. (c) Section A. (d) Section B.
Figure 10.34. View into the vegetated swale. Notice the culvert opening connecting this swale cell with one across the street.
Figure 10.35. The High Point NDS. (a) A grassed swale with cuts in the adjacent curb to collect street runoff. (b) A vegetated swale replacing a typical street-edge planter strip. (c) A gravel-lined swale running through the backyards of the community, with pervious concrete in the foreground. (d) Stepped infiltration basins along a more steeply sloping road in the neighborhood. (e) The detention pond is aerated by pumping water uphill to feed the constructed stream at the center of the image.
Figure 10.36. Tree preservation. (a) In the midst of the new development. (b) Protected while the second phase is being constructed.
Chapter 11 Soil Erosion and Sediment Control
Figure 11.1. Examples of severe erosion on a construction site. (a) Concentrated runoff across bare soil results in gully erosion. (b) Sediment deposited on paved surfaces, where it can be easily washed into storm sewers or picked up and transported by car or truck tires.
Figure 11.2. Factors affecting erosion potential.
Figure 11.3. Erosion control measures.
Figure 11.4. Typical live fascine detail. (a) Axon. (b) Plan. (c) Section.
Figure 11.5. Typical brushlayering detail. (a) Axon. (b) Section, including log terrace. (c) Section.
Figure 11.6. Typical section of branch packing.
Figure 11.7. Typical section of a live cribwall. (Source:
USDA, Soil Bioengineering: An Alternative to Roadside Management
(2000))
Figure 11.8. Typical fiber roll detail. (a) Plan. v (b) Section.
Figure 11.9. Plan view of typical log terrace patterns.
Figure 11.10. Several erosion control measures have been implemented on this construction site. A silt barrier fence has been installed to collect sediment. An outlet structure in the fence directs runoff toward an existing culvert. Riprap has been used to stabilize the outlet point, and hay bales have been placed across the swale to trap sediment from the outflow before the runoff enters the culvert.
Figure 11.11. Section of a typical pipeline construction technique.
Figure 11.12. Section of a reorganized pipeline construction technique to minimize disturbance.
Figure 11.13. View along the trail corridor. (a) Before construction. (b) After construction.
Chapter 12 Determining Rates and Volumes of Storm Runoff : Th e Rational and Modifi ed Rational Methods
Figure 12.1. Drainage areas. Boundaries for drainage areas are determined by locating ridge lines and high points.
Figure 12.2. Rainfall intensity curves for Trenton, New Jersey.
Figure 12.3. Nomograph for overland flow time.
Figure 12.4. Nomograph for channel flow time.
Figure 12.5. Schematic site plan for Example 12.1.
Figure 12.6. Schematic site plan for Example 12.3.
Figure 12.7. Rainfall intensity curves for various U.S. cities.
Figure 12.8. Schematic site plan for Example 12.4.
Figure 12.9. Schematic plans. (a) Example 12.5A. (b) Example 12.5B.
Figure 12.10. Hydrographs. Hydrographs plot the relationship of runoff rate to time. When land development takes place and delay measures such as retention and detention basins are not used, the peak occurs earlier and at a higher rate than if delay measures are used, as qualitatively illustrated in the graph.
Figure 12.11. Type A hydrograph.
Figure 12.12. Type B hydrograph.
Figure 12.13. Type C hydrograph.
Figure 12.14. The 10-minute hydrograph for Example 12.6.
Figure 12.15. The 25-minute hydrograph for Example 12.6.
Figure 12.16. The 50-minute hydrograph for Example 12.6.
Figure 12.17. Combined hydrograph for Example 12.7.
Figure 12.18. Volume diagrams.
Figure 12.19. Inflow and outflow hydrographs for Example 12.9.
Chapter 13 Natural Resources Conservation Service Methods of Estimating Runoff Rates, Volumes, and Required Detention Storage
Figure 13.1. Relationship of CN to depth of runoff.
Figure 13.2. SCS rainfall distribution patterns.
Figure 13.3. SCS 24-hour rainfall distributions.
Figure 13.4. Two-year, 24-hour rainfall.
Figure 13.5. Ten-year, 24-hour rainfall.
Figure 13.6. Fifty-year, 24-hour rainfall.
Figure 13.7. One-hundred-year, 24-hour rainfall.
Figure 13.8. Selection procedure flowchart.
Figure 13.9. Average velocities for shallow concentrated flow.
Figure 13.10. Hydraulic radius. For the same given cross-sectional area,
R
varies inversely with the wetted perimeter. Although the cross-sectional area in (b) is the same as in (a), the surface area exposed per unit length of channel is much greater, resulting in greater friction between the channel and the water. Consistent with the increased friction, the
R
value is less than in (a) and the velocity of flow is reduced.
Figure 13.11. Cross-section of flow for Example 13.1.
Figure 13.12. Computer input and output for calculating time of concentration for Example 13.1. (Software: WinTR55)
Figure 13.13. Plotting
HSG
s for a project site. (a) Soils map with project boundary indicated. (b) Topographic map with drainage area boundaries indicated. (c) Boundaries of
HSG
s shown with drainage and project boundaries.
Figure 13.14. Unit peak discharge (qu) for SCS Type III rainfall distribution.
Figure 13.15. Approximate detention basin routing.
Chapter 14 Designing and Sizing Storm Water Management Systems
Figure 14.1. Surface drainage management systems. (a) Open system. (b) Closed system. (c) Combination system.
Figure 14.2. Parabolic swales. (a) Elements of parabolic swales. (b) A diversion swale with a drain inlet. (c) A swale that is not functioning properly. A broader cross-section or longer stand of grass could be used to slow the velocity of flow and reduce the potential for erosion.
Figure 14.3. Solution of Manning’s equation for swales with various vegetative retardance factors.
(USDA Natural Resources Conservation Service/Soil Conservation Service)
(a) Retardance A. (b) Retardance B.
Figure 14.4. Critical flow depth. Critical flow depth, D
C
, occurs at the point of minimum energy of the specific energy curve. Above the minimum energy point there are two depths at which flow can occur with the same specific energy for the same q. One depth is greater than D
C
and results in subcritical or tranquil flow, while the other is less than D
C
and results in supercritical or rapid flow.
Figure 14.5. Schematic plan for Example 14.6.
Figure 14.6. Site plan for Example 14.7.
Figure 14.7. Drainage areas for Example 14.7.
Figure 14.8. Nomograph for circular pipes flowing full (Manning’s equation).
Figure 14.9. Invert elevation. The invert elevation for a drainage structure is the lowest point of the internal cross-section of the entering and exiting pipes. The invert of the entering pipe is referred to as the invert in, while for the exiting pipe it is referred to as the invert out. The invert in must not be lower than the invert out. This relationship can be assured by matching the top of pipe elevations.
Figure 14.10. Profiles of a storm drainage system for Example 14.7.
Figure 14.11. Pipe installation for subsurface drainage. (a) Perforated pipe with perforations placed toward the bottom of the pipe. (b) For segmented pipe, such as clay tile, a gap is left between pipe segments. A cover or filter is placed over the open joint to prevent sediment from entering the pipe.
Figure 14.12. French drain with subsurface drainage. A French drain is a trench filled with porous material that is used to collect and conduct surface runoff. French drains may also be used in conjunction with subsurface drainage, as illustrated.
Figure 14.13. Underdrainage. The section illustrates a condition in which a buildup of water could occur beneath a pavement, thus causing damage by pressure or frost action. To reduce these problems, the new subgrade is sloped to an underdrain that carries off the excess water.
Figure 14.14. Piping patterns for subsurface drainage. (a) Random system. (b) Gridiron system. (c) Herringbone system.
Figure 14.15. Cutoff drain.
Figure 14.16. Piping plan for Example 14.8.
Figure 14.17. Piping plan for Example 14.9.
Chapter 15 Site Layout and Dimensioning
Figure 15.1. Field staking a project prior to construction of site elements.
Figure 15.2. Dimension and extension lines. There should be a gap between the extension line and the object being dimensioned. However, centerlines used as extension lines should extend through the object.
Figure 15.3. Ticks, bullets, or arrows are used to delineate the intersection of dimension and extension lines. When ticks (and sometimes bullets) are used, the dimension line extends beyond the extension line.
Figure 15.4. A more detailed version of Figure 15.1, this drawing illustrates the proper orientation of labeling, stringing dimensions together, and hierarchy of dimension lines.
Figure 15.5. Example of a perpendicular offset dimensioning system. The point of beginning (POB) is located at the southerly intersection of the property lines. The location of the building is established by fixed dimensions. The site elements are located by semifixed dimensions that are referenced to the building.
Figure 15.6. The center of the sitting area can be located either by perpendicular offsets, as shown in Figure 15.5, or by a rotated baseline, as illustrated in the partial plan shown here.
Figure 15.7. Example of a baseline system. The curvilinear edge of the planting area is located by offsets from the courtyard wall.
Figure 15.8. Example of a coordinate system. The site plan is the same as in Figure 15.5. This layout plan uses a combination of coordinates, perpendicular offsets, and angles and bearings.
Figure 15.9. Latitude and departure.
Figure 15.10. Example of an angle and arc system. The curvilinear edge of the planting area illustrated in Figure 15.7 is located using internal angles and radii.
Chapter 16 Horizontal Road Alignment
Figure 16.1. The Daytona International Speedway showcases a simple horizontal alignment at its outer track, and more complex alignments at a smaller scale in the infield.
Figure 16.2. Types of horizontal curves. (a) Simple curve with a single radius. (b) Compound curve. (c) Reverse curve. (d) Broken-back curve.
Figure 16.3. Elements of horizontal curves.
Figure 16.4. Tangent line bearings for Example 16.1.
Figure 16.5. Diagram for calculating the deflection and included angles.
Figure 16.6. Degree of curve.
Figure 16.7. Typical centerline stationing.
Figure 16.8. Tangent line lengths and bearings for Example 16.5.
Figure 16.9. Circular curve tangent distances for Example 16.5.
Figure 16.10. Curve stationing for Example 16.5.
Figure 16.11. Complete alignment stationing and circular curve data for Example 16.5. Circular curve data are normally shown directly on construction plans as indicated.
Figure 16.12. Determining stationing for alignments with more than one horizontal curve.
Figure 16.13. Horizontal sight distance.
Figure 16.14. Horizontal alignment procedure. (a) Conduct site analysis to determine the best location for the proposed road or drive. (b) Draw in lines along the desired path of travel. These become the tangent lines for the proposed alignment. (c) Draw in curves and station the road and drive. Usually, the curves will first be drawn freehand and then circular curves will be designed to approximate the desired curves.
Figure 16.15. Superelevation. (a) Rotated about the centerline. (b) Rotated about the inside edge. (c) An example of superelevation in a bicycle racing velodrome.
Figure 16.16. Transition to complete superelevation along the runoff distance.
Figure 16.17. Schematic plan of the Morris Arboretum. (a) Northwestern Avenue entrance. (b) Widener Education Center. (c) Parking area. (d) Horticultural Center. (e) Working landscape. (f) Natural landscape. (g) Park landscape. (h) Garden landscape. (i) Wissahickon Creek.
Figure 16.18. Long, sweeping curve through the lower meadow. Eliminating curbs or gutters enhances the pastoral character of the road.
Figure 16.19. Partial plan of road grading. The drawing is the actual grading construction plan for the area pictured in Figure 16.20. Notice the configuration of the contour lines as the road cross-section changes from crowned to cross-sloped.
Figure 16.20. Reverse curve across a steep slope. Cobble gutters are used to collect and conduct runoff to prevent erosion. Note that the curves have been cross-sloped to create a superelevated condition.
Figure 16.21. Parking area. (a) The flush cobble strip separates the standard asphalt pavement of the aisle from the porous asphalt pavement of the parking bays. The darker appearance of the porous pavement is caused by the slightly rougher texture of the larger, open-graded aggregate used in the asphalt mix. (b) Section through the parking lot illustrating the storm water recharge bed and the separation of the impervious pavement of the access aisle from the porous pavement of the parking bays.
Chapter 17 Vertical Road Alignment
Figure 17.1. Spaghetti Junction in Atlanta, Georgia, is an example of a complex weaving of horizontal and vertical curves.
Figure 17.2. Vertical curve tangent variations. (a) Peak curve. (b) Sag curve. (c) Intermediate peak curve. (d) Intermediate sag curve. (e) Intermediate peak curve. (f) Intermediate sag curve.
Figure 17.3. Elements of equal tangent vertical curves.
Figure 17.4. Vertical curve for Example 17.1.
Figure 17.5. Vertical curve profile for Example 17.1.
Figure 17.6. Vertical curve profile for Example 17.3.
Figure 17.7. Procedure for dividing unequal tangent curves into two equal tangent curves.
Figure 17.8. Unequal tangent vertical curve for Example 17.4.
Figure 17.9. Curve 1 for Example 17.4.
Figure 17.10. Curve 2 for Example 17.4.
Figure 17.11. Completed profile computed and plotted by computer for Example 17.4.
Figure 17.12. Sight distance for peak curves.
Figure 17.13. Profile of existing grades along a proposed centerline.
Figure 17.14. Proposed vertical tangent lines.
Figure 17.15. Stations and elevations for proposed points of vertical intersection.
Figure 17.16. Tangent line slopes and vertical curve lengths.
Figure 17.17. Reverse horizontal curve with a sag vertical curve.
Figure 17.18. Reverse horizontal curve with a peak vertical curve. The curving wall reinforces horizontal alignment, while constant wall height emphasizes vertical alignment.
List of Tables
Chapter 2 Grading Constraints
Table 2.1. Grading Standards and Critical Gradients
Chapter 7 Soils in Construction
Table 7.1. USCS Basic Soil Groups (ASTM D-2487)
Table 7.2. Comparison of Particle Size Classes (size in mm)
Table 7.3. Presumptive Allowable Bearing Stress Values
Table 7.4. Presumptive Allowable Bearing Stress Values
Chapter 8 Earthwork
Table 8.1. Data for Example 8.1
Table 8.2. Data for Example 8.2
Table 8.3. Contour Area Measurements
Chapter 12 Determining Rates and Volumes of Storm Runoff : Th e Rational and Modifi ed Rational Methods
Table 12.1. Recommended Runoff Coefficients (C)
Table 12.2. Recommended Antecedent Precipitation Factors
Table 12.3. Required Storage at 5-Minute Intervals for Example 12.9
Chapter 13 Natural Resources Conservation Service Methods of Estimating Runoff Rates, Volumes, and Required Detention Storage
Table 13.1. Roughness Coefficients (n) for Sheet Flow
Table 13.2. Roughness Coefficients (n) for Pipes and Channels
Table 13.3. Runoff Curve Numbers for Urban Areas
a
Table 13.4. Runoff Curve Numbers for Other Agricultural Lands
a
Table 13.5. Pond and Swamp Adjustment Factor (
F
p
)
Table 13.6a. Area A Hydrograph for Example 13.3
Table 13.6b. Area B Hydrograph for Example 13.3
Table 13.6c. Combined Hydrograph for Example 13.3
Table 13.7a. Tabular Hydrograph Unit Discharges (csm/in.) for Type III Rainfall Distribution (
T
c
= 0.1 hr)
Table 13.7b. Tabular Hydrograph Unit Discharges (csm/in.) for Type III Rainfall Distribution (
T
c
= 0.1 hr)
Chapter 14 Designing and Sizing Storm Water Management Systems
Table 14.1. Permissible Velocities for Vegetated Swales and Channels
Table 14.2. Retardance Factors for Grassed Swales
Table 14.3. Critical Velocities and Hydraulic Radii for Parabolic Waterways
Table 14.4. Data for Example 14.7
Table 14.5. Maximum Acreage
a
Drained by Various Pipe Sizes: Clay or Concrete Pipe (
n
= 0.011, DC = 3/8 in./24 hr)
Table 14.6. Maximum Acreage
a
Drained by Various Pipe Sizes: Corrugated Plastic Tubing (
n
= 0.016, DC = 3/8 in./24 hr)
Table 14.7. Typical Depths and Spacings of Drainage Lines for Various Soil Textures
Chapter 16 Horizontal Road Alignment
Table 16.1. Alignment Standards in Relation to Design Speed
Chapter 17 Vertical Road Alignment
Table 17.1. Vertical Curve Data for Example 17.1
Table 17.2. Vertical Curve Data for Example 17.3
Table 17.3. Vertical Curve Data for Example 17.4
List of Example
Chapter 4 Interpolation and Slope
Example 4.1
Example 4.2
Example 4.3
Example 4.4
Example 4.5
Example 4.6
Example 4.7
Example 4.8
Example 4.9
Chapter 5 Grading of Simple Design Elements
Example 5.1
Example 5.2
Example 5.3
Example 5.4
Example 5.5
Example 5.6: Terrace on Fill
Example 5.7: Terrace in Cut
Example 5.8
Chapter 6 Grading Process
Example 6.1
Chapter 8 Earthwork
Example 8.1
Example 8.2
Example 8.3
Example 8.4
Example 8.5
Example 8.6
Example 8.7
Chapter 12 Determining Rates and Volumes of Storm Runoff : Th e Rational and Modifi ed Rational Methods
Example 12.1
Example 12.2
Example 12.3
Example 12.4
Example 12.5A
Example 12.5B
Example 12.6
Example 12.7
Example 12.8
Example 12.9
Chapter 13 Natural Resources Conservation Service Methods of Estimating Runoff Rates, Volumes, and Required Detention Storage
Example 13.1
Example 13.2
Example 13.3
Example 13.4
Chapter 14 Designing and Sizing Storm Water Management Systems
Example 14.1
Example 14.2
Example 14.3
Example 14.4a
Example 14.4b
Example 14.5
Example 14.6
Example 14.7
Example 14.8
Example 14.9
Example 14.10
Chapter 16 Horizontal Road Alignment
Example 16.1
Example 16.2
Example 16.3
Example 16.4
Example 16.5
Example 16.6
Chapter 17 Vertical Road Alignment
Example 17.1
Example 17.2
Example 17.3
Example 17.4
