Drainage Design Manual - the City of San Luis Obispo

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• A-Jacks are a potentially cost-effective alternative to rock rip-rap or other hard toeprotection techniques. They consist of a three dimensional star shaped structure (similarin shape to children’s jacks) constructed from concrete (Figure 6-9). Rows of A-Jacksare assembled to interlock in horizontal and vertical directions. Typically they have apyramidal structure, with a base of three to four, or more units, decreasing in numberwith height. The voids in the matrix are back filled with soil and planted to nativeriparian trees and shrubs. Commonly 609-mm (24-inches) A-Jacks are used inmoderately sized streams, are toed in 0.3 to 6 meters (1 to 2 ft.), and rise in height from1.2 to 2 meters (4 to 7 feet). The 609- mm (24-inches) A-Jacks weigh 35 kilograms (78pounds) and can be constructed using hand labor or light equipment. Willow staking,willow wattling, erosion blankets, or other upper slope biotechnical approaches are wellsuited for use with A-Jacks. A-jacks do have aesthetic limitations that need to be takeninto consideration for use at some highly visible sites.• Traditional placed rock rip-rap consists simply of placement of rock on existingslopes. Often, this technique has been employed with little or no slope preparation, butgenerally a toe trench is constructed and key-ways are excavated into the bank at eitherend of the revetment. When carefully constructed, rocks can be placed around obstaclessuch as trees. This technique requires careful selection and placement of rock material.This technique is not recommended for widespread usage in the SLO creek watershedbecause of concern over biological and geomorphic impacts.• Loose rock rip-rap consists simply of placement of rock on existing slopes grades withlittle or no slope preparation. Generally a toe structure is not constructed. The advantageof this method is that rocks can be placed around obstacles such as trees. Thedisadvantage is that the finished embankment is not as stable as a properly engineeredand constructed slope, because of the possible lack of toe support and the fact thatfrequently the slopes are steep, to 1H:1V. Sometimes pipes are driven into the toe of thechannel to provide support for the loser rack. This technique requires careful selectionand placement of rock material. As with planted rock rip-rap, live willow stakes can beinserted in voids between rocks. Loose rock can often be used as a transition structureupstream and downstream from the main bank protection element.• Concrete block walls can be constructed in a variety of ways, including reinforcedmortared cinder blocks, stacked slab concrete, concrete or cinder blocks with open rearfaces that are set on top of each other at slight incline and filled with soil (i.e., Keystoneblock walls), or larger concrete bins that are backfilled with soil and have their front edgeplanted with vines. These walls provide good shear resistance and slope support, and canbe designed to be somewhat flexible, however they deflect flows more than most of theother techniques listed here, and are very difficult to completely vegetate and disguise.This technique has very limited applicability in the SLO Creek watershed forenvironmental reasons, but could be considered where top of bank land constraints andchannel capacity limitations require near vertical walls be used.SLO Creek Drainage Design Manual 73 February 2003
A-JacksDrainage Design ManualCity & County San Luis ObispoFigure6-9QUESTA ENGINEERING CORPORATION
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San Luis Obispo CreekWaterway Manag
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SECTION 4.0 HYDROLOGIC & HYDRAULIC
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SECTION 8.0 DESIGN OF DRAINAGE PUMP
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11.12 Erosion Control Seeding......
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DRAINAGE DESIGN MANUALFOR THECITY O
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ôó1Ragged PointSan SimeonCambriaM
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SECTION 2.0PROJECTS REQUIRING HYDRO
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3. or, is an individual development
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• Geomorphic, Geotechnical and St
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SECTION 3.0CORE REQUIREMENTS AND RE
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elevations, and existing channel st
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1000 0 1000 Meters1 0 1 MilesCity L
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N300 0 300 MetersLEGEND100-Year Flo
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• All streets to be dedicated to
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• A minimum setback of 15 m (50 f
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3.6.4 Preference for Vegetative and
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compliance with the measures prescr
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4.1 Hydrologic Analysis4.1.1 Genera
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Table 4-1Runoff CoefficientsHydrolo
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Overland Flow TimeSLO Creek Phase I
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Channel or Pipe Flow occurs where f
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45745766071176260955855860971166050
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Table 4-3Rainfall - Intensity Data
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4.1.4 Example ProblemA sample basin
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Table 4-7Example Composite Runoff C
Page 57 and 58: Table 4-9Example Rational Method Ru
Page 59 and 60: developed. For minor waterways and
Page 61 and 62: SECTION 5.0OPEN CHANNEL ANALYSIS AN
Page 63 and 64: case, a Natural Channel may be modi
Page 65 and 66: 5.2 Channel Design Flow Requirement
Page 67 and 68: maintenance to maintain the design
Page 69 and 70: The following guidelines should be
Page 71 and 72: Channel PlanformDrainage Design Man
Page 73 and 74: • Native vegetation shall be pres
Page 75 and 76: Manning’s Roughness Values are pr
Page 77 and 78: 6.1 GeneralSECTION 6.0ANALYSIS & DE
Page 79 and 80: 6.3 Design ReferencesThe designer i
Page 81 and 82: stream stabilization needs totaling
Page 83 and 84: causes and modes of failure act tog
Page 85 and 86: (permissive velocity) and/or bounda
Page 87 and 88: Re-run the model after coding in th
Page 89 and 90: Step 2 - Develop and Screen Alterna
Page 91 and 92: Cost. The design must be cost effec
Page 93 and 94: Step 3 - Develop Concept Plan and D
Page 95 and 96: Legally it is up to the applicant t
Page 97 and 98: e necessary, as well as other work
Page 99 and 100: (0.6-0.9 m)(0.6-0.9 m)(152-203 mm)L
Page 101 and 102: (1.2 m)(1.2 m)(12 mm to 51 mm)(1.5
Page 103 and 104: (0.9 m)(0.6 m x 0.6 m x 914 mm)(457
Page 105 and 106: (0.6 - 0.9 m)Vegetated GeogridDrain
Page 107: Planted Rip RapDrainage Design Manu
Page 111 and 112: (1.5 m)(13 to 25 mm)(0.6 to 0.9 m)R
Page 113 and 114: (13 - 25 mm)(0.6 to 0.9 m)Planted G
Page 115 and 116: (2.4 m)(2.4 m)Flow DeflectorsDraina
Page 117 and 118: performance. This technique require
Page 119 and 120: Boulder ClustersDrainage Design Man
Page 121 and 122: of a bend, and filled around and on
Page 123 and 124: horizontal line are SI (metric) nam
Page 125 and 126: GRADING OF ROCK SLOPE PROTECTION PE
Page 127 and 128: A layer of Backing No. 1 or No. 2 i
Page 129 and 130: SECTION 7.0DESIGN OF CONDUITS, CULV
Page 131 and 132: 7.2.3 Storm Drain Location and Alig
Page 133 and 134: In paved areas, pipe cover shall be
Page 135 and 136: • Drop inlets shall be spaced suc
Page 137 and 138: Marine Fisheries Service NMFS South
Page 139 and 140: For all intermediate channels, eith
Page 141 and 142: 7.4.8 Easements for Closed Conduits
Page 143 and 144: SECTION 9.0STORMWATER MANAGEMENT FA
Page 145 and 146: Detention for the 10-year design st
Page 147 and 148: 9.2.1 Provisions For SedimentationT
Page 149 and 150: 9.5 Basin DesignDetention and reten
Page 151 and 152: mm (24 in). A corrugated metal pipe
Page 153 and 154: have side panels or other devices t
Page 155 and 156: SECTION 10.0EROSION CONTROL AND STO
Page 157 and 158: 10.3.1 Gravel Construction Entrance
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Notes:1. PLACE BALES PERPENDICULAR
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• Filter fences (also known as si
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SEED MIX ONE(Application rate = 40
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• Description of soils, geology,
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• The facilities shown on this pl
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The following control measures are
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BMP 3 Dewatering OperationsI. Defin
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BMP 5 Illicit Connection/Illegal Di
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D. All vehicles/equipment that regu
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I. Properly dispose of or recycle u
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BMP 12 Solid Waste ManagementI. Def
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H. Temporary washout facilities sha
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SECTION 11.0RIPARIAN REVEGETATION P
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per second (6 feet per second). Whi
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TABLE 11-2: WOODY SHRUBS FOR SAN LU
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TABLE 11-4: GRASSES AND HERBSFOR SA
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TABLE 11-5: MARSH PLANTS FOR SAN LU
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11.4 Planting Site Considerations11
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Where vandalism is not a problem, t
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Table 11-6Recommended Species Compo
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Larger Crown TreesPlant in clusters
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plant materials (often one growing
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Exotic Treeto be RemovedNative Tree
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Step 4: Select plants suitable for
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• Exotic vegetation on the site s
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• Removal of Exotic VegetationThe
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Placement of weed control fabric or
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11.12 Erosion Control SeedingRevege
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y wind or water runoff; should be e
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Abrasion. Removal of streambank soi
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Confluence. A junction of streams o
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Flood. A general and temporary cond
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Left Bank. The left-hand bank of st
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Shear stress. The force per unit ar
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Velocity (of water in a stream). Th
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Association of Bay Area Governments
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Hoover, Robert F. 1970. The Vascula
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U.S. Army Corps of Engineers, April
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Drainage Design Manual - the City of San Luis Obispo

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