Drainage Design Manual - the City of San Luis Obispo

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diameter sizes and 6- meters (20-foot) lengths. Fiber rock rolls are similar but the twistedtwine encasement is constructed of long lasting synthetic rope and the structure is filledwith rounded stream cobbles, sometimes available on site. Often several rolls are stackedatop each other with the lowest structures composed of rock rolls buried in a trench andanchored using hooked rebar, with fiber rolls (sometimes called biologs) placed atop.These structures are very flexible and adaptable, conforming to irregularities of the bankwith little need for excavation and site disturbance. The fiber rolls can also be used totransition upstream and downstream from planted rock rip-rap sites. Often they can beentirely constructed using hand labor. Live willow stakes are inserted through orbetween the rolls, which gradually degrade as they trap sediment. Many times abiodegradable erosion blanket and live willow staking is used on the slope above the rollstabilized toe. This alternative should often be used as a transition between hardertechniques and upstream/downstream unprotected banks6.6.2 Structural and Integrated Approaches• Vegetated geogrids are earth-filled structures enveloped in natural or synthetic geotextilematerials (Figure 6-6). The soil lifts are end-wrapped on the creek channel side withlayers of live brush or willow cuttings placed between the lifts. Typically, the geogridsare established on a foundation of rock fill, placed on the channel bottom. Vegetatedgeogrids can be constructed with a slope of 0.5H:1V. Vegetated geogrids can sometimesbe an expensive alternative where reconstruction of steep slopes is not required.However, they can be incorporated for several feet above rock rip-rap or A-jacks toeprotection.• Live crib-walls consist of a box-like interlocking arrangement of log, timber, or concretemembers that are backfilled with layers of soil, and with live brush cuttings extendingthrough openings into the channel bank and open channel (Figure 6-7). Properlydesigned, they can withstand very high channel velocities and shear forces. Since theyare somewhat inflexible, a stable foundation, and protection from scour and underminingare critical. Live crib walls can be constructed nearly vertical. This technique would beused when a vertical bank is needed. It is not applicable at many sites for cost reasons• Planted rock rip-rap consists of a specially constructed rock rip-rap structure that hassoil and live stakes (usually willows, sometimes cottonwoods) inserted into the openvoids or joints between the rock (Figure 6-8). Design issues include selection of rocksize and gradation, depth of toe placement, and height on the embankment inconsideration of flow velocities, flow depth, and scour depth. The objective is to limitthe height of the structure while also limiting encroachment into the channel or top ofbank zone necessitated when laying the slope back. The rock structure is best constructedin stages or lifts working up-slope to allow insertion of soil and live willow stakes.Planted rock rip-rap has been constructed on slopes as steep as 1.25H:1V, but 2H:1V or2.5H:1V slopes are more common. Section 6.6 provides the recommended method forsizing rock. Because of its relatively low cost and proven track record, this is often thepreferred toe protection alternative.SLO Creek Drainage Design Manual 72 February 2003
(0.6 - 0.9 m)Vegetated GeogridDrainage Design ManualCity & County of San Luis ObispoFigure6-6QUESTA 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
Page 53 and 54: 4.1.4 Example ProblemA sample basin
Page 55 and 56: 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: (0.9 m)(0.6 m x 0.6 m x 914 mm)(457
Page 107 and 108: Planted Rip RapDrainage Design Manu
Page 109 and 110: A-JacksDrainage Design ManualCity &
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
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SECTION 10.0EROSION CONTROL AND STO
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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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