HomeMy WebLinkAboutErrecas Hanson SJH; 2003-01-02; 3190 Part 3 of 3Position Assicrnment
4 Channel A detector input, 1 st module (Slot J-12) 5 Channel B detector input, 1 st module (Slot J-12) 7 Channel A detector input, 2“d module (Slot J-13)
8 Channel B detector input, 2”d module (Slot J-13)
The 24 volt cabinet DC power shall be available at Position 1 of terminal ‘board TB-1 in the controller
cabinet.
All field wiring for the auxiliary detectors shall terminate on terminal board TB-0 in the controller cabinet. Position assignments are as follows:
Position Assianment 7 +24VDC from fJ-13E) 8 Detector ground from’ (J-l3K) 9 Channel A auxiliary detector input 1 10 Channel A auxiliary detector input 2 11 Channel B auxiliary detector input 1 12 Channel B auxiliary detector input 2
The contractor shall demonstrate that all of the components of the system will perform satisfactorily as a system. Satisfactory performance shall be determined using the following test procedure:
1. Each system to be used for testing shall consist of an optical emitter assembly, an optical detector, at least 200 feet of optical detector cable and a discriminator module. 2. The discriminator modules shall be installed in the proper input file slot of Model 332 controller
cabinet. The controller cabinet, together with a Model 170 controller unit with the appropriate operating program, a Model 21 0 monitor unit and 120 volt AC power, will be available as shown
on the plans and as indicated elsewhere in these special provisions. 3. One test shall be conducted using a Class II signal emitter and a distance of 2,500 feet between the emitter and the detector. All range adjustments on the module shall be set to “Maximum” for
each test. 4. Each test shall be conducted for a period of one hour, during which the emitter shall be operated for 30 cycles, each consisting of a one minute “on” interval and a one minute “off” interval. During the total test period: (A) the emitter signal shall cause the proper response from the
Model 170 controller unit during each “on” interval and (B) there shall be no improper operation of either the Model 170 controller unit or the monitor during each “off” interval.
209-5.01C Video Detection System. The video detection system shall consist of one (1) video
camera and one (1) video detection processor (VDP) for each vehicle approach, and a pointing device. The system shall include software that detects vehicles in multiple lanes using only the video image. Detection zones shall be defined using only a video menu and a pointing device to
place zones on a video image. A minimum of 24 detection zones per camera shall be available.
209-5.01C(l) Functional Requirements. The VDP shall process video from a single source. The source can be a video camera or a video tape player. The video shall be input to the VDP in
RS170 format and shall be digitized and analyzed in real time. The VDP shall detect the presence
of vehicles in up to 24 detection zones per camera. A detection zone shall be approximately the width and length of one car. Detection zones shall be programmed via a menu displayed on a video monitor and a pointing device connected to the VDP. The menu shall facilitate placement of the detection zones and setting of zone parameters. A separate computer shall not be required for programming detection zones or to view system operations. The VDP shall store up to three
different detection zone patterns. The VDP shall be able to switch to any one of the three different detection zone patterns within one second of user request via menu selection with the pointing device. The VDP shall detect vehicles in real time as they travel across each detection zone.
The VDP shall have an RS-232 port for communications with an external computer. The VDP shall accept new detector patterns from an external computer through the RS-232 port when that
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computer uses the appropriate communications protocol for downloading detector patterns. The VDP shall send its detector patterns to an external computer through the RS-232 port when requested when that computer uses the appropriate communications protocol for uploading detector
patterns. A Windows-based software program designed for local or remote connection and providing video capture, real-time detection indication and detection zone modification capability
shall be provided with the system.
The camera system shall be able to transmit an NTSC video signal, with minimal signal degradation, up to 300m (1000 ft).
The VDP shall default to a safe condition, such as a constant call to each active detection channel, in the event of unacceptable interference in the video signal.
The system shall be capable of automatically detecting a low visibility condition such as fog and respond by placing all defined detection zones in a constant call mode. A user-selected output shall
be active during the low visibility condition that can be used to modify the controller operation if connected to the appropriate controller input modifier(s). The system shall automatically revert to
normal detection mode when the low visibility condition no longer exists.
209-5.01C(2) Operational Requirements. A minimum of 24 detection zones per camera shall be
supported and each detection zone can be sized to suit the conditions and the desired vehicle detection region. A single detection zone shall be capable of replacing multiple loops and the detection zone may be AND'ed or OR'ed together to indicate vehicle presence on a single phase of
traffic movement. Placement of detection zones shall be done by using a pointing device and a graphical interface built into the VDP and displayed on a video monitor. No separate computer shall
be required to program the detection zones. Up to three detection zone patterns shall be saved within the VDP memory and this memory shall be preserved during power outages. The selection of the detection zone pattern for current use shall be done through a menu system. It shall be possible
to activate a detection zone pattern for a camera from VDP memory and have the detection zone pattern displayed within one second of activation. When a vehicle is detected crossing a detection zone, the detection zone will flash a symbol on the screen to confirm the detection of the vehicle.
Detection shall be at least 98% accurate in good weather conditions and at least 96% accurate under adverse weather conditions (rain, snow or fog).
Detector placement shall not be more distant from the camera than a distance of fifteen times the mounting height of the camera.
The VDP shall provide up to eight channels of vehicle presence detection through a NEMA TS1 port. The VDP shall provide dynamic zone reconfiguration (DZR) to enable normal detector operation of
existing zones except the one being added or modified during the setup process. The VDP shall output a constant call on any detection channel when the corresponding zone is being modified.
Detection zone outputs shall be configurable to allow the selection of presence, pulse, extend and
delay outputs. Timing parameters of pulse, extend, and delay outputs shall be user definable between 0.1 and 25.0 seconds. Up to six detection zones shall be capable of counting the number of vehicles detected. The count value shall be internally stored for later retrieval through the RS-232 port. The data collection interval shall be user definable in periods of five, fifteen, thirty or sixty
minutes.
209-5.01C(3) Hardware Requirements. The VDP shall be housed in a durable metal enclosure suitable for shelf mounting in the side rails of the controller cabinet. The VDP enclosure shall not
exceed 180mm (7.1 in) in length and 157mm (6.2 in) in depth. The VDP shall operate satisfactorily in a temperature range of -34°C to +74"C (-29°F to +165"F) and a humidity range of O%RH to 95% RH, noncondensing. The VDP shall be powered by 24 volts DC. VDP power consumption shall not exceed 10 watts. The VDP shall include an RS-232 port for serial communications with a remote computer. This port shall be a 9-pin "D subminiature connector on the front of the VDP. The front of the VDP shall include one BNC video input connection suitable for RS170 video inputs. The video input shall include a switch-selectable 75-ohm or high impedance termination to allow camera
05/10/00 Contract No. 31 90 Page 203 of 288 Pages
video to be routed to other devices, as well as input to the VDP for vehicle detection. The front of the VDP shall include one BNC video output providing real time video output that can be routed to
other devices.
209-5.01C(4) Video Detection Camera. The video camera shall be furnished by the VDP
supplier and shall be qualified by the supplier to ensure proper system operation. The camera shall produce useable video image of the bodies of vehicles under all roadway lighting conditions,
regardless of time of day. The minimum range of scene luminance over which the camera shall produce a useable video image shall be the minimum range of night time to day time but not .less
than the range of 0.1 lux to 10,000 lux. The camera shall use a CCD sensing element and shall output monochrome video with resolution of not less than 380 lines vertical and 380 lines horizontal. The camera shall include an electronic shutter control based upon average scene luminance and
shall be equipped with a factory adjusted manual iris.
The camera shall include a variable focal length lens with variable focus that can be adjusted,
without opening the camera housing, to suit the site geometry by means of a portable interface device designed for that purpose and manufactured by the detection system supplier. The horizontal field of view shall be adjustable from 8.1" to 45.9". A single camera configuration shall be
used for all approaches in order to minimize setup time and spares required by the user. The camera electronics shall include AGC to produce a satisfactory image at night.
The camera shall be housed in a weather-tight sealed enclosure. The camera enclosure shall be able to rotate to allow proper alignment between the camera and the traveled road surface. The
camera enclosure shall be equipped with a sun shield. The sun shield shall include a provision for water diversion to prevent water from flowing in the camera's field of view. The camera enclosure with sun shield shall be less than 170mm (6 in) in diameter, less than 380mm (1 5 in) long, and shall weigh less than 13.3kg (6 pounds) when the camera and lens are mounted inside the enclosure.
The camera enclosure shall include a thermostatically controlled heater to assure proper operation of the lens at low temperatures and to prevent moisture condensation on the optical faceplate of the
enclosure.
When mounted outdoors in the enclosure, the camera shall operate satisfactorily in a temperature range of -34°C to +60°C (-29°F to +140°F) and a humidity range of 0% RH to 100% RH. The camera shall be powered by 120/240 VAC, 50/60 Hz. Power consumption shall be 15 watts or less
under all conditions.
Recommended camera placement height shall be 10m (33 ft) above the roadway, and over the traveled way on which vehicles are to be detected. For optimum detection, the camera should be
centered above the traveled roadway. The camera shall view approaching vehicles at a distance not to exceed 100m (350 ft) for reliable detection (height:distance ration of 1O:lOO). Camera placement and field of view shall be unobstructed and as noted in the installation documentation
provided by the supplier.
The camera enclosure shall be equipped with separate, weather-tight connections for power and
video cables at the rear of the enclosure. These connections may also allow diagnostic testing and viewing of the video signal at the camera while the camera is installed, using a lens adjustment module supplied by the VDP supplier. Video and power shall not be connected within the same
connector. The video signal output by the camera shall be black and white in RS170 or CCIR format. The video signal shall be fully isolated from the camera enclosure and power cabling.
209-5.01C(5) Installation Requirements. The coaxial cable to be used between the camera and
the VDP in the controller cabinet shall be Belden 8281 or a 75 ohm, precision video cable with 20 gauge solid bare copper conductor (9.9 ohmdM), solid polyethylene insulating dielectric, 98% (min) tinned copper double-braided shield and black polyethylene outer covering. The signal attenuation
shall not exceed 0.78 dB per 30m (1 00 ft) at 10 MHz. Nominal outside diameter shall be 8mm (0.304 in). The coaxial cable shall be a continuous, unbroken run from the camera to the VDP. This cable shall be suitable for installation in conduit or overhead with appropriate span wire. 75 ohm
BNC plug connectors shall be used at both the camera and controller. The coaxial cable, BNC
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connector and crimping tool shall be approved by the supplier of the video detection system, and the
manufacturer's instructions must be followed to ensure proper connection. The power cabling shall be 16 AWG three conductor cable. The cabling shall comply with the National Electric Code, as well
as local electrical codes, Cameras may acquire power from the luminaire if necessary.
The video detection system shall be installed by supplier factory certified installers and as recommended by the supplier and documented in the installation materials provided by the supplier.
Proof of factory certification shall be provided.
209-5.01C(6) Warranty. The supplier shall provide a limited two year warrant on the video
detection system. See supplier's standard warranty included in the Terms and Conditions of Sale documentation. During the warranty period, technical support shall be available from the supplier
via telephone within four hours of the time a call is made by the user. This support shall be made available from factory certified personnel or factory certified installers. During the warranty period,
updates to the VDP software shall be made available from the supplier without charge.
209-5.01C(7) Maintenance and Support. The supplier $hall maintain an adequate inventory of
parts to support maintenance and repair of the video detection system. These parts shall be made available for delivery within 30 days of placement of an acceptable order at the supplier's current pricing and terms of sale for said parts. The supplier shall maintain an ongoing program of technical
support for the video detection system. This technical support shall be available via telephone, or via personnel sent to the installation site upon placement of an acceptable order at the supplier's
current pricing and terms of sale for on site technical support services. Installation or training support shall be provided 'by a factory authorized representative. All product documentation shall be written in the English language.
209-5.02 Pedestrian Push Button Assemblies. Where shown on the plans, pedestrian push
button assemblies" of substantial tamper-proof construction and signs shall be furnished and
installed. The housing shall be either die-cast or permanent mold cast aluminum, or when specified
shall be ultraviolet stabilized, self-extinguishing structural plastic. Plastic housings shall be black
matching Color No. 17038, 27038 or 37038 of Federal Standard No. 5956, and shall be colored
throughout. The assembly shall be rainproof and shall be shockproof in any weather condition. The
pedestrian push button switch shall be a phenolic enclosed precision snap-acting type, single-pole,
double-throw, switching unit, with screw type terminals, rated 15 A at 125 volts AC, and shall have
the following characteristics:
1. Switching unit shall have a stainless steel plunger actuator and shall be provided with U-frame
2. Switch shall have an operating force of 2.5 N (9 62.) to 3.6 N (13 oz.) and a minimum release
3. Pretravel shall be 0.4 mm (1/s4'') maximum.
4. Over travel shall be 6 mm (7/32(r) minimum.
5. Differential travel shall be 0.01 mm (0.0004") to 0.05 mm (0.002).
6. Actuator shall have a minimum diameter of 50 mm (2").
Where a pedestrian push button is attached to a pole, the housing shall be shaped to fit the
curvature of the pole and secured to provide a rigid installation. Saddles shall be provided to make
a neat fit when required. Where a pedestrian push button is to be mounted on top of a Size 65
(2l/;) diameter post, the housing shall be provided with a slip-fitter fitting and screws for securing
rigidly to the post. Pedestrian push button signs shall be porcelain enameled metal or structural
plastic. Push button and sign shall be installed on the crosswalk side of the pole. Arrows on push
button signs shall point in the same direction as the corresponding crosswalk. Where Type A push
buttons are specified, each push button assembly shall b3,equipped with red and green indicator
lamps. Lamps shall be so connected that, when the push button has been activated, the red lamp
shall be energized and continue so until the next pedestrian walk interval, at which time the green
lamp shall be energized in lieu of the red lamp. At the termination of the pedestrian walk interval,
the lamps shall be de-energized until the next actuation of the push button. Lenses for the lamps
to permit recessed mounting in push button housing.
force of one newton (4 oz.).
05/10/00 Contract No. 3190 - Page 205 of 288 Pages
shall have a visible diameter of approximately 32 mm (l'/qL') and a length of approximately 22 mm
('/"'). On the Type A or Type B push button assembly, the sign shall attach to and be securely
supported by the framework. With Type C pedestrian push buttons, the instruction sign shall be
mounted, using 2 straps and saddle brackets, on the same standard as the push button assembly.
Straps and saddle brackets shall be as shown on the plans and shall be corrosion-resisting
chromium nickel steel conforming to the specifications of ASTM Designation: A 167, Type 302.
Bolts shall be stainless steel with a chromium content of at least 17 percent and a nickel content of
at least 8 percent. Bolts shall NOT be theft-proof.
209-6 LIGHTING
209-6.01 High Pressure Sodium Luminaires, High pressure sodium luminaires shall be the
enclosed type with a horizontal burning lamp. Luminaires shall be the cutoff type. Each luminaire
shall consist of a housing, a reflector, a refractor or a lens, a lamp socket, an integral ballast, a
terminal strip and a lamp. Housings shall be fabricated from aluminum. Housings that are painted
shall withstand a 1000-hour salt spray test as specified in ASTM Designation: B 11 7. All other
metal parts of the housing shall be fabricated from metal at least equal in corrosion resistance and
finish to the metal in the housing. Each housing shall be provided with a slip-fitter capable of
mounting on a 50 mm (2") pipe tenon and of being adjusted 5 degrees from the axis of the tenon.
The clamping brackets of the slip-fitter shall not bottom out on the housing bosses when adjusted
within the i5 degree range. No part of the slip-fitter mounting brackets on the luminaires shall
develop a permanent set in excess of 0.5 mm (0.020") when the four 10 mm (3/gIo diameter cap
screws used for mounting are tightened to 13 N-m (10 Wlbs.). All luminaires to be mounted on
horizontal mast arms, when tested in accordance with California Test 61 1 , shall be capable of
withstanding cyclic loading in (G = Acceleration of Gravity):
1. a vertical plane at a minimum peak acceleration level of 3.0 G peak-to-peak sinusoidal loading
(same as 1.5 G peak) with the internal ballast removed, for a minimum of 2 million cycles
without failure of any luminaire parts.
2. a horizontal plane perpendicular to the direction of the mast arm at a minimum peak
acceleration level of 1.5 G peak-to-peak sinusoidal loading (same as 0.75-G peak) with the
internal ballast installed, for a minimum of 2 million cycles without failure of any luminaire parts.
3. a vertical plane at a minimum peak acceleration level of 1 .O G peak-to-peak sinusoidal loading
(same as 0.5-G peak) with the internal ballast installed, for a minimum of 2 million cycles
without failure of any luminaire parts.
Each mast arm mounted luminaire shall be furnished with a photoelectric unit receptacle. If a
photoelectric unit receptacle is included and the plans call for the omission of a photoelectric unit , a
raintight shorting cap shall be installed. The surface of each reflector shall be specular and shall be
protected by either an anodized finish or a silicate film. The reflector shall be shaped so that a
minimum of light is reflected through the arc tube of the lamp. Each refractor or lens shall be
mounted in a frame that is hinged to the housing and secured with a spring-loaded latch. Each
refractor shall be made of glass or polycarbonate plastic. Each lens shall be made of heat and
impact resistant glass. The optical system, consisting of the reflector, refractor or lens, lamp socket
and lamp, shall be in a sealed chamber. Sealing shall be provided by a gasket between the reflector
and refractor or lens and a gasket between the reflector and lamp socket. The chamber shall have
provision for filtered flow of air in and out of the chamber due to lamp heat. Filtering shall be
accomplished by either a separate filter or a filtering gasket. Each lamp socket shall be a porcelain
enclosed mogul-multiple type. The shell shall contain integral lamp grips to assure electrical contact
under conditions of normal vibration. The socket shall be mounted in the luminaire in a manner to
permit pre-setting a variety of specified light distribution patterns. The socket shall be rated for
1500 W and 600 VI and shall be rated for a 4-kV pulse. When the components are mounted on a
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down-opening door, the door shall be hinged and secured to the luminaire housing separately from
the refractor or flat lens frame. The door shall be easily removable and replaceable. The door shall
be secured to the housing in a manner to prevent its accidental opening when the refractor or flat
lens frame is opened. Field wires connected to the luminaire shall terminate on a barrier type
terminal block secured to the housing. The terminal screws shall be captive and equipped with wire
grips for conductors up to No. 6. Each terminal position shall be.clearly identified. The minimum
light distribution for each luminaire shall be as shown on the isolux diagrams on the plans. The
maximum brightness of each cutoff luminaire, with the lamp indicated, shall be as Table 209-
6.01 (A):
TABLE 209-6.01(A)
CUTOFF TYPE LUMlNAlRE
Lamp Maximum Brightness Lamp
s55 1 50
260 400 S51
21 0 31 0 S67
175 250 S50
1 40 200 S66 - 140
ANSI Code No. (dm2) Wattage
Brightness readings will be taken using a brightness meter with an acceptance angle of 1.5 degrees.
When measured on the 90-degree and 270-degree lateral angle line, the maximum brightness shall
not exceed the above specified brightness when the meter is located at a horizontal distance of 37
m (120') and a vertical distance of 2.3 m (7.5') between the luminaire and the meter, or at an angle
of 3 degrees 35 minutes from the horizontal to the line between the luminaire and the meter.
Measurements shall be made from both the 90-degree line and the 270-degree line and averaged.
The lamp used for each test shall be operated at the wattage necessary to produce a light output as
shown in Table 209-6.01 (6):
TABLE 209-6.01 (B)
LAMP WAlTAGE VERSUS LIGHT OUTPUT
Lumens Lamp Wattage
16 000 1 50
22 000
' 400 50 000
31 0 37 000
250 27 000
200
209-6.01A High Pressure Sodium Lamp Ballasts. Each ballast shall be designed for the type,
characteristics and wattage of the lamp it is to operate and it shall provide the proper starting and operating waveforms, voltage and current. Ballasts shall provide reliable lamp starting and operation at ambient temperature down to -30°C for the rated life of the lamp. Ballasts shall be designed for continuous operation
at ambient air temperatures from -20°C to 25°C without reduction in ballast life. Ballasts shall have a design life of not less than 100,000 hours. Ballasts shall be designed to operate for at least 180 cycles of 12 hours on and 12 hours off, with the lamp circuit in an open or short-circuited condition and without measurable reduction
in the operating requirements. Ballasts shall be tested in accordance with the requirements of ANSI C82.6-
1980, "Methods of Measurement of High-lntensity-Discharge Lamp Ballasts." Starting aids for ballasts of a given lamp wattage shall be interchangeable between ballasts of the same wattage and manufacturer without adjustment.
A Certificate of Compliance conforming to the provisions in Section 4-1.5, "Certification," shall be submitted by the manufacturer with each lot of integral ballast luminaires and with each lot of ballasts designed for use
@ 05/10/00 Contract No. 31 90 Page 207 of 288 Pages
design and shall be raintight and corrosion resistant. Each fixture shall consist of a housing with door, a reflector, refractor or a flat lens, a lamp, a socket assembly, a ballast and a fuse block, and shall conform to the following:
1.
2.
3.
4.
5.
6.
Housing.- The housing shall have a door designed to hold a refractor or flat lens. Housings and doors shall be fabricated of sheet or cast aluminum. Sheet aluminum shall conform to the requirements Of ASTM Designation: B 209 or B 209M for 5052-H32 aluminum sheet. Painting is not required. All external bolts, screws, hinges, hinge pins and door closure devices shall be of material which will not corrode in normal use.The housing shall be provided with holes to permit condensed water to drain. The door shall be hinged to the housing on the side of the fixture away from the sign panel and shall be provided with two captive latch bolts or other latching device. The door shall be provided with means to allow the door to be locked in the open position (50 degrees, minimum from the plane of the door opening) with a wind of 110 kmk (70 mph) striking the door from either side. The juncture of the door and the housing shall be gasketed to provide a raintight and dusttight joint. The thickness of the gasket shall be 6 mm (0.25"), minimum. The maximum height of the fixture shall be 300 mm (12") above the top of the mounting rTils. When the fixture is mounted on the mounting channels without a mounting plate, 4 holes of 11 m? ( /16'') diameter shall be provided. The distance between the front and back holes shall be 165 mm (6 /2"). Reflector.-The reflector shall be one piece and shall be made from specularly finished aluminum protected with an electrochemically applied anodized finish or a chemically applied silicate film. The reflector shall be designed so that water deposited on it due to condensation will drain away. The reflector shall be secured to the housing with a minimum of two screws and shall be removable without removing any fixture parts. No reflectors shall be attached to the outside of the housing. Refractor.- Refractors shall be made from borosilicate heat resistant glass. When a flat lens is used, the lens shall be made from heat resistant glass. The refractor shall be so designed or shielded that no fixture luminance is visible when the fixture is approached directly from the rear and the viewing level is the bottom of the fixture. When a shield is used it shall be an integral part of the door casting. Lamp.- Each fixture shall be furnished with a 175-W mercury lamp conforming to ANSI C78.386-1989, Code: H39KC-l75/DX. Lamps shall have a minimum average rated life of 16 000 hours. Lamp Socket.- The lamp socket shall be a porcelain enclosed mogul type. The shell shall contain integral lamp grips to assure electrical contact under conditions of normal vibration. The center contact shall be spring-loaded. Shell and center contact shall be nickel plated brass. The socket shall be rated for 1500 W and 600 V. Ballast.- The ballast for each mercury sign fixture shall be designed for the characteristics and wattage of the lamp and it shall provide the proper starting voltage and operating waveforms, voltage and current. Ballasts shall provide reliable lamp starting and operation at ambient temperatures down to -25°C for the rated life of the lamp. Ballasts shall be designed for continuous operation at ambient air temperatures from -20°C to 25°C without reduction in ballast life. Ballasts shall have a design life of not less than
100 000 hours. Ballasts shall be tested in accordance with the requirement of ANSI Standard C82.6- 1980, "Methods of Measurement of High-lntensity-Discharge Lamp Ballasts." A Certificate of Compliance conforming to the provisions in Section 4-1.5, "Certification," shall be submitted by the manufacturer with each lot of sign lighting fixtures. The certificate shall state that the ballasts meet, in every respect, the above requirements and the lamp ballast specifications of the lamp manufacturer.
Ballasts consisting of separate components shall conform to the following:
1. Each component shall be capable of being easily replaced. Each component shall be provided with screw terminals, NEMA tab connect or a single multi-circuit connector. All conductor terminals shall be
2. Heat-generating components shall be mounted so as to use the portion of the sign lighting fixture upon which they are mounted as a heat sink. Capacitors shall be located as far as practicable from heat- generating components or shall be thermally shielded to limit the case temperature to 75°C. 3. Transformers and inductors shall be resin-impregnated for protection against moisture. Capacitors shall be metal cased and hermetically sealed. 4. Ballasts for mercury sign lighting fixtures shall be normal power factor reactor type or autotransformer regulator type (CWA-constant wattage autotransformer). 5. Reactor Type Ballasts- Each reactor type ballast shall, when operated with the mercury lamp, have the following characteristics and shall maintain the following lamp operation:
. identified as to the component terminal to which they connect.
05/10/00 Contract No. 3190 Page 21 0 of 288 Pages
4. The lamp current crest factor shall not exceed 1.8 for input voltage variation of *5 percent at
- any lamp voltage from initial through life.
209-6.01B High Pressure Sodium Lamps. High pressure sodium lamps shall conform to the ANSI
Standard: C 78, "Lamp Specifications, Physical and Electrical Characteristics of High-lntensity-Discharge
Lamps," when tested in accordance with ANSI Standard: C 78.388, "Methods of Measurement of High Pressure Sodium Lamp Characteristics." High-pressure sodium lamps shall have a minimum average rated
life of 24 000 hours.
209-6.02 Mission Bell Luminaires. The contractor shall be responsible for furnishing and installing all
components of the Mission Bell fixture and light standard in accordance to manufacturer's specifications and
these special provisions. The Contractor's responsibility shall include, but is not limited to, mounting adaptor to mast arm, mounting bracket for use with photoelectric control and suspension method for conductors. Dissimilar
metals shall not be used for mounting the Mission Bell to the fixture adapter (plumberizer). The 50 mm (2") diameter close aluminum nipples used between the plumberizer and Mission Bell casting shall be fabricated from
bar stock aluminum conforming to ASTM designation 6061-T6 or 6063-T1 and shall be bored through along their
central axis with a 25 mm (1") diameter hole to accommodate the lighting conductors. All aluminum incorporated in the fixture shall be clear anodized in accordance with Aluminum Association designation AA-Ml2C22A41.
The minimum anodic coating thickness shall be not less than 0.03 mm (1.0 mil). Mission Bell Luminaires shall conform to the requirements of section 209-6.01 of these special provisions except as noted in this section (209.-
6.02) and shall be Sierra Lighting catalog number MBQOO-HPS-240-DB2, General Electric catalog number BELEOS3AGMN3DB or approved equal. All Mission Bell Luminaires from any source shall be modified as
specified herein. The Contractor shall submit shop drawings for the mounting design for approval by the Engineer prior to fabrication in accordance with Section 2-5.3 Shop Drawings.
209-6.03 Soffit and Wall Luminaires, and Lamps. Soffit and wall luminaires shall be of the type or types
specified. Soffit and wall luminaires shall be weatherproof and corrosion resistant. Installation details and
minimum light distribution shall be as shown on the plans. Each flush-mounted soffit luminaire shall consist of a metal body, a prismatic refractor mounted in a door frame, a prismatic glass or specular anodized aluminum
reflector, a ballast, and a lamp socket. The body shall have provisions for anchoring in concrete and shall be provided with two Size 27, minimum, conduit hubs. The refractor shall be glass and shall be clearly identified
as to "street side." The door frame assembly shall be hinged, gasketed and secured to the body by at least 3 machine screws. The ballast shall be located either within the housing or in a ceiling pull box as shown on the
plans. Each pendant soffit luminaire shall be enclosed and gasketed, and shall be furnished with aluminum
finish: The reflector shall have a specular anodized aluminum finish. The refractor shall be made of heat- resistant polycarbonate or glass. The optical assembly shall be hinged and latched for lamp access and shall be provided with a device to prevent dropping. Each pendant soffit luminaire shall be furnished with a ballast
and with a galvanized metal box for mounting the luminaire. The ballast shall be designed for operation in a
raintight enclosure. The box shall be provided with a gasketed cover with 2 captive screws and 2 chains to prevent dropping.
Each wall-mounted luminaire shall consist of a cast metal body, a prismatic refractor mounted in a door frame, an aluminum reflector with a specular anodized finish, an integral ballast and a lamp socket. The refractor
shall be glass. A gasket shall be provided between the refractor and the body of the fixture. Each luminaire shall be provided with at least two 8 mm (5/16") minimum diameter mounting bolts. Cast aluminum bodies,
which are to be cast into or mounted against concrete, shall be given a thick application of alkali-resistant bituminous paint on all surfaces to be in contact with concrete. Unless otherwise specified, each soffit
luminaire and each wall luminaire shall be furnished with a 70-W high-pressure sodium lamp, with a minimum average rated life of 24 000 hours. Each lamp socket shall be positioned to locate the light center of the lamp
within 13 rnm ('/2") of the light center location for which the luminaire is designed. Ballasts for soffit and wall luminaires shall be the autotransformer, reactor or regulator type conforming to the provisions in Section 209-6.01A, "High Pressure Sodium Lamp Ballasts." Ballasts for wall luminaires shall be
located in the luminaire housing or, when shown on the plans, in a pull box adjacent to the luminaire.
209-6.04 Pedestrian Crossing Fixtures. Pedestrian crossing fixtures shall consist of fluorescent lighting
fixtures for pedestrian undercrossings and for pedestrian overcrossings as shown on the plans.
209-6.05 Sign Lighting Fixtures- Mercury. Each mercury sign lighting fixture shall be designed for mounting near the bottom of the sign panel on an overhead sign structure. The fixture shall be of an enclosed
@ 05/10/00 Contract No. 3190 Page 209 of 288 Pages
design and shall be raintight and corrosion resistant. Each fixture shall consist of a housing with door, a reflector, refractor or a flat lens, a lamp, a socket assembly, a ballast and a fuse block, and shall conform to the following:
1.
2.
3.
4.
5.
6.
Housing.- The housing shall have a door designed to hold a refractor or flat lens. Housings and doors shall be fabricated of sheet or cast aluminum. Sheet aluminum shall conform to the requirements of ASTM Designation: B 209 or B 209M for 5052-H32 aluminum sheet. Painting is not required. All external bolts, screws, hinges, hinge pins and door closure devices shall be of material which will not corrode in normal use.The housing shall be provided with holes to permit condensed water to drain. The door shall be hinged to the housing on the side of the fixture away from the sign panel and shall be provided with two captive latch bolts or other latching device. The door shall be provided with means to allow the door to be locked in the open position (50 degrees, minimum from the plane of the door opening) with a wind of 110 kmh (70 mph) striking the door from either side. The juncture of the door and the housing shall be gasketed to provide a raintight and dusttight joint. The thickness of the gasket shall be 6 mm (0.25”), minimum. The maximum height of the fixture shall be 300 mm (12“) above the top of the mounting rails. When the fixture is mounted on the mounting channels without a mounting plate, 4 holes of 11 mm diameter shall be provided. The distance between the front and back holes shall be 165 mm (6‘/;). Reflector.-The reflector shall be one piece and shall be made from specularly finished aluminum protected with an electrochemically applied anodized finish or a chemically applied silicate film. The reflector shall be designed so that water deposited on it due to condensation will drain away. The reflector shall be secured to the housing with a minimum of two screws and shall be removable without removing any fixture parts. No reflectors shall be attached to the outside of the housing. Refractor.- Refractors shall be made from borosilicate heat resistant glass. When a flat lens is used, the lens shall be made from heat resistant glass. The refractor shall be so designed or shielded that no fixture luminance is visible when the fixture is approached directly from the rear and the viewing level is the bottom of the fixture. When a shield is used it shall be an integral part of the door casting. Lamp.- Each fixture shall be furnished with a 175-W mercury lamp conforming to ANSI C78.386-1989, Code: H39KC-l75/DX. Lamps shall have a minimum average rated life of 16 000 hours. Lamp Socket.- The lamp socket shall be a porcelain enclosed mogul type. The shell shall contain integral lamp grips to assure electrical contact under conditions of normal vibration. The center contact shall be spring-loaded. Shell and center contact shall be nickel plated brass. The socket shall be rated for 1500 W and 600 V. Ballast.- The ballast for each mercury sign fixture shall be designed for the characteristics and wattage of the lamp and it shall provide the proper starting voltage and operating waveforms, voltage and current. Ballasts shall provide reliable lamp starting and operation at ambient temperatures down to -25°C for the rated life of the lamp. Ballasts shall be designed for continuous operation at ambient air temperatures from -20°C to 25°C without reduction in ballast life. Ballasts shall have a design life of not less than 100 000 hours. Ballasts shall be tested in accordance with the requirement of ANSI Standard C82.6- 1980, “Methods of Measurement of High-lntensity-Discharge Lamp Ballasts.” A Certificate of Compliance conforming to the provisions in Section 4-1.5, “Certification,” shall be submitted by the manufacturer with each lot of sign lighting fixtures. The certificate shall state that the ballasts meet, in every respect, the above requirements and the lamp ballast specifications of the lamp manufacturer.
Ballasts consisting of separate components shall conform to the following: 1. Each component shall be capable of being easily replaced. Each component shall be provided with screw terminals, NEMA tab connect or a single multi-circuit connector. All conductor terminals shall be identified as to the component terminal to which they connect. 2. Heat-generating components shall be mounted so as to use the portion of the sign lighting fixture upon which they are mounted as a heat sink. Capacitors shall be located as far as practicable from heat- generating components or shall be thermally shielded to limit the case temperature to 75°C. 3. Transformers and inductors shall be resin-impregnated for protection against moisture. Capacitors shall be metal cased and hermetically sealed. 4. Ballasts for mercury sign lighting fixtures shall be normal power factor reactor type or autotransformer regulator type (CWA-constant wattage autotransformer). 5. Reactor Type Ballasts.- Each reactor type ballast shall, when operated with the mercury lamp, have the following characteristics and shall maintain the following lamp operation:
05/10/00 Contract No. 3190 Page 21 0 of 288 Pages
a) The power factor shall be not less than 50 percent.
b) The lamp wattage shall not vary by more than a k10 percent for a *5 percent input voltage variation.
c) The lamp current crest factor shall not exceed 1.5 at rated input voltage. d) Ballast losses shall not exceed 25 W.
6. Autotransformer Regulator Ballasts.- Each autotransformer regulator type ballast shall, when operated
with the mercury lamp, have the following characteristics and shall maintain the following lamp operation:
a) The power factor shall be not less than 90 percent. b) The lamp wattage shall not vary by more than a i7 percent for a *lo percent input voltage
variation. c) The lamp current crest factor shall not exceed 1.7 at rated input voltage. d) Ballast losses shall not exceed 40 W.
7. Fuse Block.- Each fixture shall be provided with a barrier type fuse block for terminating field
connections. The block shall be secured to the housing and shall be accessible without removal of any fixture parts. The block shall be mounted to leave a minimum of 13 mm (0.5 '9 air space from the
sidewalls of the housing. The block shall be designed for easy removal of rusts; with fuse puller, shall be rated at 600 volts and shall have box terminals. Fuses shall be 10 mm ( /=") diameter, 38 mm
(1'/;) long ferrule type and shall be UL or ETL listed. For 120-volt input fixtures, only the ungrounded conductor shall be fused and a solid link shall be provided between the neutral and the ballasts.
8. Wire Guard.- When shown on the plans, each sign lighting fixture shall be provided with a wire guard to prevent damage to the refractor or lens. The guard shall be constructed of 6.5 mm (0.2625") (minimum) diameter steel wire and shall be either hot-dip galvanized or provided with an electroplated
, " treatment. Guard elements shall be spaced so as to prevent rocks in excess of 40 mm (1 '/2") in 1. .. zinc coating conforming to ASTM Designation: B 633, Service Condition SC4 with a clear chromate dip
diameter from passing through.
When the fixture is located so that the light center of the lamp is 1.4 m (56) in front of, 300 mm (12) below, and centered on a 3 m (10') high by 6 m (20') wide sign panel, the ratio of the maximum to minimum
illuminance level on the panel shall not exceed 12 to 1 in 95 percent of the points measured. In addition, the
illuminance gradient shall not exceed 2 to 1. Illuminance gradient is defined as the ratio of the minimum illuminance on any 300 mm (12") square of panel to that on any adjacent 300 mm (12") square of panel. The
minimum horizontal lux requirements shall conform to the "lsolux Diagrams" shown on the plans. Each fixture shall be furnished with a mounting assembly that will permit the fixture to be mounted on the continuous slot
channels shown on the plans. The mounting assembly shall be either cast aluminum, hot-dip galvanized steel plate or steel plate that has been galvanized and finished with a polymeric coating system.
209-6.06 Sign Lighting Fixtures- Incandescent. Each sign lighting fixture for an incandescent lamp shall be of the type shown on the plans or as specified in these special provisions. Sign lighting fixtures shall be UL or ETL listed for outdoor installation. The fixture shall consist of a hood with side outlet tapped for conduit and
a symmetrical 250 mm (10") steel reflector. Fixture shall be rated at 150 W minimum. The reflector shall have a white porcelain enamel finish. The fixture shall have a medium base socket.
209-6.06 Internally Illuminated Street Name Signs. Internally illuminated street name signs shall conform to the details shown on the plans. The general design of signs shall be as shown on the plans. Minor details of construction shown are typical and may be modified subject to approval by the Engineer. The sign fixture shall be designed and constructed to prevent deformation or failure when subjected to 11 3 kmh (70mph) wind loads as set forth in the AASHTO publication, "Standard Specifications for Structural Supports of Highway Signs, Luminaires and Traffic Signals," and amendments thereto. The sign panels shall not deform or warp under a 11 3 krnh (70 mph) wind loading. A Certificate of Compliance conforming to the provisions in Section 4-1.5, "Certification," shall be submitted by the manufacturer with each lot of internally illuminated street name signs. The certificate shall state that the internally illuminated street name signs meets the wind load requirements as described above. All material used in fabrication shall be new. If not covered herein, both the material and workmanship shall be of the best quality consistent with the intended purpose. All ferrous parts shall be galvanized or cadmium plated, unless otherwise specified herein or shown otherwise on the plans. Signs shall be Type B. Additionally all Internally Illuminated Street Name Signs shall conform to the following requirements:
1. Housing.- The top and bottom shall be formed or extruded aluminum and shall be attached to formed or cast aluminum end fittings. The design shall provide continuous sealing between top and bottom a 05/10/00 Contract No. 3190 Page 211 of 288 Pages
assemblies and the end fittings. The housing shall be rigidly constructed to resist torsional twist and warp. Provisions shall be made for ease of maintenance of all components. The Opening Or removal of one panel shall permit access to the interior of the sign and allow for replacement Of lamps, ballasts and fuses. Type IV photoelectric unit sockets shall be provided.. On Type A signs, both sides shall be hinged at the top to permit installation or removal of the sign panels, and to permit access to the interior of the sign. On Type B signs, the sign panels shall be slide-mounted into the housing.
2. Reflectors.- At the option of the Contractor, reflectors may be used to provide the required sign
brightness. Reflectors, if used, shall be formed aluminum with acrylic baked white enamel surface having a minimum reflectance of 0.85. 3. Sign Panels.-The sign panels shall be slide-mounted or rigid mounted in a frame, with white legend,
symbols, arrows, and border on each face, as shown on the plans. The background shall be green. The
entire surface of the sign panel shall fabricated with prismatic, cube corner reflective sheeting (Diamond Grade or equal) and shall be evenly illuminated. The average of brightness readings for the letters shall
be 500 cdm2 (150 foot-lamberts), minimum. The light transmission factor of the sign panel shall provide a letter to background brightness ratio of between 10 to 1 and 20 to 1. The luminance of the background
shall not vary by more than 40 percent from the average of background brightness reading. The luminance of the letters, symbols and arrows shall not vary by more than 20 percent from the average
brightness reading of letters, symbols and arrows. The sign panels shall be translucent panels of high
impact resistant plastic of one of the following types: a) Glass fiber reinforced acrylated resin. b) Polycarbonate resin.
c) Cellulose acetate butyrate plastic. d) Paint on the outside of the plastic shall be protected by a plastic film which shall seal the front
surface of the panel and filter out ultraviolet radiation. Paint shall be acrylic plastic type. e) All surfaces shall be free of blemishes in the plastic or coating that may impair the serviceabitity
or detract from the general appearance and color matching of the sign.
f) The white or green color shall not fade or darken when the sign is exposed to an accelerated test of ultraviolet light which is equivalent to 2 years of outdoor exposure. The green color of the sign, when not illuminated, shall conform to Color No. 14109 of Federal Standard 595B.
g) The sign panels shall not crack or shatter when a 25.4 mm (1") diameter, steel ball with a mass
of 67 grams (4 02.) is dropped from a height of 2.6 m (8.5') above the sign panel to any point of the sign panel. The panels shall be lying in a horizontal position and supported within their frame for
this test. 4. Gaskets.- On Type A signs, gaskets shall be installed between the sign panel frame and the fixture
housing to prevent the entrance of water between the frame and the fixture housing. Gaskets shall be uniform and even textured and shall be the closed cell, sponge neoprene type, designed for use at
temperatures between -2O0C(-4"F) and +70°C (158°F). Gaskets shall be neatly applied to thoroughly degreased, clean surfaces with a suitable heat-resistant adhesive which will not allow the gaskets to slip at
temperatures between -20°C and +70"C.
5. Ballasts.- Ballasts shall be of the high power factor type and shall be capable of starting the lamps at
-20°C (-4°F) and above. Ballasts for Type A signs shall be rated at 200 mA. Ballasts for Type B signs shall be rated at 430 mA. Ballasts shall be listed by UL or ETL for operation on 110 to 125 V, 60 Hz circuits, and
shall conform to the requirements of ANSI Standard: C 82.1 and ANSI Standard: C 82.2. A separate
ballast shall be provided for each lamp.
6. Lamp holderLampho1ders.- Lamp holderLampholders shall be listed by UL or ETL for outdoor use, shall be provided with silver coated contacts and waterproofed entrance leads for use with a rapid-start fluores-
cent lamp. Removal of the lamp from the socket shall de-energizde-energize the primary of the ballast.
Each lamp holderlampholder shall be provided with a heat-resistant, circular cross section, partially re- cessed neoprene ring to seal against the lamp ends and protect electrical contacts from moisture and dirt or other injurious elements. One lamp holderlampholder for each lamp shall be of the spring-loaded type. The distance between the face of the lamp holderlampholders for each lamp shall provide a compression of
at least 2.5 mm (0.10") on the spring-type lamp holderlampholder when the lamp is in place. The lamp shall have positive mechanical and electrical contact when the lamp is in place. The socket on the spring-
type lamp holderlampholder shall have sufficient travel to permit installation of the lamp. Springs for lamp
holderlampholders shall not be part of the current carrying circuit. Lamp holderLampholders shall match
lamp requirements and shall not increase cathode filament circuit resistance by more,than 0.1 0 Q.
7. Lamps.- Lamps shall be of the types shown on the plans and shall meet the requirements of ANSI Standard: C 78.
05/10/00 Contract No. 3190 Page 212 of 288 Pages
8.
9.
Terminal Blocks.- All wiring connections in the fixture shall be terminated on molded, phenolic, barrier type, terminal blocks rated at 15 A, 1000 V, and shall have integral type, white, waterproof marking strips.
All current carrying parts of the terminal block shall be insulated from the fixture with integral plugs or strips
to provide an insulating value in excess of the line-to-ground flashover voltage. If the Contractor elects to use sectionalized terminal blocks, each section shall be provided with an integral barrier on each side and
shall be capable of rigid mounting and alignment. Terminal screws shall be size No. 10, minimum. Fuses.- Fuses shall be Type 3AG, miniature, slow blowing type with appropriate current and voltage
ratings. Fuseholder shall be a panel-mounting type with threaded or bayonet type knob which grips the
fuse tightly for extraction. A separate fuse shall be provided for each ballast. 10. WeeiHo1es.- Screened weep holes shall be provided at strategic locations in all members subject to the
collection of moisture. Weep holes shall be shielded to prevent light leakage from the fixture. 11. Fasteners.- All fasteners, screws, and hardware shall be of passive stainless steel (Type 302 or 304) or
aluminum Type 6060-T6.
12. Mounting Assemblies.- The top of the fixture housing shall have 2 free-swinging mounting brackets. Each of the brackets shall be adjustable vertically for leveling the sign to either a straight or curved mast
arm. The bracket assembly shall permit the fixture to swing perpendicular to the sign panel. Hinge pins for the free-swinging brackets shall have a minimum diameter of 6 mm (0.25"). At least 4.6 m (15') clearance
shall be provided between the bottom of the fixture and the roadway.
13. Message.- The message, as shown on the plans, shall be displayed on both sign panels. If not shown on the plans, the message, and the size of symbols or arrows will be furnished by the Engineer at the request
of the Contractor. Unless shown otherwise, letters shall be 200 mm (8") upper case and 150 mm (6") lower
case, Series E. 14. Mass- The total mass of the complete sign assembly, including lamps, ballasts, mounting brackets and
'. appurtenances shall not exceed 30 kg.
15. Conductors.- All fixture conductors shall be UL or ETL listed appliance wiring material (AWM) stranded copper wire with 0.7 mm (28 mils), minimum, thermoplastic insulation, rated at 1000 volts and rated for use
at 90°C. Conductors shall be No. 16, minimum, and shall match the color coding of the ballast leads. The size of conductors from the sign disconnect to the fuse block shall be as shown on the plans. All
conductors within the fixture shall be secured with easily removable spring cross straps (not clamped) in
the chassis or fixture. Straps shall be installed not more than 300 mm (12") apart. Stranded copper conductors connected to screw type terminals shall terminate in approved crimp type ring connectors.
Splices will not be permitted within the fixture unless approved in writing by the Engineer. 16. Equipment List and Drawings.- Within 15 days following approval of contract, the Contractor shall submit.
3 sets of shop drawings and a list of equipment and materials he proposes to install, as specified in Section
' I 2-5, "Plans and Specifications." The shop drawings shall show the message for each sign and shall include
the size of letters, symbols or arrows, as shown on the plans or as furnished by the Engineer. The list of equipment shall include the name of the manufacturer of all materials and sufficient detail to identify the
materials. If requested, the Contractor shall supply, without cost to -the Agency, sufficient samples of materials to be used in the fabrication of the sign, or a complete sign assembly, to permit adequate testing
and evaluation of conformance to the specified requirements.
209-6.07 Photoelectric Controls. Photoelectric controls, as specified in these special provisions or as shown on the plans, shall be capable of switching multiple lighting systems directly. Type IV photoelectric control
shall be used unless otherwise shown on the plans or required by these special provisions and shall be installed in a receptacle integral with the luminaire.
1.
2.
3.
4.
Type I photoelectric control shall consist of a remote photoelectric 'unit and a test switch housed in an enclosure.
Type I1 photoelectric control shall consist of a remote photoelectric unit, a separate contactor located in a service equipment enclosure, and a test switch located in the service equipment enclosure unless shown otherwise.
Type Ill photoelectric control shall consist of a remote photoelectric unit, and a separate contactor and a
test switch housed in an enclosure. Type IV photoelectric control shall consist of a photoelectric unit which plugs into an EEI-NEMA twist lock.
209-6.07A Types. - The types of photoelectric controls shall be as follows: 1. receptacle integral with the luminaire.
2. Type V photoelectric control shall consist of a photoelectric unit, contactor and test switch located in a service equipment enclosure.
Contract No. 3190 Page 213 of 288 Pages
3. A switch to permit manual operation of the lighting circuit shall be provided for each Type I, Type 11, Type
111, and Type V photoelectric control. Switches shall be of the singlehole mounting toggle type, single-pole,
single-throw, rated at 12 A and a voltage rating to match the circuit. Switches shall be furnished with an indicating nameplate reading "Auto-Test" and shall be connected in parallel with the load contacts of the
photoelectric unit. Test switch shall not have an 'OFF position. 4. Photoelectric units for Types I, II and Ill photoelectric controls, shall be pole-top mounted unless otherwise
specified.
209-6.076 Equipment Details. Equipment details shall conform to the following:
209-6.078(1) Photoelectric Unit. The photoelectric unit shall provide an output in response to changing
light levels. Components of the unit shall not require periodic replacement. Units shall have a "turn-on" between 10 and 50 lux (one and 5 footcandles) and a "turn-off" at between 1.5 and 5 times "turn-on."
Measurements shall be by the procedures set forth in EEI-NEMA Standards for Physical and Electrical
Interchangeability of Light-Sensitive Control Devices Used in the Control of Roadway Lighting. Photoelectric controls, except Type IV and Type V, shall be furnished with a 100 mm (4") minimum inside diameter pole-top
mounting adaptor containing a terminal block and with cable supports or clamps to support pole wires. The photoelectric unit receptacle shall be the EEI-NEMA type. Mounting brackets shall be used where pole-top
mounting is not possible. Photoelectric controls shall be installed at the locations shown on the plans and
oriented as directed by the Engineer. For switching 480 V, 60 Hz circuits, a 100 V'A, minimum, 480/120-volt
transformer shall be installed in the contactor enclosure to provide 120 volts for the photoelectric control unit. Where more than one photoelectric unit is to be installed at the same location, a single transformer, with a volt-
ampere rating capable of handling the total controlled load, may be used. Photoelectric units shall be screened to prevent artificial light from causing cycling.
The photoelectric unit shall also conform to the following: 1. The supply voltage rating shall be 60 Hz, 105-1 30 V, 21 0-240 V, or 105-240 V, as specified.
2. The load rating shall be 800 W minimum, incandescent, mercury or fluorescent.
3. The operating temperature range shall be from -29°C (-20°F) to 65°C (1 50°F).
4. The power consumption shall be less than 10 W.
5. The unit shall be housed in a weatherproof enclosure.
6. The base of the unit shall be provided with a 3-prong, EEI-NEMA standard, twist-lock plug mounting.
7. Units shall be provided with a "fail-on" feature.
209-6.078(2) Contactor. The contactor shall have contacts rated to switch the specified lighting load and
shall be normally open, unless otherwise specified. The contactor shall be either the mechanical armature
type or the mercury displacement type. The contacts of the mechanical armature type contactor shall be either fine silver, silver alloy, or superior alternative material. The contactor shall have a minimum rating of
30 A, per contact, inductive load.
209-6.078(3) Contactor and Test Switch Housing. The enclosure for Type I and Type Ill photoelectric controls shall be NEMA Type 3R. The enclosure shall be provided with a factory applied rust resistant prime
coat and finish coat. Two applications of paint to match the color of the standard shall be applied,as specified in Section 209-2.16, "Painting." The enclosure may be hot-dip galvanized in lieu of painting. A minimum of 65 mm (2'/;) shall be provided between contactor terminals and end of enclosure for wiring connections. The
enclosure shall be mounted on the same standard as the photoelectric unit at a height of approximately 1.8 m
(6') above the base.
209-6.078(4) Wiring. Conductors between the photoelectric unit and an external contactor shall be No. 14
and shall be run inside the lighting standard, or'in conduit, unless otherwise shown on the plans.
209-6.07B(5) Terminal Blocks. Terminal blocks shall be rated at 25 A, 600 V, shall be molded from phenolic or nylon material and shall be the barrier type with plated brass screw terminals and integral type
marking strips.
209-6.09 Transformers. Multiple to multiple and series to multiple transformers shall be of the
single-phase, dry type designed for operation on a 60 Hz supply.
Contract No. 31 90 Page 214 of 288 Pages
209-6.09A Electrical Requirements. Transformer ratings shall be 1201480 volts, 240/480 volts or
480/120 volts for multiple to multiple units and 6.6 N120 volts or 6.6 N480 volts for series to multiple units or
other ratings as shown on the plans. Secondary 480-volt windings shall be center tapped. Volt-ampere ratings shall be as shown on the plans. Transformer efficiency shall exceed 95 percent for multiple to multiple units and 80 percent for series to multiple units. Secondary voltage regulation and tolerance shall be *3
percent from half load to full load for multiple to multiple units and +10 percent (maximum) at no load to *3 percent at full load for series to multiple units. Transformers shall have a decal showing a connection diagram.
The diagram shall show either color coding or tagging of wires with primary (HI, H2) or secondary (Xl, x2)
markers, and shall also show the primary and secondary voltage and volt-ampere rating.
209-6.098 Physical Requirements. External leads for multiple to multiple and series to multiple secondary
connections shall be Type USE, No. 10, rated 600 volts AC. Primary conductors for series to multiple transformers shall be rated for use on 5000-volt AC circuits. Transformer leads shall extend a minimum of
300 mm (12") from the case. Transformer insulation shall be NEMA 185°C or better. Series to multiple transformers shall withstand the application of 12 000 volts AC from core to primary coil and from coil to coil for a one minute period. Series to multiple transformer secondaries and multiple to multiple transformers shall
withstand the application of 2200 volts AC from core to coils and, for multiple units only, from coil to coil for a
one minute period. The above tests shall be made immediately after operation of the transformer at full load for 24 hours. Non-submersible transformers shall be provided with metal half-shell coil protection, shall have
moisture resistant, synthetic varnish impregnated windings and shall be suitable for outdoor operation in a rain tight enclosure. Each transformer to be installed in a pull box shall be the submersible type and shall be
provided with a handle and a hanger.
209-6.09C Submersible Type Transformers. Submersible type transformers shall be securely encased in
a rugged corrosion resistant, watertight case and shall withstand a 5-day test submerged in 600 mm (2') of salt water (2 percent salt by mass) with 12-hour on and off periods. The operating periods shall be at full load.
Leads of submersible transformers shall be brought out .through one or more sealed hubs and shall be secured in a manner which will withstand a 450-N (1 00 Ib) static pull without loosening or leaking.
209-6.1 1 Falsework Lighting. Falsework lighting shall consist of lighting to illuminate the pavement, portals and pedestrian walkways at or under openings in the falsework required for traffic.
Lighting to provide pavement and portal illumination shall be provided at the locations shown on the plans or. specified in these special provisions. Lighting to provide pedestrian walkway illumination shall be provided at
all pedestrian openings through or under falsework.
209-6.1 1A General. The Contractor shall submit a plan of the proposed lighting installations and shall not commence falsework opening construction until those plans have been reviewed and approved by the
Engineer. Approval will be made in accordance with Section 2-5, "Plans and Specifications." The Contractor shall design falsework lighting so that required maintenance can be performed with a minimum of
inconvenience to public traffic. Closing of traffic lanes for routine maintenance will not be permitted on roadways with posted speed limits in excess of 25 miles per hour. Illumination of pavement under falsework
with portals less than 45 m (150') apart and illumination of falsework portals shall be provided only during the
hours of darkness as defined in Division 1, Section 280, of the California Vehicle Code. Photoelectric switches shall be used to control those falsework lighting systems. Illumination of pavement under falsework with
portals 45 m (1 50') or more apart and illumination. of all pedestrian openings through falsework shall be pro-
vided 24 hours per day. All lighting fixtures shall be aimed in such a manner as to preclude glare to oncoming motorists. Type NMC cable with No. 12 minimum, conductors with ground wire shall be used. The cable shall be fastened to the supporting structure at sufficient intervals to adequately support the cable and within 300
mm (12) from every box or fitting. All conductors within 2.4 m (8') of ground shall be enclosed in a Size 16, or larger metal conduit. Each illumination system shall be on a minimum of one separate branch circuit at each bridge location. Each branch circuit shall be fused, not to exceed 20 A. For falsework lighting, the Contractor
shall arrange with the serving utility to complete service connections. Energy, line extension, service, and service hookup costs shall be paid by the Contractor.
Upon completion of the project or when directed by the Engineer, falsework lighting equipment shall become
the property of the Contractor and shall be removed from the site of the work. The Contractor may propose a lighting plan which will provide light intensities equivalent to the systems specified herein. The Contractor shall a 05/10/00 Contract No. 31 9.0 Page 215 of 288 Pages
supply sufficient data to permit evaluation of alternative methods.
209-6.1 1 B Pavement Illumination. For illumination of pavement at vehicular openings through falsework
the following shall apply: 1. Lighting fixtures shall be provided with R/FL commercial type flood lamp holder with protective covers.
2. Fixtures shall be fully adjustable with brackets and locking screws and shall permit mounting directly to a
3. Lamps shall be medium-base R-40 flood lamps and shall be 150 W minimum.
4. A continuous row of the type of fixtures required shall be installed at the location and spacing as shown on the plans or as specified in these special provisions. The fixtures shall be installed beneath the falsework
structure, with the end fixtures not further than 3 m (10') inside the portal faces. Fixtures shall be installed and energized as a first order of work after the members supporting them have been erected.
5. Fixtures along the sides of the opening shall be placed no more than 1.2 m (4') behind or 600 mm (2') in
front of the roadway face of the temporary railing. Mounting heights of these fixtures shall be between 3.6 m (12') and 5 m (16') above the roadway surface and shall present an unobstructed light pattern on the pavement.
standard metal junction box.
209-6.1 1C Portal Illumination. For illumination of falsework portals the following shall apply:
1. On each side of each entrance portal, clearance guides consisting of plywood sheets, 1.2 m (4') wide by 2.4 m (8') high, shall be fastened vertically facing traffic with the bottom of the panel 1 .O m (3') to 1.2 m (4')
above the roadway. The center of the panel shall be located approximately one meter (3') horizontally behind the roadway face of the railing. The panels shall be freshly painted for each installation with not
less than 2 applications of flat white paint, furnished and applied by the Contractor. Testing of paint will not
be required. 2. When ordered by the Engineer, in order to improve the general appearance of the painted surfaces herein
described, the Contractor shall repaint designated areas and that painting will be paid for as extra work as provided in Section 3-3, "Extra Work." 3. Falsework portals shall be illuminated on the side facing traffic with 150-W, minimum, PAR reflector flood
lamps mounted on the structure directly over each vertical support adjacent to the traveled way, as needed to uniformly illuminate the exterior falsework beam, the clearance guides and the overhead clearance sign.
Each lamp shall be supported approximately 5 m (1 6') above the pavement and approximately 1.8 m (6') in
front of the portal face, the exact position to be as directed by the Engineer.
4. The above specified portal lighting and clearance guides shall be installed on the day that vertical members
are erected.
209-6.11D Pedestrian Walkway Illumination. For illumination of pedestrian openings through or under falsework, the following shall apply:
1. Fixtures shall be flush mounted in the overhead protection shield, and shall be equipped with a clear
2. Lamps shall be standard incandescent 100 W, 120 V. 3. Fixtures shall be centered over the passageway at intervals of not more than 4.5 m (15') with the end
4. Pedestrian passageway light systems shall be installed as a first order of work after the overhead
polycarbonate diffuser lens, which is damage resistant.
fixtures not more than 2 m (7') inside the end of the pedestrian openings.
protection shield is erected.
209-7 REMOVING, REINSTALLING OR SALVAGING ELECTRICAL EQUIPMENT
209-7.01 Removing Electrical Equipment. Attention is directed to Section 7-9, "Protection and Restoration of Existing Improvements." Existing electrical equipment shown on the plans or specified in these special
provisions to be removed and not reused or salvaged, and pull boxes, conduit and detector frames not reused, shall become the property of the Contractor and shall be removed from the street right of way in accordance with the provisions in 300-1, "Clearing and Grubbing," except, if not interfering with other construction,
underground conduit may be abandoned in place after all conductors have been removed. Care shall be exercised in salvaging equipment so that it will not be damaged or destroyed and will renain in its existing
condition whenever possible. Mast arms shall be removed from standards. Luminaires, signal heads, and signal mounting assemblies shall be removed from standards and mast arms. e 05/10/00 Contract No. 31 90 Page 21 6 of 288 Pages
Attention is directed to the provisions in Section 7-9, “Protection and Restoration of Existing Improvements”
and 300-1 2, “Preservation of Property.’’ The Contractor will be required to repair or replace, at the Contractor’s expense, any electrical equipment to be salvaged which, as determined by the Engineer, has been damaged or destroyed by reason of the Contractor‘s operations. Attention is directed to the provisions in
Section 209-2.03, “Foundations,” regarding foundations to be abandoned or removed. Holes resulting from
removing pull boxes and detector frames shall be filled with material equivalent to the surrounding material.
209-7.02 Reinstalling Removed Electrical Equipment. When removed electrical equipment is to be reinstalled, the Contractor shall furnish and install all necessary materials and equipment, including signal
mounting assemblies, anchor bolts, nuts, washers and concrete as required to complete the new installation.
All traffic signal and flashing beacon faces to be reinstalled or to be part of a modified system shall be cleaned
and relamped. All luminaires and sign lighting fixtures to be reinstalled shall be cleaned and relamped.
Existing materials required to be relocated and found to be unsatisfactory by the Engineer shall be replaced by new material and the cost therefor will be paid for as extra work as provided in Section 3-3, “Extra Work.”
209-8 PAYMENT
209-8.01 Payment. The contract lump sum price or prices paid for signal, ramp metering, flashing beacon, lighting, sign illumination, traffic monitoring station, highway advisory radio systems, closed circuit television
systems, or combinations thereof; for modifying or removing those systems; for temporary systems; or the lump sum or unit prices paid for various units of those systems; or the lump sum or per meter price paid for
conduit of the various sizes, types and installation methods listed in the Engineer’s Estimate shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work
involved in furnishing and installing, modifying, or removing the systems, combinations or units thereof, as
shown on the plans, as specified in these specifications and the special provisions, and as directed by the Engineer, including any necessary pull boxes (except when the type required is shown as a separate contract
item); excavation and backfill; concrete foundations (except when shown as a separate contract item); pedestrian barricades; furnishing and installing illuminated street name signs; installing. Agency-furnished sign
panels on pedestrian barricades, on flashing beacon standards, and on traffic signal mast arms; restoring sidewalk, pavement and appurtenances damaged or destroyed during construction; salvaging existing
materials; and making all required tests.
Full compensation for all additional materials and labor, not shown on the plans or specified, which are necessary to complete the installation of the various systems, shall be considered as included in the prices
paid for the systems, or units thereof, and no addition’al compensation will be allowed therefor, except as provided in Section 209-1.05, “Maintaining Existing and Temporary Electrical Systems.”
When shown as a contract item, the contract price paid per meter for cast-in-drilled-hole concrete pile (signal
foundation) shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals,
and for doing all the work involved in constructing reinforced concrete pile foundations of the size shown on the Engineer’s Estimate, including drilling holes, disposing of the material resulting from drilling holes,
furnishing and placing anchor bolt assemblies and reinforcing steel, complete in place, as shown on the plans, and as specified in these specifications and the special provisions and as directed by the Engineer.
When shown as a contract item, non-reinforced portland cement concrete foundations will be measured and
paid for in the manner as provided in Section 303-1.1 1, “Payment.”
When shown as a separate contract item by the lump sum or per bid item linear measurement, interconnection conduit and conductor shall include all interconnection conductors, but shall only include conduit and pull boxes containing interconnection conductors and no other conductors. The quantity of interconnection conduit
and conductor to be paid for by the lump sum bid or the bid item linear measurement shall be the length of that conduit. Compensation for conduit containing interconnection conductors and other conductors shall be
considered as included in the contract price paid for the item requiring the other conductors. Full compensation for furnishing, installing, maintaining and removing falsework lighting equipment shall be
considered as included in the contract prices paid for the items of work ,involved in the structure which requires the falsework lighting and no’additional compensation will be allowed therefor.
e 05/10/00 Contract No. 31 90 Page 217 of 288 Pages
SECTION 210 - PAINT AND PROTECTIVE COATINGS
21 0-1 PAINT
210-1.5 Paint Systems. Add the following to Table 21 0-1 S(A)
TABLE 21 0-1.5 (A)
Surface to be Painted
Two coats white Acrylic None Abrasive Blast Cleaning to a Temporary Railing type (K)
Preparation
Finish Coats Primer Pre-Treatment / Surface
(1) acrylic emulsion paint designed for use on exterior masonry. This paint shall comply in all respects to Federal Specification TT-P-19 (latest revision), Paint, Acrylic Emulsion, Exterior. This paint may be tinted by using "universal" or "all purpose" concentrates.
Roughened, Textured Appearance Emulsion Paint ('I
21 0-1.6 Paint for Traffic Striping, Pavement Marking, and .Curb Marking. Modify as follows: Paint
for traffic lane lines, turn pocket lines, edge lines, channelizing lines, bike lane lines, chevrons, and curbs
shall be rapid dry water borne conforming to CALTRANS Specification No. PTWB-01. Paint for pavement
legends, pavement symbols, pavement arrows, cross walks, parking stall markings and stop bars shall
be alkyd thermoplastic conforming to CALTRANS Specification No. 8010-1 9A. Glass beads shall be
applied to the surface of the rapid dry water borne paint and the molten thermoplastic material and shall
conform to the requirements of CALTRANS Specification No. 8010-004 (Type 11). CALTRANS
Specifications for water borne paint, thermoplastic material and glass beads may be obtained from the
CALTRANS Transportation Laboratory, P.O. Box 19128, Sacramento, CA 95819, telephone number
(91 6) 227-7000.
21 0-3 GALVANIZING
Add the following section:
210-3.6 Galvanizing for Traffic Signal Facilities. The requirements of this section shall pertain only
to the preparation and galvanizing of traffic signal facilities. Galvanizing of products fabricated from
rolled, pressed and forged steel shapes, plates, bars and strip 3.2 mm thick or thicker, shall conform
to the specifications of ASTM Designation: A 123; except that complete seal welding of tightly contacting
surfaces of these products prior to galvanizing is required only where seal welding is shown on the plans
or specified in these special provisions. Except for pre-galvanized standard pipe, galvanizing of material
3.2 mm ('/e") thick or thicker shall be performed after fabrication into the largest practical sections.
At the option of the Contractor, material thinner than 3.2 mm shall be galvanized either before
fabrication in conformance with the requirements of ASTM Designation: A 525M, Coating Designation
2600, or after fabrication in conformance with the requirements of ASTM Designation: A 123, except that
the weight of zinc coating shall average not less than 365 g per square meter (1.2 02. per f?) of actual
surface area with no individual specimen having a coating weight of less than 305 g per square meter
(1 .O oz. per f?).
Galvanizing of standard pipe shall conform to the requirements of ASTM Designation: A 53. Galvanizing
will not be required for stainless steel, monel metal and similar corrosion resistant parts.
Fabrication shall include all operations such as shearing, cutting, punching, forming, drilling, milling,
bending, welding and riveting. All welded areas shall be thoroughly cleaned prior to galvanizing to
remove all slag or other material that would interfere with the adherence of the zinc. When it is
necessary to straighten any sections after galvanizing, the work shall be performed without damage to
the zinc coating.
Galvanizing of iron and steel hardware and nuts and bolts, when specified or shown on the plans, shall
conform to the specifications of ASTM Designation: A 153, except whenever threaded studs, bolts, nuts,
and washers are specified to conform to ASTM Designation: A 307, A 325, A 325M, A 449, A 563,
@ 05/10/00 Contract No. 31 90 Page 21 8 of 288 Pages
A 563M, or F 436 and zinc coating is required, they shall be hot-dip zinc coated or mechanically zinc
coated in accordance with the requirements of the ASTM Designations. Unless otherwise specified,
galvanizing shall be performed after fabrication. Components of bolted assemblies shall be galvanized
separately before assembly. Tapping of nuts or other internally threaded parts to be used with zinc
coated bolts, anchor bars or studs shall be done after galvanizing and shall conform to the requirements
for thread dimensions and overtapping allowances in ASTM Designation: A 563 or A 563M. When
specified, painting of zinc coated surfaces shall be in accordance with the procedures in Section 210-1 ,
"Paint." Galvanized surfaces that are abraded or damaged at any time after the application of the zinc
coating shall be repaired by thoroughly wire brushing the damaged areas and removing all loose and
cracked coating, after which the cleaned areas shall be painted with 2 applications of unthinned zinc-rich
primer (organic vehicle type) conforming to the provisions in Section 210-3.5, "Repair of Damaged Zinc
Coating." Aerosol cans shall not be used.
@ 05/10/00 Contract No. 31 90 Page 219 of 288 Pages
SECTION 212 - LANDSCAPE AND IRRIGATION MATERIALS
212-1 LANDSCAPE MATERIALS
212-1.2.3 Commercial Fertilizer. add the following: Preplant fertilizer shall be granular commercial
fertilizer 7-7-7 or approved equal. Postplant fertilizer shall be 12-46 or approved equal with Ca, Fe, Zn,
and Mn and with the majority of nitrogen in nonammoniac form to prevent acidification of soil. Planting
tablets shall be compressed fertilizer tablets with a 20-10-5 analysis. Hydroseed fertilizer shall be.long-
lasting, controlled-release, plastic-coated, uniform in composition, free-flowing, suitable for application
with approved equipment, and shall contain the minimum available percentages of nitrogen, phosphoric
acid, potash and sulfur required by tables 212-1.2.5.1 (A) through 212-1.2.5.2(A).
212-1.2.4 Organic Soil Amendment. Add the following: For all types of Organic Soil Amendment
mulch materials produced from pine trees grown in Alameda, Monterey, Santa Clara, Santa Cruz or San
Mateo Counties shall not be used in the Work. Type 1A Organic Soil Amendment shall conform to the
requirements for type 1 Organic Soil Amendment except as modified hereinafter. Type 1A Organic Soil
Amendment shall be a wood or rice residual product derived from the bark of pine, white fir, or red fir or
cedar or redwood shavings or rice hulls. Type 1A Organic Soil Amendment shall be manufactured from
clean wood, free from clods coarse objects and rocks and shall conform to the properties shown in
Table 212-1.2.4(6):
TABLE 21 2-1.2.4(6) SOIL AMENDMENT PROPERTIES
Dry Weight Passing #lo0 Sieve 0% 2%
.I Salinity (1) (1) Iron ( Dilute acid soluble on dry weight basis) 0.08% "-
Ash (dry weight basis) 0% 6.0%
pH 6.0 7.0
Wettability (1) (1)
(1) (As Required by Table 21 2-1.2.4(A) SSPWC)
For all types of Organic Soil Amendment the Contractor shall supply the Engineer a sample of the
proposed amendment accompanied by an analytical analysis from a qualified agricultural laboratory
certifying compliance to the requirements herein. Qualified agricultural laboratories shall have an on-
going quality assurance program that fulfills the requirements of the most recent version of the "Western
States Laboratory Proficiency Testing Program Soil and Plant Analytical Methods". Certificates of
compliance shall contain a statement attesting that the organic soil amendment meets the requirements
of these specifications and that the testing agricultural laboratory does fulfill the requirements of "Western
States Laboratory Proficiency Testing Program Soil and Plant Analytical Methods". Said submittal shall
be in accordance with Section 2-5.3.3.
21 2-1.2.5 Mulch. Add the following: The terms Hydroseeding and Hydroseed shall be, synonymous
with Hydraulic for the purposes of Section 212. Disturbed Areas and HCP planting areas shall be
mulched, fertilized and seeded using method B. Mulch shall be manufactured from virgin wood cellulose
fiber mulch and shall not contain growth or germination inhibitors. When mixed with water, the mulch
shall remain in uniform suspension and when blended with the seed, fertilizer, and other approved
05/10/00 Contract No. 3190 Page 220 of 288 Pages
additives, shall form a homogeneous slurry. When applied, the fibers shall form a moisture absorbing
membrane with adequate percolation properties sufficient to allow one hundred percent of water applied
at the rate of 3.1 liters per minute per square meter (0.075 gallons per minute per square foot) onto a
surface inclined at a 2:l (horizontal: vertical) slope to pass through the membrane. A non-phyto-toxic
wetting agent shall be added to the slurry mixture. A water soluble, non-toxic green dye shall be added
in sufficient quantity to clearly delineate the planted areas. When required, binder shall be added to the
slurry mixture and shall be "CPA 4000, "AZTAC", "Ecology Control", ""Binder", or approved equal.
Add the following section:
212-1.2.5.1 Disturbed Area Mulch Fertilizer and Additives. In addition to seed mix shown in the
table for Disturbed Areas the slurry mixture shall be applied at the rates shown in Table 21 2-1.2.5.1 (A)
TABLE 21 2-1.2.5.1 (A)
DISTURBED AREA MULCH FERTILIZER AND ADDITIVES
Component Applicati on Rate
Virgin Wood Cellulose Fiber Mulch 225
Fertilizer (1 6-20-0) Ammonium Phosphate
(60) 7 Binder (2000)
(300) 35
grams per sq. meter (pounds per acre)
Suifate, Plus 15% Soil Sulfur . I Wetting Agent
Per Manufacturer Recommendation Green Colorant
Per Manufacturer Recommendation
Add the following section:
212-1.2.5.2 HCP Area Mulch Fertilizer and Additives. In addition to seed mix shown in the table for
HCP Areas the slurry mixture shall be applied at the rates shown in Table 212-1.2.5.2(A).
TABLE 21 2-1.2.5.2(A)
HCP AREA MULCH FERTILIZER AND ADDITIVES
Component
(2000) 225 Virgin Wood Cellulose Fiber Mulch
Applicati on Rate
grams per sq. meter (pounds per acre) .
Binder
(250) 30 Fertilizer (0-45-0) Triple Super Phosphate, Plus 15% Soil (50) 6 Fertilizer (38-0-0) Urea Formaldehyde (60) 7
Sulfur
Wetting Agent
Per Manufacturer Recommendation Green Colorant
Per Manufacturer Recommendation
Add the following section:
212-1.2.6 Herbicides and Pesticides. Shall be used in their appropriate applications with strict
adherence to manufacturer's specifications and instructions. Postemergent herbicide for all areas shall
be Glyphosate, N-(phosphonomethyl) glycine, in the form of its isopropylamine salt such as Roundup
Pro, Diquat, Montar, or approved equal. Preemergent herbicide for shrubs and groundcover areas
planted from flats shall be Treflan, Surflan, Eptan, or approved equal.
Add the following section:
212-1.2.7 General Soil Conditioners. Agricultural-grade gypsum shall be a calcium sulfate (CaS04
H20) product - 94.3 percent. 90 percent shall pass a 50-mesh screen. Control of dust during application is
mandatory.
Iron Sulfate shall be ferrous sulfate in pelletized or granular form containing not less than 20.0 percent
iron expressed as metallic iron. Iron Sulfate pellets shall be of size and gradation such that 98 percent is
retained on a 1 O-mesh screen.
Contract No. 31 90 Page 221 of 288Pages
Add the following section:
212-1.2.7 Stabilizing Emulsion. Stabilizing emulsion shall be a concentrated liquid chemical that
forms a plastic film upon drying and allows water and air to penetrate. The film shall be nonflammable
and shall have an effective life of at least one year. Stabilizing emulsion shall be nontoxic to plant and
animal life and nonthinking to concrete or painted surfaces. In the cured state the stabilizing emulsion
shall not be re-emulsifiable. The material shall be registered with, and licensed by the California,
Department of Food and Agriculture, as an “auxiliary soil chemical”. Stabilizing emulsion shall be
miscible with water at time of mixing and application.
212-1.3 Seed. Add following: The quantity of pure live seed supplied shall meet or exceed the quantity
shown in the specified mixes. Seed shall not contain more than 0.5 percent weed seed by volume Seed
types shall be as specified on the plans and planting legends, and shall be applied at the rates indicated.
All brand-name, patented seed must be received by Contractor in original manufacturer‘s bag. Seed shall
be received by Contractor in separate containers specifying kind, quantity, purity, and germination.
Contractor shall provide the Engineer with each seed bag label used in the Work.
Add the following section:
212-1.3.1 Seed for Disturbed Areas. Hydroseeding mix for Disturbed Areas shall consist of no less
than the seed varieties shown in Table 212-1.3(A).
..
.. TABLE 21 2-1.3.1 (A)
SEED FOR DISTURBED AREAS
Seed Variety I Application Rate
grams per sq. meter (pounds per acre)
Rose Clover (’)
(1 ) Rose Clover shall be inoculated with a nitrogen fixing bacteria and be applied dry either by drilling or
2 0.25 Dimorpholeca
3 0.35 Alyssum (Carpet Of Snow)
4’ 0.45 Achillea Millefolia
3 0.35 Eschscholzia Californica
20 2.5 Festuca Megalura, Zorro,Fescue
20 2.5
- broadcasting immediately before hydraulic appiication of the remaining seed mix and mulch
Add the following section:
212-1.3.2 Seed for HCP Areas. Hydroseeding mix for the HCP Areas shall consist of no less than the
seed varieties shown in Table 21 2-1.3.2(A).
TABLE 212-1.3.2(A)
SEED FOR HCP AREAS
Seed Variety I Application Rate
Total Ibs Seed/Acre I 3.52 29 e 05/10/00 Contract No. 31 90 Page 222 of 288 Pages
The Contractor shall furnish the Engineer with a statement from the vendor that the order for the seed
required for this contract has been received and accepted by the vendor. The statement shall be
furnished not less than 60 days prior to applying seeds. The statement from the vendor shall also include
the names and quantity of seed ordered and the anticipated date of delivery.
212-1.4.1 General. Add the following: Plants shall be the variety and size shown on the plans or in the
special provisions and shall conform to the requirements of these specifications. Contractor shall notify
the Engineer 48 hours before each plant delivery so that the Engineer can inspect the piants. The
scientific and common names of plants herein specified shall conform to the approved names given in “A
Checklist of Woody Ornamental Plants in California, Oregon and Washington” published by the
University of California, Division of Agriculture Sciences, Publication 4091 (1979). Each group of plant
materials delivered on site shall be labeled clearly as to species and variety. All patented plants
(cultivars) required by the plant list shall be delivered with a proper plant patent attached. The Contractor shall obtain clearance from the County Agricultural Commissioner, as required by law, before planting
plants delivered from outside the County in which they are to be planted. Evidence that clearance has
been obtained shall be filed with the Engineer. All plants furnished by the Contractor shall be true to type
or name as shown on the’plans and shall be tagged identifying the plants by species or variety; however,
determination of plant species or variety will be made by the Engineer and the Engineer’s decision shall
be final. Plants shall be individually tagged or tagged in groups by species or variety. Carpobrotus
cuttings need not be tagged. All plants shall comply with Federal and State laws requiring inspection for plant diseases and infestations. Inspection certificates required by law shall accompany each shipment of plants, and certificates shall be delivered to the Engineer.
Plants furnished by the Contractor shall be healthy, shapely, and well-rooted, and roots shall show no
evidence of having been restricted or deformed at any time. Plants shall be well-grown, free from insect
pests and disease, and shall be grown in nurseries whi-ch have been inspected by the State Department
of Food and Agriculture and have complied with the regulations thereof.
The Engineer is the sole judge as to acceptability of each plant. Vigorous, healthy, well-proportioned
plants are the intent of this specification. Plants which are even moderately “overgrown”, or are showing
signs of decline or lack of vigor, are subject to rejection. The size of the plants will be as shown on the
plans. Plants larger in size than specified may be used with the approval of the Engineer, but the use of
larger plants will make no change in contract price. If the use of larger plants is approved, soil
amendments shall be increased proportionately. All plants not conforming to the requirements herein
specified shall be considered defective and such plants, whether in place or not, shall be marked as
rejected, and immediately removed from the site and replaced with new plants by the Contractor at the Contractor’s expense. The Engineer reserves the right to change the species, variety, and/or sizes of
plant material to be furnished, provided that the cost of such plant changes do not exceed the cost of
plants in the original bid, and with the provision that the Contractor shall be notified in writing, at least 60
days before the planting operation has commenced.
No plant shall be transported to the planting area that is not thoroughly wet throughout the ball of earth
surrounding the roots. Any plant that, in the opinion of the Engineer, has a damaged root ball or is dry or
in a wilted condition when delivered to the planting area will not be accepted, and shall be replaced by
the Contractor at the Contractor‘s expense. Each plant shall be handled and packed in the approved
manner for that species or variety, and all necessary precautions shall be taken to ensure that the plants
will arrive at the site of the work in proper condition for successful growth. Trucks used for transporting
plants shall be equipped with covers to protect plants from windburn.
Root condition of plants furnished by the Contractor in containers will be determined by removal of earth
from the roots of not less than 2 plants nor more than 2 percent of the total number of plants of each species or variety, except when container-grown plants are from several sources, the roots of not less
than 2 plants of each species or variety from each source will be inspected by the Engineer. In case the
sample plants inspected are found to be defective, the Agency reserves the right to reject the entire lot or lots of plants represented by the defective samples. Any plants rendered unsuitable for planting because
@ 05/10/00 Contract No. 31 90 Page 223 of 288 Pages
of this inspection will be considered as samples and will not be paid for.
The Contractor shall notify the Engineer when plants are to be shipped to the project site. The
notification shall be given not less than 10 days prior to the actual shipment date.
The Contractor shall notify the Engineer of the location where cuttings are to be taken at least 10 days
prior to taking the cuttings and shall be responsible for all permit and inspection fees involved in obtaining
.cuttings.
212-1 53 Tree Stakes. Modify as follows: Tree stakes shall be 50mm (2") diameter turned lodgepole
pine, pointed on their driven end. Tree ties shall be Wonder Tree, Lawson Landscape Products, or an
approved equal.
Add the following section:
212-1.8 Root Barriers. Root barriers shall be no less than 1 m (39") in width. Root barriers shall be
"Biobarrier", as manufactured by Reemay, Inc., 70 Old Hickory Boulevard, Old Hickory, TN 971 38, Phone
615-847-7000, or approved equal.
212-2 IRRIGATION SYSTEM MATERIALS
212-2.1.3 Plastic Pipe for Use with Solvent Weld Socket or Threaded Fittings, add the following:
Except as provided in this section, all buried piping in the irrigation system shall be installed with
underground utility marking tape conforming to the requirements of section 207-21 and identifying it as
reclaimed water. Intermittent pressure lines (lines on the downstream side of a controller valve that will not
be subject to constant pressure) will not require underground utility marking tape. All PVC pipe used for
irrigation systems shall be colored purple by the addition of a dye integral to the PVC. Painted pipe will not . '..- be accepted: Pressure mainline piping for sizes 50 mm (2"). and larger shall be PVC having a pressure
rating of 2170 kPa (315 PSI), SDR. 13.5. Stenciled pipe is required for all irrigation system piping including
portions not required to be marked with underground utility marking tape. All pi e shall have stenciling
appearing on both sides of the pipe with the marking "Reclaimed Water" in 16 mm ( /<) high letters repeated B
. every 300 mm (12"). PVC non-pressure buried lateral line piping shall be PVC Schedule 30. '
Add the following section:
- .' 212-2.1.7 Brass Pipe and Fittings- Brass pipe shall be IPS standard weight 125 LB 85 percent copper
and 15 percent zinc, trade designation seamless red brass pipe conforming to the requirements of ASTM
843-91. Brass pipe fittings and connections shall be Standard 125 LB class 85 percent red brass fittings
and connections.
212-2.2.7 Valve Boxes. Add the following: All valve boxes shall be marked "RCV", "BV" or "QC", "PB"
respectively. Remote control valves shall be marked with station numbers embossed on the valve cover
with a brass tag. (RCV boxes shall have locking covers.) Other boxes such as pull boxes, etc., shall be
marked with appropriate identification.
Add the following section:
212-2.2.8 Ball Valves. Ball valves shall have bottom-loaded pressure-retaining stems, glass-reinforced
seats, and reinforced TFE stem packing seals. Valves sizes 13 mm (W) to 50 mm (2") shall be pressure
rated at 4140 kPa (600 PSI) WOG and 1030 kPa (1 50-PSI) saturated steam. Each valve shall be tested, air under water, in the opened and closed position by the manufacturer. Ball valve must conform to
Federal Specification WW-V-35B, Type II, Class A, Style 3, End Connection A or C.
Add the following section:
212-2.2.9 Pressure Regulator. Valve Pressure regulator valve shall be bronze body with screw fitting.
Add the following section:
212-2.2.9 Wye Strainers. Wye strainers shall have a cast iron or all-bronze body with a removable
stainless steel or monel strainer. Wye strainers shall be capable of withstanding a cold water working
G 05/10/00 Contract No. 3190 . Page 224 of 288 Pages
pressure of 1034 kPa (150 psi). Wye strainers at backflow preventer assemblies shall be equipped with
a gate valve at the outlet. All other wye strainers shall be equipped with a garden valve at the outlet.
The strainer screen for the wye strainer in a backflow preventer assembly shall have an open area equal
to at least. 3 times the cross-sectional area of the pipe based on an iron pipe size and shall be woven wire
fabric with 850-pm mesh or perforated sheet with 1.14 mm (0.045) diameter holes.
All other wye strainers shall be equipped with 425-pm strainer screens.
212-2.4 Sprinkler Equipment. Add the following: All sprinkler heads are to have factory built-in
check valves or a check valve under each head. Check valves shall be of heavy-duty virgin PVC
construction with FIP thread inlet and outlet. Internal parts shall be stainless steel and neoprene.
Antidrain valves shall be field adjustable against drain out from 1.5 m to 12 m (5' to 40') of head. All
sprinkler heads that are without valves in the heads are to have an antidrain valve feature and shall have
an excess flow feature, which will automatically stop the flow of water when it exceeds the GPM preset
by the manufacturer. Check valves shall be King Bros., Rainbird, or approved equal.
212-2.3 Backflow Preventer Assembly. Add the following: Backflow preventers shall be one of the
approved reduced pressure principle devices listed by the California Department of Health Services,
Division of Drinking Water and Environmental Management, 601 North 7th Street, Mailing Station (MS)
92, P.O. Box 942732, Sacramento, CA 94234-7320.
Backflow preventers shall be factory assembled and shall include 2 check valves, one pressure
differential relief valve, 2 shut-off valves and 4 test cocks. Backflow preventer and valves shall be the
same size as the pipeline in which they are installed, unless otherwise shown on the plans. Backflow
preventer shut-off valves shall be manufactured from iron or bronze and shall be either resilient wedged
gate valves, resilient seated and fully ported ball valves, or resilient seated butterfly valves. Threaded
type shut-off valves shall be provided with a union on one side of each valve. Unions shall be brass or
malleable iron.
Add the following section:
212-2.4.1 Additional Equipment. Contractor shall provide the following items to the Engineer:
1. Two control valve keys.
2. Two wrenches for removing each different type of sprinkler head.
3. Two quick coupler keys. The keys and hose ells shall be of the same manufacturer as the coupling
4. Five keys for opening and locking each automatic controller and enclosure.
valve.
Add the following section:
212-2.5 Flexible Hose. Flexible hose shall be nonrigid polyvinyl chloride (nonrigid PVC) hose
conforming to the specifications of ASTM Designation: D 2287, Cell-type 6464500.
Wall thicknesses of nonrigid PVC hose shall conform to Table 212-2.5(A) when determined in
accordance with ASTM Designation: D 2122.
TABLE 21 2-2.5(A)
FLEXIBLE HOSE
Hose Size-Nominal Range Minimum Wall Thickness*
(Millimeters)
12 0.1 79 4.55 1 25 12 0.1 54 3.91 20
12 0.147 3.73 "18 15
(Percent) (Inches) (Millimeters) (Inches)
w
*as measured at any point on the cross section.
The hose shall provide leak-free, non-separating connections suitable for the purpose intended when connected to the fittings specified herein. Fittings for flexible hose shall be injection molded PVC, Schedule 30, conforming to the specifications of ASTM Designation: D 2466. Fittings shall be solvent cemented type. Solvent cement for flexible hose and fittings shall be of commercial quality specifically manufactured for use with nonrigid PVC hose. Primer for flexible hose fittings shall be the same as specified for plastic pipe supply line fittings.
05/10/00 Contract No. 3190 Page 225 of 288 Pages
21 2-3 ELECTRICAL MATERIALS
212-3.1 General. Add the following: All electrical materials shall conform to the requirements of the
1996 National Electrical Code.
212-3.2.2 Conductors. Add the following: Low voltage electric wiring running from controller to the
automatic control valves shall be no smaller than No. 14 solid single conductor, copper wire, 0.015 mm
(60 mil) insulation, 0.015 mm (60 mil) neoprene jacket, style UF (Direct Burial), or equal, color code wires
to each valve. Neutral wires shall be white, no smaller than No. 12 solid single conductor wire, 0.015 mm
(60.mil) insulation, 0.015 mm (60 mil) neoprene jacket, style UF (Direct Burial).
212-3.3 Controller Unit. Add the following: All controllers shall be grounded by one 19 mm (5/8")
diameter by 3 m (1 0') long stainless steel grounding rod and a 50-ohm resistance lightning arrestor.
Add the following section.
212-3.4 Irrigation Electrical Service Equipment and Enclosures. Electrical service equipment shall
incorporate the following elem'ents: 1. One 1 OO-amp, 120/240-volt, single-phase load center, as approved by the Engineer;
2. One 1 OO-amp rated commercial meter socket suitable, for the San Diego Gas and Electric Company
3. One 15-amp circuit breaker for each irrigation controller energized by the service;
4. One 20-amp circuit breaker for the duplex receptacle. 5. Thez;.design, assembly, grounding, wiring, and components of the irrigation electrical service
equipment and enclosure shall meet the requirements of the 1996 edition of the National Electrical
6. Electrical service equipment shall be enclosed in a cabinet constructed entirely of 14-gage, or
heavier, 304 stainless steel. The cabinet shall be of welded construction with a brushed finish;
anchoring points shall be inside the enclosure.
meter, with provision for test block bypass having a UL listing and EUSERC approval;
. " Code. .-
7. The cabinet shall be HYDROSAFE Model No. HS9, Strong Box, or approved equal.
'- 8. The cabinet shall have a 304 stainless steel interior bulkhead separating the 120/240-volt electrical
:I 9. No wood components shall be used in the enclosure.
service section from the irrigation controller section. ..
10. Each*.section of the cabinet shall have full front opening doors with piano hinges, integral keylock
and hasp and staple, or other provision, for padlock. '.
11. The cabinet shall be provided with cross-flow ventilation. Ventilation openings shall be located and
designed to preclude rain, irrigation splash, vermin, and insects from entering the cabinet.
12. The controller side door shall have provision for mounting control schematics without the use of
adhesives or fasteners. The service side door shall have a clear acrylic plastic window to allow the
electrical meter to be read.
13. The cabinet shall have a duplex 15-amp, 120-volt receptacle with ground fault interrupter protection
mounted on the interior service side.
14. Concrete footings and pads supporting the Electrical service equipment shall be 560-6-3250 and shall be no less than 150 mm (6") thick.
15. Anchor bolts to secure the service equipment to the concrete pad shall be 10 mm (3.8") diameter by
150 mm (6") long hot dip galvanized or stainless steel headed bolts with washers, without sleeves,
conforming to section 304-1.7. Anchor bolts to secure the service equipment to the concrete pad
shall be embedded in the concrete slab between 65 mm and 100 mm (2%" and 4").
Contract No. 31 90 Page 226 of 288 Pages
SECTION 213 - ENGINEERING FABRICS
21 3-2 GEOTEXTILES
213-2.1 General. Add the following: Geotextile types shall be used for the applications listed in Table
21 3-2.1 (A):
TABLE 213-2.1 (A)
GEOTEXTILE APPLICATIONS
(% Ton)
Plant Protection Covering
3 rn (1 0') Post Spacing
9ows Erosion Control Fence with 14 AWG - 150 mm x 150 rnrn (6"x6") Wire and
90N
200ws Erosion Control Fence with 1.8 m (6') Post Spacing and No Wire Fencing
Add the following section:
21 3-3 EROSION CONTROL SPECIALTIES
Add the following section:
213-3.1 Gravel Bags. Gravel bags for the use of temporary erosion control shall be burlap type, filled
with no less than 23kg (50 Ibs) of 19 mrn (3/411) crushed rock and securely tied closed. Plastic bags are
not acceptable.
?@ 05/10/00 Contract No. 3190 Page 227 of 288 Pages
SECTION 214 - PAVEMENT MARKERS
214-5 REFLECTIVE PAVEMENT MARKERS
.Add the following section:
214-5.1 Temporary Reflective Pavement Markers. Temporary pavement markers shown on the
plans and required in the specifications shall be one of the types shown in Table 214-5.1(A), or equal
thereto.
TABLE 21 4-5.1 (A)
TEMPORARY REFLECTIVE PAVEMENT MARKERS
Type Manufacturer of Distributor
Stimsonite Chip
DAPCO Davidson Plastics Company, 18726 East Valley Highway, TFPM
Telephone (61 9) 292-5772 Marker (Models 300 and 301)
San Diego, California, Sealflemporary Overlay
John C. Henberger Co., Traffic Safety and Control,
Kent, Washington 98032,
Telephone (206) 251 -81 40.
Add the following section:
21 4-5.2 Permanent Reflective Channelizer. Reflective Channelizer shall be new surface-mounted type
and shall be furnished, placed, and maintained at the locations shown on the plans. Reflective
channelirer posts shall be orange in color. Reflective channelizers shall have affixed white reflective sheeting as specified in the special provisions. The reflective sheeting shall be 75 mm x 300 mm in size.
The reflective sheeting shall be visible at 300 m at night under illumination of legal high beam headlights,
by persons with vision of or corrected to 20/20. Reflective channelizer shall be one of the types shown in
Table 214-5.2(A), or equal thereto.
TABLE 214-5.2(A)
REFLECTIVE CHANNELEER
Type Manufacturer of Distributor
Safe-Hit SH236MA Safe-Hit Corporation
Haward, CA 94545
1930 West Winton Avenue, Building #11
Teiephone (41 5) 783-6550
Carsonite "Super Duck" SDF-436 Carsonite International CorDoration I 2900 Lockheed Way
Carson City, NV 89701
Telephone-(702) 883-51 04
Repo "The Replaceable Post" Western Highway Products
P.O. Box 7-
Stanton, CA 90680
Telephone (800) 422-4420
The Contractor shall provide the Engineer with a Certificate of Compliance in accordance with the
provisions of Section ,263.3 "Submittals". Said certificate shall certify that the permanent reflective
channelizers comply with the plans and specifications and conform to the prequalified design and
material requirements approved by the engineer and were manufactured in accordance with the
approved quality control program.
@ 05110/00 Contract No. 31 90 Page 228 of 288 Pages
Add the following section:
SECTION 215 - FENCING
Add the following section:
21 5-1 ENVIRONMENTAL FENCING
Environmental fence shall be minimum 4' high, orange colored plastic construction fencing installed prior
to performing any work. Environmental fence shall be constructed of non-toxic, non-conductive
polyethylene capable of withstanding temperatures from -58F degrees to 194F degrees. Color shall be
non-fading. Posts shall be 6'4" long, shall be spaced no more than 10'-0" apart and buried portion shall
be no less than 2°F deep. Used materials may be installed providing the used materials are good,
sound, and are suitable for the purpose intended, as determined by the Engineer. Materials may be
commercial quality providing the dimensions and sizes of the materials are equal to, or greater than, the
dimensions and sizes specified herein. Posts shall be either metal or wood at the Contractor's option.
Galvanizing and painting of steel items will not be required. Treating wood with wood preservatives will not be required. Concrete footings for metal posts will not be required.
The Contractor shall, in accordance with Section 2-5.3.3, Submittals, of these special provision, submit
the proposed materials to be used for environmental fencing.
@ 05/10/00 Contract No. 3190 Page 229 of 288 Pages
SECTION 216 - APPURTENANCES FOR PRESSURE PIPE
Add the following:
IMPROVEMENTS ONLY
216-1 APPURTENANCES FOR PRESSURE PIPE RELATING TO RECYCLED WATER
, 21 6-1.1 General. This section pertains to all appurtenances required for the installation, operation and
maintenance of buried pressure pipe systems for work shown in Bid Schedule B and Bid Schedule C.
21 6-1.2 Valves for Recycled Water Mains. All valves for Carlsbad Municipal Water District recycled
water mains in Bid Schedule B shall conform in all respects to Part Ill Materials, Section C of the
Carlsbad Municipal Water District Reclamation Rules and Regulations for Construction of Reclaimed
Water Mains, latest edition.
All valves for Vallecitos Water District recycled water mains in Bid Schedule C shall conform in all
respects to Vallecitos Water District Standard Specification for Construction of Water and Sewer
Facilities and Approved Materials List, latest edition.
216-1.3 Combination Air Valves. Air release and vacuum relief valve assemblies shall be of the
combination type. The combination unit shall serve the function of allowing air to enter or exit the pipe to
alleviate excess air or vacuum conditions in the pipe. The tap for the valve shall be made in a level
section of pipe no closer than 18-inches to a bell, coupling, joint, or fitting. No tap shall be permitted in
any machined section of A.C.P. The Buna-N seat must be fastened to the valve cover, without distortion,
for drip-tight shutoff. The floats shall be heavy stainless steel; hermetically sealed; designed to withstand
1,000 psi. The top plug 'or float shall be center guided through hex bushings for positive shutoff. All
materials of construction shall be in writing to conform to ASTM Specifications as follows: Body & Cover Cast Iron ASTM A126 GR.B Float Stainless Steel ASTM A240 Needle & Seat Buna-N
Leverage Frame Delrin/Cast Iron ASTM D2133/ASTM A1 26 GR.B Plug Bronze ASTM B124
21 6-1.4 Gaskets, Nuts, and Bolts. Gaskets for flanged joints shall be full-face, cut from 1/16-inch-thick
rubber with cloth insert, boltholes pre-punched, conforming to the requirements of ANSI B16.21 and shall
be as manufactured by Crane Co. or approved equal.
Bolts and studs for above ground installations shall be cadmium plated and shall conform to ASTM A307,
Grade B, "Steel Machine Bolts and Nuts and Tap Holes," when a ring gasket is used and shall conform to
either ASTM A261, "Heat-Treated Carbon Steel Bolting Material" or ASTM Al93, "Alloy-Steel Bolting
Material for High Temperature Service," when a full-face gasket is used. Bolts and nuts shall be heavy
hexagon series. Nuts shall conform to ASTM A1 94, "Carbon and Alloy Steel Nuts for Bolts for High
Pressure and High Temperature Service" either in Grade 1 , 2 or 2H. The fit shall be ANSI B1.l , "Unified
Screw Threads," Class 2, except that Class 3 fit shall be used in holes tapped for studs. Threads may be
made by either cutting or cold forming. Between 1/4-inch and 3/8-inch shall project through the nut when
drawn tight. Washers shall be provided for each nut and shall be the same material as each nut. Bolts,
nuts and washers for underground installations shall be Type 31 6 stainless steel. All buried bolts shall be completely coated with'KOP-COAT Bitumastic No. 50, or appropriate equal, which must be applied in two
coats to a minimum thickness of 15-mils per coat.
All bolt threads shall be lubricated with graphite and oil. Flanged faces shall be wire brushed and
cleaned prior to joining each flange.
05/10/00 Contract No. 3190 * Page 230 of 288 Pages
SUPPLEMENTAL PROVISIONS
TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION
PART 3, CONSTRUCTION METHODS
SECTION 300 - EARTHWORK
300-1 CLEARING AND GRUBBING
300-1.1 General. Add the following to the second paragraph: Stockpile area shown on the grading
plans of drawing 368-2 shall be cleared and'grubbed over the area which stockpiled soil or unclassified
excavation materials are placed.
Add the following to the third paragraph: During surface clearing operations, the Contractor shall not
cover or bury any plant growth or other objectionable materials. If the Contractor cannot successfully
separate the plant growth from the surface soil and advertently or inadvertently mixes organic or other
objectionable materials with the soil, the soil so contaminated shall be removed from the site by the
Contractor. All costs, if any, associated with removing the soil mixed with organic or other objectionable
materials and importing soil to replace said contaminated soil shall be borne by the Contractor and no
additional payment therefore shall be made to the Contractor.
Add the following: Under a separate previous contract, clearing for the project has been completed, and
water pollution control measures have been installed and remain consisting of silt fence, drainage inlet
protection (rock), drainage outlet protection (rock), erosion control (Type BFM), gravel bags, stabilized construction entrance (gravel), and stabilized construction roadway (gravel). The Contractor shall be
responsible for any clearing work necessary to meet the requirements of Section 300-1 of the SSPWC
and these supplemental provisions.
300-1.3 Removal and Disposal of Materials. Add the following: Also included in clearing and
grubbing shall be removal and disposal of existing 'street poles and lights, metal guard rail, fences,
concrete curb and gutter, concrete sidewalk, existing gate, existing headwalls, rip-rap, traffic signs,
existing head walls, and other existing features which interfere with the work, excluding removal of
asphalt paving where shown on plans. Whether or not such items are shown on the plans they shall be
removed as a part of clearing and grubbing.
Unless otherwise noted on plans, the Contractor shall remove, as part of clearing and grubbing, all
existing abandoned pipelines and conduits of any type, or use, and pipelines and conduits of any type, or
use, that are abandoned during the course of the work, and that are within the road right-of-way only, and
shall replace said pipelines and conduits with properly compacted soils.
Clearing and grubbing shall also include removing all debris from the existing channel along La Costa
Avenue from approximately 11 6+OO 'LCA' to 1 19-r-00 'LCA'.
The Contractor shall be responsible for removing and disposing of existing water pollution control
measures consisting of silt fence, drainage inlet protection (rock), drainage outlet protection (rock),
erosion control (Type BFM), gravel bags, stabilized construction entrance (gravel), and stabilized
construction roadway (gravel) that will not be incorporated into the approved water pollution control plan
for this project.
300-1.4 Payment. Modify as follows: Payment for clearing and grubbing shall be made at the contract
lump sum price for clearing and grubbing within the project limits and at stockpile locations and no other
Contract No. 31 90 Page 231 of 288 Pages
payments will be made. Payment for removal and disposal of abandoned utilities and existing water
pollution control measures shall be included in the lump-sum bid for Clearing and Grubbing, and no
additional payment will be made.
Full compensation for all costs involved in removing and disposing of materials not associated with
clearing and grubbing, including all costs of hauling, shall be considered as included in the price paid for
the contract item of work involving the materials and no additional compensation will be allowed
therefore.
Add the following section.
300-1.5 Remove and Dispose of Asphalt Concrete Pavement. This work shall consist of removing
existing asphalt concrete pavement as shown on the plans and in accordance with these special
provisions. Only those areas shown on plans as remove asphalt concrete pavement will be paid for as
remove asphalt concrete pavement. Any other existing surfacing needed to be removed shall be
considered as included in item of work for which removal is required. The exact limits of asphalt concrete
surfacing to be removed will be as shown on plans. The material remaining in place, after removing
surfacing and base to the required depth, shall be graded to a plane, watered, and compacted. The
finished surface of the remaining material shall not extend above the grade established by the Engineer.
Native material shall be placed as shoulder backing, compacted and graded to drain where shown on the
plans.
Add the following section.
300-1.5.1 Saw Cut Surfacing. The limits of asphalt concrete to be removed shall be cut with a power-
driven saw to a depth of not less than 2 inches before removing the surfacing. Surfacing and base shall
be removed without damage to surfacing that is to remain in. place. Damage to pavement which is to
remain in place shall be repaired to a condition satisfactory to the Engineer, or the damaged pavement
shall be removed and replaced with new asphalt concrete if ordered by the Engineer. Repairing or
removing and replacing pavement damaged outside the limits of pavement to be removed shall- be at the
Contractor's expense and will not be measured nor paid for.
Add the following section.
300-1.5.2 Disposal. Removed materials may be disposed of outside the highway right of way in
accordance with the provisions in 300-1-.3, "Removal and Disposal of Materials", or incorporated into the
fill in accordance with the provisions in 300-4.3, "Other Fill Materials".
Add the following section.
300-1.5.3 Measurement and Payment. The quantity of asphalt concrete removed shall be paid for by
the cubic yard. The volume to be paid will calculated on the basis of the volume the removed asphalt
concrete pavement occupies in place before disturbance. Limits of removal will be approved by the
Engineer prior to the work being performed.
The contract price paid per cubic yard for Remove and Dispose of Asphalt Concrete Pavement shall
include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for
doing all the work involved in saw cutting and removing asphalt concrete pavement, as shown on the
plans, as specified in the Standard Specifications and these special provisions, and as directed by the
Engineer. Costs to place shoulder backing where shown on the plans shall be considered as included in
the contract price paid for Remove and Dispose of Asphalt Concrete Pavement, and no additional
payment shall be made.
300-2 UNCLASSIFIED EXCAVATION
300-2.1 General. Add the following: Unclassified excavation shall include removal and stockpile of
suitable material, all blasting, cut and fill, shoulder backing where shown on the plans, fill processing,
selective grading, salvaging clean excavated material and filling areas to the required grades and cross e 05/10/00 Contract No. 3190 Page 232 of 288 Pages
section. Unclassified excavation shall be utilized onsite to make all fills shown on the plans. Unclassified
excavation shall also include scarification and moisture adjustment and compaction of the top 300 mm
(1') of the subgrade in the roadway prism to 95 percent relative compaction, transporting of remaining
excess material to a disposal site or spoil area, pumping and disposal of storm and ground water
300-2.2.1 General. Add the following: Alluvial and colluvial soils removal and recompaction shall
consist of excavating, blending and recompacting loose soils in areas that are designated to receive fills,
as approved by the Engineer. The existing loose soils shall be removed by the Contractor until a firm
unyielding surface is exposed and determined to be acceptable by the Engineer. The excavated material
shall be placed and compacted in accordance with section 300-4 of the specifications except that section
300-4.9, Measurement and Payment, shall not apply. Excavation, blending and recompacting loose soils
will be paid for in accordance with the third paragraph of Section 300-2.2.1 of the SSPWC.
If the excavated material contains excess moisture, the Contractor shall blend the wet soil with soils
having a lower moisture content and/or spread the excavated material in a manner that enables the
material to dry to optimum moisture content. The cost of spreading and/or drying shall 'be paid for as
"Extra Work," in accordance with Section 3-3 of the SSPWC, provided the excess moisture content is not
the result of any action on the part of the Contractor, or inaction in protecting the work during the course
of the Contract.
300-2.2.1 General. Add the following to the first paragraph: Such direction may include, but is not limited to, directing the Contractor to blend, adjust moisture content of, rework, or place unsuitable soils
atspecific .".. locations or elevations on the site.
A,dd the following section:
300-2.2.3 Compressible Soil. Compressible soils such as existing uncontrolled or unacceptable fill,
alluvium, and colluvium does exist within portions of the Project site. Where required by the Engineer,
the Contractor shall remove such compressible soils from areas to receive fill or from areas upon which
surface improvements are to be placed. Removal and disposal of compressible soils will be paid in
accordance with Section 300-2.2 of the SSPWC.
Areas in which compressible soils are excavated shall be replaced with suitable backfill material and
recompacted in accordance with Section 300-4, "Unclassified Fill," of the SSPWC. Placement and
cGmpaction of suitable backfill will be paid in accordance with the third paragraph of Section 300-2.2.1 of
the SSPWC.
300-2.2.4 Instability of Cuts. Add the following: The Contractor shall remove additional material as
directed by the Engineer to improve the stability of excavated cuts. The removal of such excavated
material shall be paid for at the Contract Unit Price for unclassified excavation unless it is considered
otherwise unsuitable by the Engineer, in which case it will be paid for in accordance with Subsection 300-
2.2.1.
300-2.5 Slopes. Add the following: The hinge points (the top and bottom) of slopes shall be located
within 75 mm (0.25') of the locations shown on the plans, except where excavation is in rock no point
shall vary more than 1' from the designated slope. In no case shall any portion of the slope encroach on
the roadbed.
300-2.5 Slopes. Add the following: after the first sentence of the first paragraph: A slope shall be
defined as any area steeper than three horizontal to one vertical.
300-2.6 Surplus Material. Surplus excavated material shall be used to construct the stockpile as shown on the Plans. Further
surplus material shall be used to widen the embankment left of approximate 'RSF' Station 206+00, from
the bench elevation of 410' to finished grade. Any remaining surplus excavated material may be used to
widen embankments uniformly or to flatten slopes or it may be disposed of along the roadway or in other
05/10/00 Contract No. 31 90 Page 233 of 288 Pages
locations as approved by the Engineer. The Contractor shall be satisfied that there is sufficient material
available for the completion of the embankments before disposing of any material inside or outside the
right of way. Any shortage of material, caused by premature disposal of any material by the Contractor,
shall be replaced by the Contractor and no compensation will be allowed the Contractor for such
replacement.
300-2.8 Measurement. Delete the second paragraph relating to materials removed from stockpiles and
add the following: Unclassified Excavation shall be measured based on the volume it occupies in its
original position before excavating. The measurement shall be from the original ground contours after clearing and grubbing to the design elevations shown on the plans or actual ground contours existing in
borrow sites after excavation or those for removal and recompaction of alluvial and colluvial materials or those for materials excavated to improve the stability of cuts, whichever is lower in elevation. No
excavated material which is re-excavated will be measured for payment. Materials excavated or otherwise removed as all or part of any other bid item shall not be measured as Unclassified Excavation.
Rock over-excavation per details shown on plans shall be measured and paid for as Unclassified Excavation.
300-2.9 Payment. Delete this section and add the following: Payment for Unclassified Excavation will be made at the contract unit price paid for unclassified excavation. Only the quantity of unclassified
excavation measured shall be paid for. No excavated material which is re-excavated will be paid for. For progress payments, the quantity of unclassified excavation shall be estimated by the Engineer . The Engineer's calculations shall be considered the definitive determinant for quantities for final payment. All topographic surveying and calculations necessary to quantify payment quantities for Unclassified Excavation shall be performed by the Engineer.
Payment for work described in section 300-2.1 1, "Blasting Operations," and all rock excavation shall be
considered as included in the contract unit price paid for unclassified excavation and shall include full compensation for furnishing all labor, materials,. tools, equipment and incidentals, and for doing all work described in this section and no additional compensation shall be allowed therefore.
' Payment for Unclassified Excavation shall include costs of surveying, staking, blasting, blasting permit requirements, excavation, transport, placement, compaction, processing, slope rounding, selective grading, stockpiling, placing shoulder backing where shown on the plans, access road, temporary detour roads, earthen swales and drainage channels as.shown on the drawings or required by the contract documents.
Excavation required for waterline, recycled waterline, sewer and storm drain facilities, 'including
excavation in rock, shall be considered as included in the price bid for the item to which excavation is
incidental or appurtenant.
Add the following section: 300-2.10 Grading Tolerance. Excavated areas other than slopes and subgrade below structures, within the roadway and sidewalk areas shall be finished-within 30 mm (0.1') of the grades shown on the plans. Excavated areas designated as rock overexcavation shall be finished within 150mm (0.5 feet) of grades per details shown on the plans.
Add the following:
300-2.1 1 Blasting Operations.
Add the following:
300-2.11.1 Blasting Plan. The Contractor shall abide by all requirements of the City blasting permit and shall submit a plan to the Engineer detailing how blasting will be implemented and No blasting operation, including drilling, shall start until the Engineer has reviewed and approved this blasting control plan in accordance with the provisions in Section 2-5.3, "Shop Drawings and Submittals," of the SSPWC. Approval of the Contractor's blasting control plan or blasting procedures shall not relieve the Contractor of any of his responsibility under the contract for assuring the complete safety of his operations or for the successful completion of the work in conformity with the requirements of the plans and specifications.
a 05/10/00 Contract No. 31 90 Page 234 of 288 Pages
The blasting control shall provide for limiting the maximum peak particle velocity as follows:
The maximum particle velocity at the nearest point to pipelines shall be 6.0 inches per second
at a minimum frequency of 10 hertz. In the event neither of these limitations is met, the
Contractor shall, at his expense, perform excavations, repair pipeline as necessary, and
backfill the excavations. This work shall be done at the Contractor's expense whether or not
damage has been incurred.
0 The maximum particle velocity at any other structure within the blast area, including Mahr
Reservoir dam, shall be 0.5 inches per second at frequency of 10 hertz or less and shall
progress linearly to a maximum of 2.0 inches per second at a frequency of 40 hertz 'or greater
in accordance with the recommendations of the United States Bureau of Mines Publication RI
8507, Figure 11.14.
Air blast overpressure shall not exceed 0.03psi at any structure within the blast area.
Impact or impulsive noise from blasting operations shall not exceed 140 dB measure at the nearest
structure.
The plan shall indicate the type and method of instrumentation proposed to determine the ground motion
particle velocity and air noise. The plan shall indicate type and placement of appropriate construction
area signs for public traffic if blasting area is visible to public traffic or if blasting safety may be
jeopardized by publicly operated electronic devices.
Add the following:
300-2.11.2 Blasting Records. The Contractor shall keep accurate records of each blast.
Blasting records shall be available to the Engineer at all times and shall contain the following as a
minimum:
1)- Blast identification by numerical and chronological sequence.
2)' Location (referenced by stationing), date and time of blast.
3) Type of material blasted.
4) . Number of holes, burden and spacing.
5) Diameter and depth of holes.
6):. Height or length of stemming.
7):- Types of explosives used.
8) Type of caps used and delay periods used.
9) Total amount of explosives used.
10) Maximum amount of explosives per delay period of 9 milliseconds or greater.
11) Powder factor (pounds of explosive per cubic yard of material blasted).
12) Method of firing and type of circuit.
13) Weather conditions (including wind direction).
14) Direction and distance to nearest structure of concern.
15) Type and method of instrumentation.
16) Location and.placement of instruments.
17) Instrumentation records and calculations for determination of ground motion particle velocity or for
18) Measures taken to limit air noise, air pressure and fly rock.
19) Any unusual circumstances or occurrences during blast.
20) Name of Contractor.
21) Name and signature of responsible blaster.
charge size based on scaled distance.
Add the following:
300-2.11.3 Public Safety. Blasting guards in sufficient numbers to assure that people, property and
improvements will not be endangered, shall be stationed around the blasting area during blasting
operations.
Blasting operations may be suspended by the Engineer, at no cost to the Agency for any of the following:
1) Safety precautions taken are inadequate.
05/10/00 Contract No. 31 90 Page 235 of 288 Pages
2) Ground motion particle velocity or air noise exceed the limits specified.
3) Blasting control plans have not been approved.
, 4) Required records are not being kept.
Suspension of blasting operations shall in no way relieve the Contractor of this responsibilities under the terms of this contract. Blasting operations shall not resume until modifications have been made to correct the conditions that resulted in the suspension.
Blasting complaints shall be accurately recorded by the Contractor as to complainant, address, date,
time, nature of the complaint, name of person receiving the complaint, the complaint investigation
conducted, and the disposition of the complaint. Complaint records shall be available to the Engineer at
all times.
No blasting shall be done between the hours of 4:OO p.m. and 9:00 a.m., nor on weekends and holidays.
Add the following:
300-2.11.4 Blast Monitoring. All blasting within 500’ of Mahr Reservoir and within 300’ of in-service
pipelines, incl-uding secondary blasting, associated with the project shall be monitored with portable
seismograph and airblast instrumentation. Instrumentation shall provide an immediate digital display of
vibratory ground motion particle velocity results in three mutually perpendicular directions and a permanent printed or photographic record of the vibratory waveform. Airblast results shall also be
immediately displayed in digital form and the waveform printed. Blast monitoring shall be performed by a
qualified independent firm or individual not associated with, or employed by, prime contractor or
subcontractors. Costs associated with independent blast .monitoring shall be considered as included in
contract unit price paid for roadway excavation and no additional compensation will be allowed.
Add the following:
300-2.11.5 Blasting Permit. No blasting operations shall occur without a valid blasting permit.
Blasting permits will be issued only to qualified blasters. A blaster will be considered qualified upon
presentation to the Engineer of a valid blaster’s license issued by the California Division of Industrial
Safety and a valid explosive permit issued by the Sheriff of San Diego County. Application for a blasting
permit shall be made at the City’s Engineering Department.
The Engineer may revoke a blasting permit issued, at no cost to the Agency, if the Contractor has, in the
opinion of the Engineer:
1. Conducted or been responsible for careless or reckless blasting operations.
2. Failed to observe any standard safety orders or other applicable rules and regulations.
3. Failed to adhere to any provision of the blasting policy or permit.
There is no fee for this permit.
Add the following:
300-2.11.6 Regulations. In addition to these Special Provisions, all applicable provisions of’ Title 8
Article 8 of the California Industrial Safety Construction Orders, the National Fire Protection Association Code for the Manufacture, Transportation, Storage and Use of Explosive Materials, and all requirements
of any governing agency having jurisdiction shall apply.
Add the following:
300-2.11.7 Notification. Before any blasting operations can proceed the following notifications shall be given:
1. The Contractor shall give a one time written notice to all residences or businesses located
within 600 feet of any potential blast location. Such notice will be given immediately upon
approval of the blasting plan. The notice will state when the blasting operations will begin,
how long they will continue, and the approximate frequency. The notice will also give the name and phone number of a responsible and responsive employee of the blaster who can
answer any questions that the public may have. The written notice shall also state that all
complaints of blasting caused damages shall be made in writing to the blaster and that said
blaster will respond within 10 days of receipt of same.
05/10/00 Contract No. 31 90 Page 236 of 288 Pages
2. In addition to the notice described in (l), a notice by the blaster shall be given to all
residences or businesses within 300 feet of the blast area prior to blasting. Notice shall state
when blasting operations shall begin, how long they will continue and the approximate
frequency. 3. The blaster shall notify the City's police and fire department of any scheduled blast at
least 1 hour prior to blasting.
Add the following: 300-2.11.8 Preblast Survey. The Contractor shall make and document a pre-blast survey of properties
and improvements located within' 300 feet of excavation areas where blasting is required. Pre-blast
surveys shall be made no more than 45 days in advance of the planned commencement or resumption of
blasting operations. The pre-blast surveys shall, as a minimum, contain the following:
1) The names of the property owner and occupants, the address of the property, the date and time of
2) The name of the person making the inspection.
3) A complete description of the structure(s) or other improvement@). 4) A detailed interior inspection with each interior room (including attic and basement spaces)
5) A detailed exterior inspection fully describing the existing conditions of all foundations, walls, roofs,
6) A detailed listing, inspection and documentation of existing conditions of garages, outbuildings,
..:: . sidewalks and driveways. '7) A survey of any wells or other private water supplies including total depth and existing water surface
the inspection.
designated and described.
doors and windows, and porches.
levels.
The documentation may consist of either a written report, or a video tape with voice narration. The video tape, if used, must included the date and time displayed on the image. Copies of the pre-blast inspection reports or video tape documentation shall be given to the Engineer at the time that the blasting plan is submitted. The Contractor shall conduct post-blast inspections upon receipt of a written complaint of . property damage due to the blasting operations from any owner and / or resident. This inspection shall be completed within 10 days of receipt of the written complaint. The Contractor shall compile a written -report of this inspection which shall include one of the following statements based on his professional. opinion:
1. The 'damage was not caused by the blasting operation.
2. The damage was caused by the blasting operation.
A copy of this report shall be sent to the complainant and the Engineer within 10 working days of the inspection date. The Contractor, at his expense, shall commence and diligently prosecute any remedial work required due to blasting damage within 30 days of the post-blast inspection. If the complainant disputes the report, the Contractor shall immediately provide the complainant, in writing, with the Contractor's liability insurance carrier so that a claim may be tendered.
Add the following: 300-2.11.8.1 Measurement and Payment. Payment for work described in this section, "Preblast Survey," including post-blast inspection, will be made at the lump sum price bid for preblast survey and shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work described in this section and as directed by the Engineer and no additional compensation shall be allowed therefore.
300-3 STRUCTURE EXCAVATION AND BACKFILL
300-3.1 General. Add the following: The Contractor shall excavate to the lines and levels required and/or shown on the Drawings. The Contractor shall provide all shoring, bracing, cribbing, pumping, and planking required. The Contractor shall excavate and maintain the bottom of all trenches in a condition that is level, firm, clean and free from all debris or foreign matter. Excavations shall be kept free from water at all times. The Contractor shall remove any unsuitable material encountered below grade as directed by the Engineer
300-3.6 Payment. Add the following: No payment will be made for any dewatering required for structure
@ 05/10/00 Contract No. 31 90 Page 237 of 288 Pages
excavation. Dewatering costs shall be considered as included in the price bid for the construction or
installation of the item to which such structure excavation is incidental or appurtenant.
300-4 UNCLASSIFIED FILL
300-4.1 General. Add the following: Unclassified Fill shall be designated per detail shown on plans as
either select fill, upper fill or lower fill.
On-site material processing is permissible. Obtaining all permits and adhering to State and Local
regulations will be the responsibility of the Contractor. Hours of operation shall be per Section 6-7.2 of
these special provisions.
300-4.4 Benching. Add the following: Slope bench shall conform to the detail shown on the plans,
300-4.5Placing Materials for Fills. Add the following:
300-4.5.1 Select Fill. Material placed in areas designated as select fill per details shown on plans shall
meet the following grading requirements:
U.S. Standard Sieve Size Percent Passinq
(by weight)
3
c50 No. 200
>40 No. 4
100
The Contractor shall perform grading such that the upper 900mm (T), from subgrade, of fill placed under
the roadway pavement area is composed of properly compacted low expansive soils. The more highly
expansive soils shall be placed in the deeper fill areas and properly compacted or exported from the site.
Low expansive soils are defined as those soils that have an Expansion Index of 50 or less when tested in
accordance with 1994 UBC Standard 18-2 as published by the International Conference of Building
Officials. Should insufficient soils meeting the requirement of an expansion index of 50 or less be
present within the limits of work, soils of the least expansion index that are available within the limits of
work shall be incorporated in the upper 900 mm (3), from subgrade, of fill placed under the roadway.
300-4.5.2 Upper Fill. Material placed in areas designated as upper fill per details shown on plans shall
contain no particles with dimensions greater than 12”. The Contractor shall break rock encountered in the
excavation intended to be placed into areas designated as upper fill into particles of less than 12”.
Particles with dimensions greater than 6” shall be uniformly distributed over the area to be filled so that
construction equipment can be operated in such a manner that the larger pieces will be’ broken into
smaller particles and become incorporated with the other material in the layer.
300-4.5.3 Lower Fill. Material placed in areas designated as lower fill per details shown on plans shall contain no particles with dimensions greater than 36”. The Contractor shall break rock encountered in the
excavation intended to be placed into areas designated as upper fill into particles of less than 36”. Rocks
having any dimensions greater than 36“ shall not be incorporated into the fill. Particles with dimensions
greater than 18 shall be uniformly distributed with sufficient room between them so that intervening voids
can be adequately filled with fine material to form a dense compact mass.
300-4.5.4 Stockpile Material. Material placed in stockpile areas as shown on plans shall be meet the
requirements of select fill.
300-4.6 Application of Water. Add the following: The Contractor shall place all fill soil at a moisture
content no less than one (1) percent below optimum moisture as determined by ASTM test D-1557-91. a 05/10/00 Contract No. 31 90 Page 238 of 288 Pages
In areas of rock fill, the Contractor will be responsible for furnishing and applying sufficient amounts of
water in order to achieve maximum densification of each lift.
300-4.7 Compaction, Add the following: The Contractor shall compact all fill soils placed within the top
1 m (3') of roadway subgrade to. a minimum of 95 percent relative compaction. On all areas to receive
planting, the top 150 mm (6) shall be compacted to 85% to allow for plant growth.
Acceptability of placement and compaction of upper and lower fills will be determined by visual inspection
by the Engineer when the presence of rocks makes use of other methods impracticable. The Contractor
shall excavate test pits to the sizes and locations determined by the Engineer, in order to allow for visual
verification that the lifts of material are adequately compacted and free of unacceptable voids. The
Engineer shall be the sole judge as to the acceptability of the placement and compaction of such fills.
Payment for labor, equipment, and materials necessary to excavate and backfill test pits shall be
considered as included in the unit price bid for unclassified excavation and no additional compensation
shall be allowed therefore.
In addition to relative compaction requirements specified elsewhere, acceptability of placement and
compaction of select fills will also be determined by visual inspection by the Engineer. As a result, the
provisions of the preceding paragraph shall apply to select fills.
300-4.8 Slopes. Add.the following: Feathering of fill over the tops of slopes will not be permitted. The
Contractor shall compact the faces of fill slopes with equipment approved by the Engineer at vertical
intervals no greater than 600 mm (2') or shall be over-built and cut back to finish grade. In addition, if not
over built and cut back, the face of the slope shall be track walked upon completion.
300-4.9 Measurement and Payment. Delete and substitute the following: Grading, shaping,
compacting or consolidating, slope rounding, construction of transitions and planned stockpile,
excavating and backfilling test pits, processing, and all work included in unclassified fill, consisting of
select fill, upper fill and lower fill, will be paid as a part of unclassified excavation, and no additional
payment will be made therefore.
Add the following section:
300-12 RIP RAP ENERGY DlSSlPATOR
300-12.1 General. Rip Rap Energy Dissipator and rip rap fill slope shall consist of rip rap stone, crushed
rock, sand, geotextile fabric, and reinforced portland cement concrete sill, as shown on the plans.
Portland cement concrete shall be of class 560-C-3250.
300-12.2 Preparation of Subgrade. Prior to placing rock slope protection fabric the Contractor shall
clear the surfaces upon or against which rock slope protection fabric is to be placed of loose or
extraneous material and sharp objects that may damage the fabric during installation. Equipment or
vehicles shall not be operated or driven directly on the rock slope protection fabric. Rock slope protection
fabric damaged during placement shall be replaced or repaired by the Contractor at its expense as
directed by the Engineer.
300-12.3 Placement of Stone. A footing trench shall be excavated along the toe of the slope. The
larger stones shall be placed in the footing trench. Stones shall be placed with their longitudinal axis
normal to the embankment face, and arranged so that each stone above the foundation course has a 3-
point bearing on the underlying stones. The foundation course is the course placed on the slope in
contact with the ground surface. Bearing on smaller stones which may be used for chinking voids will not
be acceptable. Placing of stones by dumping will not be permitted. Local surface irregularities of the
slope protection shall not vary from the planned slope by more than 0.3m (1 foot) measured at right
angles to the slope.
@ 05/10100 Contract No. 31 90 Page 239 of 208 Pages
300-12.4 Placement of Geotextile Fabric. The Contractor shall place the geotextile fabric prior to
placing rip rap. The Contractor shall grade surfaces to be covered by rip rap so as to provide full support
for the fabric. The geotextile fabric shall conform to the provisions in Section 213-2, "Geotextiles," and
shall be placed by the Contractor in accordance with the details shown on the plans and as specified
herein. The Contractor shall handle the fabric with care that it is not torn or stretched and place it in
accordance with the manufacturer's recommendations, these specifications and as directed by the
Engineer. The Contractor shall place and fit the fabric loosely upon or against the surface to receive the
fabric so that the fabric conforms to the surface without damage when the cover material is placed.. The
geotextile fabric shall be joined, at the option of the Contractor, either with overlapped joints or stitched
seams. When fabric is joined with overlapped joints, all adjacent borders of the fabric shall be overlapped
not less than 610 mm (24"). The fabric shall be placed such that the fabric being placed shall overlap the
adjacent section of fabric in the direction the cover material is being placed. When the fabric is joined by
stitched seams, the fabric shall be stitched with yam of a contrasting color. The size and composition of
the yarn shall be as recommended by the fabric manufacturer. The number of stitches per 25 mm (1") of
seam shall be 6 * 1. The strength of stitched seams shall be the same as specified for the fabric, except
when stitched seams are oriented up and down a slope the strength shall be a minimum of 80 percent of
that specified for the fabric. Fabric damaged beyond repair, as determined by the Engineer, shall be
replaced by the Contractor and no additional payment will be made therefore. Repairing damaged fabric
shall consist of placing new fabric over the damaged area. The minimum fabric overlap from the edge of
the damaged area shall be 1 m (3') for overlap joints. If the new fabric joints at the damaged areas are
joined by stitching, the stitched joints shall conform to the requirements specified herein. Damaged fabric
that is suitable for repair, as determined by the Engineer, shall be repaired by the Contractor and no
additional payment will be made therefore.
300-12.5 Measurement and Payment. Rip Rap Energy Dissipator shall be measured and paid for by
the cubic yard of space occupied by installed rip rap stone. Rip rap fill slope shall be measured by the
cubic yard of space occupied by installed rip rap stone, and shall be paid as Rip Rap Energy Dissipator.
The unit price paid for Rip Rap Energy Dissipator shall include full compensation for furnishing all labor,
materials (including rip rap stone, crushed rock, sand, geotextile fabric, reinforcement, and portland
cement concrete), tools, equipment and incidentals, and for doing all the work, including all earthwork
and construction of cut-off walls and sills, involved in installing, complete in place, Rip Rap Energy
Dissipators, and rip rap fill slope, as shown on the plans, and as specified in these special provisions.
Add the following section:
300-13 WATER POLLUTION CONTROL
Add the following section:
300-13.1 General. Water pollution control measures have been installed and remain within the limits of
this project from a separate previous clearing contract. The presence of such water pollution control
measures shall in no way relieve the Contractor from satisfying the requirements for Water Pollution Control outlined in these supplemental provisions. Should the Contractor incorporate existing water
pollution control measures into the water pollution control plan, it shall be the Contractor's responsibility to repair or replace any existing control measures that are damaged or not to specification.
The Contractor shall exercise every reasonable precaution to protect streams, lakes, reservoirs, bays,
and coastal waters from pollution with fuels, oils, bitumens, calcium chloride and other harmful materials
and shall conduct and schedule operations so as to avoid or minimize muddying and silting of streams,
lakes, reservoirs, bays and coastal waters. Care shall be exercised to preserve roadside vegetation beyond the limits of construction.
Water pollution control work is intended to provide prevention, control, and abatement of water pollution
to streams, waterways, and other bodies of water, and shall consist of constructing those facilities which may be shown on the plans, specified herein or in the special provisions, or directed by the Engineer.
In order to provide effective and continuous control of water pollution it may be necessary for the a 05/10/00 Contract No. 3190 Page 240 of 288 Pages
1.
2.
3.
4.
5.
6.
7.
Contractor to perform the contract work in small or multiple units, on an out of phase schedule, and with
modified construction procedures. The Contractor shall provide temporary water pollution control
measures, including but not limited to, dikes, basins, ditches, and applying straw and seed, which
become necessary as a result of the Contractor's operations. The Contractor shall coordinate water
pollution control work with all other work done on the contract.
Unless otherwise approved by the Engineer in writing, the Contractor shall not expose a total area of
erosible earth material, which may cause water pollution, exceeding 750,000 ft (17.217 acres) for each
separate location, operation, or spread of equipment before either temporary or permanent erosion
control measures are accomplished.
Where erosion which will cause water pollution is probable due to the nature of the material or the
season of the year, the Contractor's operations shall be so scheduled that permanent erosion control fea-
tures will be installed concurrently with or immediately following grading operations.
Nothing in the terms of the contract nor in the provisions shall relieve the Contractor of the responsibility
for compliance with Sections 5650 and 12015 of the Fish and Game Code, or other applicable statutes
relating to prevention or abatement of water pollution.
Compliance with the requirements of this section shall in no way relieve the Contractor from the
responsibility to comply with the other provisions of the contract, in particular the responsibility for
damage __ and for preservation of property.
When borrow material is obtained from other than commercially operated sources, erosion of the borrow
siie during and after completion of the work shall not result in water pollution. The material source shall
be finished, where practicable, so that water will not collect or stand therein.
The requirements of this section shall apply to all work performed under the contract 'and to all non-
commercially operated borrow or disposal sites used for the project.
The Contractor shall also conform to the following provisions:
2
..
..
Where working areas encroach on live streams, barriers adequate to prevent the flow of muddy water
into streams shall be constructed and maintained. between working areas and streams, and during
construction of the barriers, muddying of streams shall be held to a minimum.
Removal of material from beneath a flowing stream shall not be commenced until adequate means,
such as a bypass channel, are provided to carry the stream free from mud or silt around the removal
operations.
Should the Contractor's operations require transportation of materials across live streams, the
operations shall be conducted without muddying the stream. Mechanized equipment shall not be
operated in the stream channels of the live streams except as may be necessary to construct
crossings or barriers and fills at channel changes.
Water containing mud or silt from aggregate washing or other operations shall be treated by filtration,
or retention in a settling pond, or ponds, adequate to prevent muddy water from entering live streams.
Oily or greasy substances originating from the Contractor's operations shall not be allowed to enter or
be placed where they will later enter a live stream.
Portland cement or fresh portland cement concrete shall not be allowed to enter flowing water of
streams.
When operations are completed, the flow of streams shall be returned as nearly as possible to a
..
Contract No. 31 90 Page 241 of 288 Pages
a.
9.
meandering thread without creating possible future bank erosion, and settling pond sites shall be
graded so they will drain and will blend in with the surrounding terrain.
Material derived from roadway work shall not be deposited in a live stream channel where it could be
washed away by high stream flows.
Where there is possible migration of anadromous fish in streams affected by construction on the
project , the Contractor shall conduct work operations so as to allow free. passage of the migratory fish.
Add the following section:
300-13.2 Applicable Permits. This project shall conform to the requirements of Permit No. OOC-045
issued by the California Regional Water Quality Control Board. This permit, hereafter referred to as the
"Permit," regulates storm water discharges associated with construction activities.
Add the following section:
300-13.3 Liability. The Contractor shall be responsible for the costs and for any liability imposed by law
as a result of the Contractor's failure to comply with the requirements set forth in this section "Water
Pollution Control", including but not limited to, compliance with the applicable provisions of the Handbook,
Permit and Federal, State and local regulations. For the purposes of this paragraph, costs and liabilities
include, but are not limited to, fines, penalties and damages whether assessed against the State or the
Contractor, including those levied under the Federal Clean Water Act and the State Porter Cologne
Water Quality Act.
Unless arrangements for disturbance of areas outside the project limits are made by the City and made
part of the contract, it is expressly agreed that the City assumes no responsibility to the Contractor or
property owner whatsoever with respect to any arrangements made between the Contractor and property
owner to allow disturbance of areas outside the project limits.
Add the following section:
300-13.4 Retention of Money. In addition to any remedy authorized by law, the City may retain money
due the Contractor under the contract in an amount considered necessary by the City may be retained by
the City until disposition has been made of the costs and liabilities.
The retention of money due the Contractor shall be subject to the following:
1. The City will give the Contractor 30 days notice of its intention to retain funds from any partial
payment which may become due to the Contractor prior to acceptance of the contract. Retention of
funds from any payment made after acceptance of the contract may be made without prior notice to
the Contractor.
2. No retention of additional amounts out of partial payments will be made if the amount to be retained
does not exceed the amount being withheld from partial payments pursuant to Section 9-3.2, "Partial
and Final Payments," of the Standard Specifications.
Add the following section:
300-13.5 Access. The Contractor shall, at reasonable times, allow authorized agents of the California Regional Water Quality Control Board, State Water Resources Control Board, U. S. Environmental
Protection Agency and local storm water management agency, upon the presentation of credentials and
other documents as may be required by law, to:
1. Enter upon the construction site and the Contractor's facilities pertinent to the work;
2. Have access to and copy any records that must be kept as specified in the Permit;
3. Inspect the construction site and related soil stabilization practices and sediment control measures;
4. Sample or monitor for the purpose of ensuring compliance with the Permit.
and
a 05/10/00 Contract No. 3190 Page 242 of 288 Pages
The Contractor shall notify the Engineer immediately upon request from regulatory agencies to enter,
inspect, sample, monitor or otherwise access the project site or the Contractor's records.
Add the following section:
300-13.6 Storm Water Pollution Prevention Plan. As part of the water pollution control work, a Storm
Water Pollution Prevention Plan, hereafter referred to as the "SWPPP," is required for this contract. The
SWPPP shall conform to the requirements of the Standard Specifications, the requirements in the
California Storm Water Best Management Handbook, the requirements of the Permit, the requirements in
the plans and these special provisions.
No work having potential to cause water pollution, as determined by the Engineer, shall be performed
until the SWPPP has been accepted by the Engineer.
Within 20 calendar days after award of the contract, the Contractor shall submit 6 copies of the SWPPP
to the Engineer, pursuant to Section 2-5.3.3. The City may withhold issuance of the Notice to Proceed
pending acceptance of the Contractor's SWPPP. In order to allow construction activities to proceed, the
Engineer may conditionally approve the SWPPP while minor revisions are being completed.
The objectives of the SWPPP shall be to identify pollution sources that may adversely affect the quality of
storm water discharges associated with the project and to identify, construct, implement and maintain
water pollution control measures, hereafter referred to as control measures, to reduce to the extent
feasible pollutants in storm water discharges from the construction site both during and after construction
is completed under this contract. . ,.,./ *.. .
The SWPPP shall incorporate control measures in the following categories:
1; Soil stabilization practices;
2. Sediment control practices;
3. Sediment tracking control practices;
4. Wind erosion control practices; and
5. Non-storm water management and waste management and disposal control practices.
Specific objectives and minimum requirements for each category of control measures are contained in
the Handbook. ...
The Contractor shall consider the objectives and minimum requirements presented in the Handbook for
each of the above categories. When minimum requirements are listed for any category, the Contractor
shall incorporate into the SWPPP and implement on the project, one or more of the listed minimum
controls required in order to meet the pollution control objectives for the category. In addition, the
Contractor shall consider other control measures presented in the Handbook and shall incorporate into
the SWPPP and implement on the project the control measures necessary to meet the objectives of the
SWPPP. The Contractor shall document the selection process in accordance with the procedure
specified in the Handbook.
The following contract items of work, as shown on the project plans, shall be incorporated into the
SWPPP as permanent post-construction control measures: rip rap energy dissipaters, median
landscaping complete in place, slope landscaping complete in place and hydroseeded slopes. These control measures shall be utilized as construction period control measures. The following control
measures which are not separate contract items of work shall be incorporated into the SWPPP as
permanent post-construction control measures as shown on the project plans: sandbag barrier,
environmental fence, silt fence, gravel bags, and gravel bag weir. Attention is directed to "Order of Work"
of these special provisions. The Contractor shall consider other control measures to supplement these
permanent, post-construction control measures when necessary to meet the pollution control objectives
of the SWPPP. The Contractor shall maintain and protect the permanent control measures throughout the duration of the project and shall restore these controls to the lines and grades shown on the plans
prior to acceptance of the project.
05/10/00 Contract No. 3190 Page 243 of 288 Pages
The swppp shall include, but not be limited to, the following items as described in the Handbook and
Permit:
1. Source Identification:
2. Erosion and Sediment Controls;
3. Non-Storm Water Management;
4. Waste Management and Disposal:
5. Maintenance, Inspection and Repair:
6. Training;
7. List of Contractors and Subcontractors;
8. Post-Construction Storm Water Management;
9. Preparer;
10. A copy of the Notice of New Construction submitted by the City for this project;
11. Copy of the local permit;
12. BMP Consideration Checklist;
13. SWPPP Checklist;
14. Schedule of Values; and
15. Water Pollution Control Drawings.
The Contractor shall amend the SWPPP, graphically and in narrative form, whenever the City determines a change in construction activities or operations that may affect the discharge of significant quantities of pollutants to surface waters, ground waters, municipal storm drain systems, or when deemed necessary by the Engineer. The SWPPP shall also be amended if it is in violation of any condition of the Permit, or
has not effectively achieved the objective of reducing pollutants in storm water discharges. Amendments
shall show additional control measures or revised operations, including those in areas not shown in the
initially accepted SWPPP, which are required on the project to control water pollution effectively.
Amendments to the SWPPP shall be submitted for review and acceptance by the Engineer in the same
manner specified for the initially accepted SWPPP. Accepted amendments shall be dated and logged in
the SWPPP. Upon acceptance of the amendment, the Contractor shall implement the additional control
measures or revised operations.
The Contractor shall keep a copy of the accepted SWPPP and accepted amendments at the project site. The SWPPP shall be made available upon request of a representative of the Regional Water Quality
Control Board, State Water Resources Control Board, U.S. Environmental Protection Agency or local
storm water management agency. Requests by the public shall be directed to the Engineer.
By June 15 of each year, the Contractor shall submit an annual certification to the Engineer stating
compliance with the requirements governing the Permit. If the project is in non-compliance at any time,
the Contractor shall make a written report to the Engineer within 15 days of identification of non-
compliance.
Add the following section:
300-13.7 Water Pollution Control Schedule of Values. The Contractor shall submit with the SWPPP,
for acceptance by the Engineer, a schedule of values detailing the cost breakdown of the contract lump
sum item for Water Pollution Control. The schedule of values shall reflect the items of work, quantities
and costs for control measures shown in the SWPPP and shown on the plans, except for critical
temporary controls and permanent control measures which are shown on the project plans and for which
there is a contract item of work. Adjustments in the items of work and quantities listed in the schedule of
values shall be made when required to address accepted amendments to the SWPPP.
The sum of the amounts for the units of work listed in the schedule of values shall be equal to the
contract lump sum price for Water Pollution Control.
If accepted in writing by the Engineer, the schedule of values will be used to determine progress
payments for water pollution control during the progress of the work, and as the basis for calculating any
05/10100 Contract No. 31 90 Page 244 of 288 Pages
adjustment in compensation for the contract item for Water Pollution Control due to changes in the work
ordered by the Engineer.
Add the following section:
300-13.8 SWPPP implementation. Upon acceptance of the SWPPP, the Contractor shall be
responsible throughout the duration of the project for installing, constructing, inspecting and maintaining
the control measures included in the SWPPP and any amendments thereto and for removing and
disposing of temporary control measures. Unless otherwise directed by the Engineer or specified in
these special provisions, the Contractor's responsibility for SWPPP implementation shall ' continue
throughout any temporary suspension of work ordered in accordance with Section 6-3, "Suspension of
Work," of the Standard Specifications. Requirements for installation, construction, inspection,
maintenance, removal and disposal of control measures are specified in the Handbook and these special
provisions.
Soil stabilization practices and sediment control measures, including minimum requirements, shall be
provided throughout the winter season, defined as between October 1 and April 30.
Implementation of soil stabilization practices and sediment control measures for soil-disturbed areas of
the project site shall be completed, except as provided for below, no later than 20 days prior to the
beginning of the winter season or upon start of applicable construction activities for projects which begin
either during or within 20 days of the winter season.
Throughout the winter season, the active, soil-disturbed area of the project site shall be no more than 5
acres. 'The Engineer may approve, on a case-by-case basis, expansions of the active, soildisturbed
2 - area limit. The Contractor shall demonstrate the ability and preparedness to fully deploy soil stabilization
onset of precipitation. The Contractor shall maintain a quantity of soil stabilization and sediment control
materials on site equal to 100% percent of that sufficient to protect unprotected, soil-disturbed areas on
the project site and shall maintain a detailed plan for the mobilization of sufficient labor and equipment to
fully deploy control measures required to protect unprotected, soil-disturbed areas on the project site prior to the onset of precipitation. The Contractor shall include a current inventory of control measure
... . .
,. practices and sediment control measures to protect soil-disturbed areas of the project site before the -.
.. .. '. .i materials and the detailed mobilization plan as part of the SWPPP. ..
Throughout the winter season, soil-disturbed areas of the project site shall be considered to be nonactive
whenever soil disturbing activities are expected to be discontinued for a period of 20 or more days and
the areas are fully protected. Areas that will become nonactive either during the winter season or within
20 days thereof shall be fully protected with soil stabilization practices and sediment control measures
within 10 days of the discontinuance of soil disturbing activities or prior to the onset of precipitation,
whichever is first to occur.
Throughout the winter season, active soil-disturbed areas of the project site shall be fully protected at the
end of each day with soil stabilization practices and sediment control measures unless fair weather is
predicted through the following work day. The weather forecast shall be monitored by the Contractor on
a daily basis. The National Weather Service forecast shall be used, or an alternative weather forecast
proposed by the Contractor may be used if accepted by the Engineer. If precipitation is predicted prior to
the end of the following work day, construction scheduling shall be modified, as required, and the Contractor shall deploy functioning control measures prior to the onset of the precipitation.
The Contractor shall implement, year-round and throughout the duration of the project, control measures
included in the SWPPP for sediment tracking, wind erosion, non-storm water management and waste
management and disposal.
@ 05/10/00 Contract No. 31 90 Page 245 of 288 Pages
The Engineer may order the suspension of construction operations, at no cost to the Agency, which create water pollution if the Contractor fails to conform to the requirements of this section as determined by the Engineer.
Add the following section: 300-13.9 Maintenance. To ensure the proper implementation and functioning of control measures, the Contractor shall regularly inspect and maintain the construction site for the control measures identified in the SWPPP. The Contractor shall identify corrective actions and time frames to address any damaged measures or reinitiate any measures that have been discontinued.
The construction site inspection checklist provided in the Handbook shall be used to ensure that the necessary measures are being properly implemented, and to ensure that the control measures are functioning adequately. The Contractor shall submit one copy of each site inspection record to the Engineer, within three days of making the inspection.
During the winter season, inspections of the construction site shall be conducted by the Contractor to identify deficient measures, as follows:
1. Prior to a forecast storm; 2. After any precipitation which causes runoff capable of carrying sediment from the construction site; 3. At 24 hour intervals during extended precipitation events; and
4. Routinely, at a minimum of once every 2 weeks.
If the Contractor or the Engineer identifies a deficiency in, the deployment or functioning of an identified control measure, the deficiency shall be corrected by the Contractor immediately, or by a later date and time if requested by the Contractor and accepted by the Engineer in writing, but not later than the onset of subsequent precipitation events. The correction of deficiencies shall be at no additional cost to the City.
Add the following section: 300-13.10 Payment. The contract lump sum price paid for Water Pollution Control shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in developing, preparing, obtaining acceptance of, revising and amending the SWPPP, and for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in installing, constructing, maintaining, removing and disposing of control measures, including those on the plans, and as specified in these special provisions, and as directed by the Engineer.
Changes in control measures required by an agency initiated amendment to the SWPPP that is not a result of the Contractor's change of construction activities or operations, or a result of a violation of any condition of the Permit, or a result of the accepted SWPPP not effectively achieving the objective of reducing pollutants in storm water discharges, will be considered extra work, in accordance with' Section 3-3, "Extra Work," of the Standard Specifications and the following:
If the control measure is listed in the accepted SWPPP schedule of values, an adjustment in compensation for the contract item for water pollution control will be made by applying the increase or decrease in quantities to the accepted schedule of values. No adjustment of compensation will be made to the unit price listed for any item in the schedule of values due to any increase or decrease in the quantities, regardless of the reason for the increase or decrease. If the control measure is not listed in the accepted SWPPP schedule of values, payment will be made
according to Section 3-3, "Extra Work," of the Standard Specifications.
Those control measures which are shown on the project plans and for which there is a bid item for the work will be measured and paid for as that item of work.
The Engineer will retain an amount equal to 25 percent of the estimated value of the contract work performed during estimate periods in which the Contractor fails to conform to the requirements of this section as determined by the Engineer.
a 05/10/00 Contract No. 31 90 a Page 246 of 288 Pages
Retentions for failure to conform to the requirements of this section shall be in addition to the other
retentions provided for in the contract. The amounts retained for failure of the Contractor to conform to
the requirements of this section will be released for payment on the next monthly estimate for partial
payment following the date that an accepted SWPPP has been implemented and maintained, and water
pollution is adequately controlled, as determined by the Engineer. .
SECTION 301 - TREATED SOIL, SUBGRADE' PREPARATION AND
PLACEMENT OF BASE MATERIALS
301 -1 SUBGRADE PREPARATION
301-1.2 Preparation of Subgrade. Modify the second and third paragraphs as follows: Change each
instance reading "150mm (6 inches)" to "300 mm (12)".
301 -1.3 Relative Compaction. Delete the first paragraph and substitute the following: The Contractor
shall compact the upper 300 mm (12") of subgrade beneath areas to be paved, have base or subbase
material placed on them, or curb, gutter, curb and gutter, alley pavement, driveway or sidewalk
constructed over them to no less than 95 percent maximum dry density as determined by ASTM test D-
1557-91. -. .
~ ._. x
SECTION 302 - ROADWAY SURFACING
302-5 ASPHALT CONCRETE PAVEMENT
302-5.1 General. Add the following: The Contractor shall treat all vegetation within the limits of the
paved area to receive asphalt concrete paving with a post emergent herbicide. Herbicide shall be applied
at least 2 (two) working days prior to paving the area. Allowance for the two day period shall be shown in.
the schedule required per section 6-1.
302-5.2.5 Pavement Transitions. Add the following: The Contractor shall ramp the approaches and
termini to all structures and vertical joints in the cold-milled area which are transverse to through traffic
with temporary asphalt concrete pavement as specified in section 306-1 51. Ramps shall be constructed
,the same day as cold milling and removed the same day as permanent paving. Ramp dimensions and
compaction shall be as approved by the Engineer.
302-5.4 Tack Coat. Add the following: The Contractor shall place a tack coat between the successive
interfaces of existing pavement and new pavement when, in the opinion of the engineer, the Contractor
has failed to maintain or prepare each existing or previously laid course of asphalt receiving the
subsequent course of asphalt in a sufficiently clean state and the asphalt receiving the new pavement
course is dirty enough to impair bonding between the next lift of asphalt.
302-5.5 Distribution and Spreading. Modify as follows After second sentence of sixth paragraph,
add: The Contractor shall provide a self-propelled paving machine for all paving and use an automatic
screed control for surface course paving. The machine should have a full-width vibrating screed for the
width of the paving pass. The automatic screed control shall be 9 m (30') minimum length. The paving
machine shall be operated by an operator and two full-time screed operators during all paving. The
Contractor shall provide an on-site backup paving machine during all paving operations. A backup asphalt
windrow pickup machine (ASPWP) will be required at all times when a ASPWP is used. Additionally, a front
end loader will be required during all ASPWP paving. The surface course shall be 50 mm (2") thick.
Leveling courses will be required in a variable thickness pavement section.
05/10/00 Contract No. 31 90 Page 247 of 200 Pages
302-5.6.1 General. Modify as follows: Second paragraph, Part (2), add: Pinched joint rolling
procedures shall be required, and vibratory rollers shall be limited to breakdown, unless otherwise
directed by the Engineer.
modify as follows: After last paragraph, add: Unless directed otherwise by the Engineer, the initial
breakdown rolling shall be followed by a pneumatic-tired roller.
302-5.9 Measurement and Payment. Add the following: Payment for asphalt concrete pavement,
leveling, and surface course shall be at the unit price bid per ton. No additional payment shall be made
for any tack coat.
Add the following section:
302-5.10 Surface Finish for Asphalt Concrete Spillway. The Contractor shall provide a surface finish
for asphalt concrete spillway to prevent the use of roller blades, skateboards, and other rolling devices.
Surface finish shall be a rough rake finish approved by the Engineer.
Add the following section:
302-11 PLACE ASPHALT CONCRETE: MISCELLANEOUS AREA AND DIKE
Add the following section:
302-11 .l General. Surfacing of miscellaneous areas, such as median areas (exclusive of inside
shoulders), island areas, sidewalks, spillways, interim ditches, gutters, gutter flares, ditches, overside
drains, aprons at the ends of drainage structures, and other areas outside the traveled way which are
designated on the plans as miscellaneous areas to be paved with asphalt concrete, and dikes, shall
conform to these specifications. The combined aggregate grading for asphalt concrete placed on mis-
cellaneous areas shall conform to that specified for the asphalt concrete placed on the traveled way,
unless otherwise directed by the Engineer. The amount of asphalt binder used in the asphalt concrete
placed in dikes, gutters, gutter flares, overside drains and aprons at the ends of drainage structures,
unless otherwise directed by the Engineer, shall be increased one percent by mass of the aggregate over
the amount of asphalt binder used in the asphalt concrete placed on the traveled way. The asphalt
concrete placed in miscellaneous areas may be spread in one layer by self-propelled paving machine
when possible. The material shall be compacted to the required lines, grades and cross section. Dikes
shall be shaped and compacted with an extrusion machine 'or other equipment capable of shaping and
compacting the material to the required cross section.
Add the following section:
302-1 1.2 Measurement and Payment. The contract item to place asphalt concrete dike will be
measured along the completed improvement. Quantities of asphalt concrete dike placed will be paid at
the contract price per ton for asphalt concrete and also at the contract price per lineal foot for place asphalt concrete dike. Full compensation for any necessary excavation, backfill and Preparation of the
area shall be considered as included in the contract price paid per linear foot for place asphalt *concrete
dike, and no additional compensation will be allowed therefore.
Quantities of asphalt concrete placed in miscellaneous areas designated in the special provisions or
tabulated on the plans to be included in the contract item of place asphalt concrete (miscellaneous area),
will be paid for at the contract price per ton for asphalt concrete and also at the contract price per square
foot for of place asphalt concrete (miscellaneous area). Full compensation for any necessary excavation,
backfill and preparation of the area shall be considered as included in the contract price paid per square
foot for place asphalt concrete (miscellaneous area) and no additional compensation will be allowed therefor.
The above contract prices and payments shall include full compensation for furnishing all labor,
materials, tools, equipment, and incidentals, and for doing all the work involved in constructing asphalt
concrete, complete in place, as shown on the plans and as specified in these special provisions, and as
05110100 Contract No:3190 Page 248 of 288 Pages
directed by the Engineer.
302-12 POLICE RAMP
302-12.1 General. Police ramps shall be constructed as shown on plans and as specified in these
supplemental provisions.
302-12.2 Earthwork. Fill for construction of police ramps shall be in accordance with Section 300-4 of
the SSPWC, Unclassified Fill.
302-12.3 Subgrade Preparation and Placement of Base Materials. Preparation of subgrade shall be
in accordance with Section 301-1 , Subgrade Preparation, of the SSPWC and these supplemental
provisions. Aggregate base shall be crushed aggregate base in accordance with Section 200-2.2,
Crushed Aggregate Base, of the SSPWC and these supplemental provisions. Spreading and
compacting of base shall be in accordance with Sections 301-2.2, Spreading, and 301-2.3, Compacting,
of the SSPWC.
302-12.4 Roadway Surfacing. Asphalt concrete pavement materials shall be in accordance with
Section 203-6, Asphalt Concrete, of the SSPWC and these supplemental provisions. Construction of a.c.
pavement shall be in accordance with Section 302-5, Asphalt Concrete Pavement, of the SSPWC and
these supplemental provisions.
302-125 Underground Conduit Construction. Corrugated steel pipe materials shall be in accordance
with Section 207-1 1 , Corrugated Steel Pipe and Pipe Arches, of the SSPWC and these supplemental
provisions. Corrugated steel pipe shall be constructed in accordance with Section 306-1, Open Trench
Operations, of the SSPWC and these supplemental provisions.
302-12.6 Measurement and Payment The contract unit price paid for police ramp shall be. considered
as full compensation for providing all materials, equipment, tools and labor for construction of police ramp
including all earthwork, subgrade preparation, placement of base materials, and placement of corrugated
steel pipe, as shown on plans and specified herein except for 8" Type 81 Median Curb and asphalt.
concrete pavement. Excluded items shall be paid at their respective contract unit prices.
SECTION 303 - CONCRETE AND MASONRY CONSTRUCTION
303-1 CONCRETE STRUCTURES
303-1.1 General. Add the following: -No steps are to be placed in any draingge structure.
Concrete for Concrete Retaining Wall shall be of class 5604-3250 and reinforcing steel shall be of
Grade 60 (ASTM A706). Earthwork associated with the construction of Concrete Retaining Wall shall
conform to Section 300-3, "Structure Excavation and Backfill," of the.Standard Specifications, and these
special provisions.
303-1.1 1 Payment. Add the following: Payment for pedestrian ramps, police ramps, concrete anchors,
concrete collar, pipe plug, brow ditches, terrace ditches, splash walls, energy dissipators, apron inlets,
apron outlets, sto'm drain cleanouts, junction structures, curb inlets, catch basins, and headwalls at the
contract unit prices shall include all labor, tools, equipment and materials (including reinforcement,
earthwork and miscellaneous metal) required to furnish and install, complete in place as shown in the
plans, as specified in these Special Provisions.
Cutoff walls, aprons, and connections to other ditches and structures constructed with brow and terrace
ditches, cutoff walls constructed with concrete .aprons, gutter depressions constructed with inlets, cutoff
walls and connections constructed with minor drainage channel, and concrete aprons and pipe collars
@ 05/10100 Contract No. 31 90 Page 249 of 288 Pages
constructed with CSP inlets shall be considered as included in price paid for item for which previous is
constructed with and no additional compensation will be allowed.
303-2 AIR-PLACED CONCRETE
303-2.1.1 General. Add the following: Modify Regional Standard Drawing D-75 as follows: replace
stucco netting with 150mm x 150mm (6" x 6) by No. 10 welded wire mesh.
Add the following:
This work shall include the construction of apron inlets and outlets, median gunite ditch, and side gunite
ditch, as shown on the plans, and as specified herein.
303-2.11 Measurement and Payment. Add the following: Payment for apron inlets, apron outlets,
median gunite ditch, and side gunite ditch will be made at the contract unit price and shall include all
labor, tools, equipment and materials (including reinforcement and miscellaneous metal) required to
furnish and install, complete in place apron inlets, apron outlets, median gunite ditch and side gunite
ditch, respectively, as shown on the plans, as specified in these special provisions, and as directed by
the Engineer.
303-5 CONCRETE CURBS, WALKS, GUTTERS, CROSS GUTTERS,
ALLEY INTERSECTIONS, ACCESS RAMPS, AND DRIVEWAYS
303-5.5.2 Curb. Add the following: The Contractor shall stamp the curb face with 75 mm (3") high block
letters directly above the point that it is crossed by underground facilities with the marking specified in
Table 303-5.5.2(A)
TABLE 303-5.5.2(A)
Curb Face Markings
Type of underground facilities
S Sewer Service Lateral
W Water Service Lateral
Marking
Irrigation Water Lateral or Sleeve RW
303-5.9 Measurement and Payment. Add the following: Curb and gutter, and curb, shall be
considered as continuing across driveways and access ramps when constructed adjacent thereto.
Neither curb and gutter nor curb will be paid for across the length of local depressions.
303-6 STAMPED CONCRETE
303-6.3 Pattern. Add the following: Pattern shall be match existing stamped concrete within raised
median along Rancho Santa Fe Road, approximately 600' south of La Costa Avenue.
303-6.3.1 Method B (Intearal Color). Add the following: Method B (Integral Color) method shall be
used Color shall be natural..
Add the following section:
303-6.5 Payment. The contract unit price paid for stamped concrete (4" thick) shall include full
compensation for furnishing all labor, materials, tools and equipment, complete and in place, as
shown on the plans, included in these Special Provisions, and as directed by the Engineer and no
additional compensation will be allowed.
05/10/00 Contract No. 31 90 Page 250 of 288 Pages
Add the following section:
303-9 MASONRY BLOCK PRIVACY WALL WITH TRENCH FOOTING
303-9.1 General. This work shall consist of constructing masonry block privacy wall on reinforced
concrete trench footing as shown on the Plans and as specified herein.
303-9.2 Concrete Block Masonry. The soundwall shall be constructed of 8x6~16 concrete slump block
as shown on the Plans and in accordance with Section 303-4.1 of the SSPWC.
303-9.3 Trench Footing. Concrete for trench footing shall be Class 560-C-3250. Trench footing shall
be constructed in accordance with Section 303-1, Concrete Structures, of the SSPWC.
303-9.4 Payment. The lump sum price paid for Masonry Block Privacy Wall With Trench Footing shall
include full compensation for furnishing all labor, materials, tools, and equipment and performing all work
necessary to construct the masonry block privacy wall and trench footing as shown on the plans and as
specified herein including excavation, backfill, bar reinforcing steel, and expansion joint filler.
Add the following section:
303-10 MASONRY BLOCK PRIVACY WALL ON CONCRETE RETAINING WALL
303-10.1 General. This work shall consist'of constructing masonry block privacy wall and concrete
retaining wall as shown on the Plans and as specified herein.
303-10.2 Concrete Block Masonry. The privacy wall shall be constructed of 8x6~16 medium weight
..;.
~ _. . .i . . concrete slump block as shown on the Plans and in accordance with Section 303-4.1 of the SSPWC.
" ..
~ ., . 303-10.3 Concrete Retaining Wall. Concrete retaining wall shall be constructed in accordance with
Section 303-1 , Concrete Structures, of the SSPWC.
303-10.4 Wood Gate. Wood gate and appurtenances shall be per the details on the plans and shall
conform to the requirements of Section 305-2 of the SSPWC. Hinge and handle type shall be proposed
and appurtenances shall be submitted in accordance with Section 2-5.3.3, Submittals, of these Special
Provisions.
303-10.5 Payment. The lump sum price paid for Masonry Block Privacy Wall on Concrete Retaining
Wall shall include full compensation for furnishing all labor, materials, tools, and equipment and
performing all work necessary to construct the masonry block privacy wall and concrete retaining wall as
shown on the plans and as specified herein including excavation, backfill, bar reinforcing steel, access
door, geocomposite drain, weep holes, expansion joint filler, wood gate, and appurtenances.
Add the following section:
I . .i,. .
. ". >i -. by ,the Contractor for review and approval by the Engineer. Shop drawings of wood gate, hinge, handle,
303-1 1 CONCRETE RETAINING WALL
303-1 1.1 General. This work shall consist of constructing concrete retaining wall as shown on the Plans
and as specified herein.
303-1 1.2 Concrete Retaining Wall. Concrete retaining wall shall be constructed in accordance with
Section 303-1 , Concrete Structures, of the SSPWC.
303-1 1.3 Wood Fence. Wood fence and appurtenances shall be per the details on the plans and shall
conform to the requirements of Section 305-2 of the SSPWC. Shop drawings of wood fence and
appurtenances shall be submitted in accordance with Section 2-5.3.3, .Submittals, of these Special
Provisions.
G 05/10100 Contract No. 31 90 Page 251 of 288 Pages
303-11.4 Payment. The lump sum price paid- for Concrete Retaining Wall shall include full
compensation for furnishing all labor, materials, tools, and equipment and performing all work necessary
to construct the concrete retaining wall and wood fence as shown on the plans and as specified herein
including excavation, backfill, bar reinforcing steel, geocomposite drain, weep holes, and expansion joint filler.
Add the following:
Construction of concrete thrust blocks for recycled water mains shall conform to Standard Drawing W15
of the Carlsbad Municipal Water District Rules and Regulations for construction of Public Recycled Water
Mains, latest edition, and Detail 1 on Sheet 73 of the Plans.
303-1 2 CONCRETE THRUST BLOCKS
Construction of concrete thrust blocks for recycled water mains shall conform in all respects to the
Vallecitos Water District Standard Specification for Construction of Reclaimed Water Mains and
Approved Materials List, latest edition, and Detail 1 on Sheet 78 of the Plans.
SECTION 304 - METAL FABRICATION AND CONSTRUCTION
304-2.2 FLEXIBLE METAL GUARD RAIL
304-2.2.3 Measurement and Payment. Add the following: Unit price paid for metal beam guard railing
shall include the cost to furnish and install cable anchor assembly and flare as shown on the plans.
Add the following section:
304-5 DEMOUNTABLE POSTS
The quantities of demountable posts will be paid for as units determined from actual count. The contract
unit price paid for demountable posts shall include full compensation for furnishing all labor, materials,
tools, equipment, and incidentals, and for doing all the work involved in constructing the posts, complete
in place, excavating and backfilling holes, and disposing of surplus excavated material, as shown on the
plans, and as specified in these special provisions, and as directed by the Engineer.
SECTION 305 - PILE DRIVING AND TIMBER CONSTRUCTION
305-2 TIMBER STRUCTURES AND TIMBER CONSTRUCTION
305-2.6 Measurement and Payment. Add the following: Continuous barricade shall be measured and
paid for by the linear foot. The contract bid price paid for continuous barricade shall include full
compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work
involved in constructing the continuous barricade, complete in place, as shown on the plans, and as
specified in these special provisions, and as directed by the Engineer and no additional compensation
shall be allowed therefore.
SECTION 306 - UNDERGROUND CONDUIT CONSTRUCTION
306-1 OPEN TRENCH OPERATIONS
Add the following section:
306-1.1.7 Steel Plate Bridging - With a Non-Skid Surface. This section covers the use of steel plate e 05/10/00 Contract No. 31 90 Page 252 of 288 Pages
bridging. The Contractor shall not employ the use or use steel plate bridging or trench plate that does not
meet the requirements of this section both in application and circumstance of use.
Add the following section:
306-1.1.7.1 Requirements for Use. Alternate construction methods that avoid the use of steel plate
bridging shall be used by the Contractor unless otherwise approved by the Engineer. It is' recognized
that to accommodate excavation work, steel plate bridging may be necessary. All conditions for use of
steel plate bridging set forth in the following requirements must be fulfilled as conditions of approval of
the use of steel plate bridging. Consideration of steel plate bridging in the review process will' take into
account the following factors:
1. Traffic volume and composition.
2. Duration of use of the steel plate bridging.
3. Size of the proposed excavation.
4. Weather conditions.
The following formula shall be used to score the permitted use of steel plate bridging:
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED lkmh) + SLOPE X 1001 X LANES
1000 8
PS = [ ADT + EWL + DAYS + 10 X WEEKEND + 5 X NIGHTS + 20 X WEATHER + SPEED (mDh) + SLOPE X 1001 X LANES
1 000 5 ..
where:
PS
ADT
EWL
DAYS
" .. - - WEEKEND
,.. .. f-
NIGHTS
WEATHER
SPEED
SLOPE
LANES
- - plate score. - average daily traffic as defined in the CALTRANS Traffic Manual. - equivalent wheel loads as defined in the CALTRANS Traffic Manual. - total number of 24 hour periods during which the plates will be utilized at the
- total number of Saturdays, Sundays and holidays that the plates will be utilized
- total number of overnight periods that the plates will be in place, exclusive of
- total number of 24-hour periods that the plates will be utilized at the site being
- the design speed in kilometers per hour or miles per hour, as applicable in the
- The quotient of the vertical differential divided by the horizontal distance.
- - -
site being considered. -
at the site being considered. -
Saturday, Sunday and holiday nights. -
considered when the possibility of rain exceeds 40 percent.
formulae above, af the street where the plates are to be installed. This number
shall not be reduced for construction zone speed reductions.
The vertical and horizontal dimensions shall be measured at the locations
spanning a distance of 15 m (50') up and downstream of the position of the
proposed steel plate bridging.
-
-
- - the number of lanes where plates will be used.
When the computed value of the plate score exceeds 50, steel plate bridging shall not be used unless,
and at the sole discretion of the Engineer, the Engineer determines that no alternative method of
construction is possible in lieu of using steel plate bridging or that other overriding considerations make
the use of steel plate bridging acceptable. Alternatives considered to bridging shall include, but not be
limited to, detouring traffic, construction detour routes, tunneling, boring and other methods of trenchless
construction. Unless specifically noted in the provisions of the Engineer's approval, the use of steel plate
bridging at each location so approved shall not exceed four (4) consecutive working days in any given
week.
Add the following section:
05110/00 Contract No. 31 90 Page 253 of 288 Pages
306-1.1.7.2 Additional Requirements. In all cases when the depth of the trench exceeds the width of
the steel plate bridging resting on each side of the pavement adjacent to the trench, safety regulations
require or the Engineer determines that shoring is necessary to protect the health or safety of workers or
the public the Contractor shall install shoring conforming to Section 7-10.4.1 of the Standard
Specifications. The trench shoring shall be designed and installed to support the steel plate bridging and
traffic loads. All approvals for design, substitution of materials or methods shall be submitted by the
Contractor in accordance with all provisions of section 2-5.3 Shop Drawings and Submittals. The
Contractor shall backfill and resurface excavations in accordance with section 306-1.5.
Add the following section:
306-1.1.7.3 Installation. When backfilling operations of an excavation in the traveled way, whether
transverse or longitudinal cannot be properly completed within a work day, steel plate bridging with a
non-skid surface and shoring may be required to preserve unobstructed traffic flow. In such cases, the
following conditions shall apply:
a) Steel plate bridging when the plate score exceeds 50 is not allowed except when, at the sole
b) Steel plates used for bridging must extend a minimum of 610 mm (2’) beyond the edges of the
c) Steel plate bridging shall be installed to operate with minimum noise,
discretion of the Engineer, it is approved as specified hereinbefore.
trench.
When the use of steel plate bridging and shoring is approved by the Engineer, the Contractor shall install using either Method (1) or (2) depending on the design speed of the portion of street where the steel
plate bridging is proposed for use.
Method 1 [For speeds more than 70 Kmkr (45 MPH)]: The pavement shall be cold planed to a depth
equal to the thickness of the plate and to a width and length equal to the dimensions of the plate. The
cold milling shall produce a flat surface that the plate shall rest on with no horizontal or vertical
movement. Horizontal gaps between the unmilled pavement and the plate shall not exceed 25 mm (1”)
and shall be filled with elastomeric sealant material which may, at the contractor‘s option, be mixed with
no more that 50%, by volume, of Type I aggregate conforming to the requirements of tables 203-5.2(8)
and 203-5.3(A) .
. Method 2 [For speeds 70 Km/hr (45 MPH) or less]: Approach plate@) and ending plate (if longitudinal
placement) shall be attached to the roadway and shall be secured against displacement by using two
adjustable cleats that are no less than 50 mm (2”) shorter than the width of the trench bolted to the
underside of each plate and located within 150 mm (6) of the beginning and end of the trench for plates
at the beginning and end of the trench, a minimum of two 300 mm long by 19 mm diameter (12” x W)
steel bolts placed through the plate and driven into holes drilled 300 mm (12”) into the pavement section,
or other devices approved by the Engineer. Subsequent plates shall be butted to each other. Fine
graded asphalt concrete shall be compacted to form ramps, maximum slope 8.5% with a minimum 300
mm (12”) taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in
the pavement section shall be completely filled with elastomeric sealant material. At the Contractor‘s
option, the methods required for Method 1 may be used. If the Contractor so elects, all requirements of
Method 1 shall be used. The Contractor shall maintain the steel plates, shoring, and asphalt concrete
ramps and maintain and restore the street surface during and after their use.
Add the following section:
306-1.1.7.4 Materials. The minimal thickness of steel plate bridging shall be as shown in Table 306-
1.1.7.4(A):
TABLE 306-1.1.7.4(A) REQUIRED PLATE THICKNESS FOR A GIVEN TRENCH WIDTH
Maximum Trench Width (’’
19 mm (3/4n) 0.6 m (23”)
13 mm (’/2”) 0.3 m (lo”)
Minimum Plate Thickness
Q 0511 OIOO Contract No. 31 90 Page 254 of 288 Pages
0.8 m (31")
32 mm (1 W) 1.6 m (63")
25 mm (1") 1 .O m (41")
22 mm ('/*"I
(1) For spans greater than 1.6 rn (57, a structural design shall be prepared by a registered civil engineer and submitted to the
Engineer for review and approval in accordance with section 2-5.3.
Steel plate bridging shall be steel plate designed to support the HS20-44 truck loading per CALTRANS
Bridge Design Specifications Manual. The Contractor shall maintain a non-skid surface on the steel plate
with no less than a coefficient of friction of 0.35 as determined by California Test Method 342. If a
different test method is used, the Contractor may utilize standard test plates with known coefficients of
friction available from the CALTRANS District 11 Materials Engineer to correlate skid resistance results to
California Test Method 342. In addition to all other required construction signing, the Contractor shall
install Rough Road (W33) sign with black lettering on an orange background in advance of steel plate
bridging.
Add the following section:
306-1.1.7.5 Measurement and Payment. Steel plate bridge materials including, but not limited to:
steel plates, anchoring devices, cold milling, elastomeric sealant material, asphalt ramping and padding,
signage, placing, installation, removal, relocation, preparation and processing of shop drawings and
submittals to support the use of steel plate bridging and all other materials, labor, supervision, overhead
of any type or description will be paid for as an incidental to the work that the bridging is installed to
facilitate. No separate payment for steel plate bridging will be made. No extension to contract time will
be allowed for, or because of, the use of steel plate bridging. _. ... -
.. ", ;; . :': Add the following section:
306-1.1.8 Construction of Sewer Manholes. Sewer manholes in Bid Schedule F shall conform in all
: respects to Leucadia County Water District Standard Drawings. All new manholes in Bid Schedules E
~ . and F shall be provided with integrally locking PVC or polyurethane protective lining per Section 500-2 of
.I -. , , - the SSPWC.
306-1.2.1 Bedding.
Add the following:
All instailation of, and bedding for, recycled water mains in Bid Schedule C shall conform in all respects
to Part 11, Carlsbad Municipal Water District Reclamation Rules and Regulations for Construction of
Reclaimed Water Mains, latest edition.
All installation of, and bedding for Vallecitos Water District, recycled and potable water mains in Bid
Schedule C, and gravity sewer main in Bid Schedule E, shall conform in all respects to the Vallecitos
Water District Standard Specification for Construction of Water and Sewer facilities, latest edition.
The Olivenhain Municipal Water District potable water mains and recycled water in Bid Schedule B and
Schedule D, respectively, shall have imported sand bedding material around the welded steel pipes and
appurtenances. Imported sand shall consist of natural or manufactured granular material, or a
combination thereof, free of deleterious amounts of organic material, mica, loam, clay, and other
substances. Under no circumstances will decomposed granite or native earth backfill be allowed or used
as bedding material.
All installation of, and bedding for gravity sewer mains in Bid Schedule F shall conform in all respects to
the Leucadia County Water Districts Standard Specifications and Drawings, latest edition.
306-1.2.4 Field Jointing of Reinforced Concrete Pipe. add the following: The Contractor shall provide
Gasket-type joints for reinforced concrete pipe (watertight joints) where indicated on plans.
306-1.2.6 Field Jointing of Iron Pipe Relating to Recycled Water Improvements Only.
05/10/00 Contract No. 31 90 Page 255 of 288 Pages
Delete the following items:
(b) Cement Joint
(c) Lead Joints
306-1.2.12 Field Inspection for Plastic Pipe and Fittings. Replace the first sentence of the third
paragraph with the following: A Deflection test shall be performed no sooner then 30 days after
completion of placement and densification of backfill and following installation of all utilities, but prior to
the placing of the permanent paving.
306-1.4 Testing Pipelines.
306-1,4.1 General.
Add the following:
The Pressure testing for Carlsbad Municipal Water District recycled water mains in Bid Schedule C shall
be in accordance with the Carlsbad Municipal Water District Reclamation Rules and Regulations for
Construction of Reclaimed Water Mains, latest edition.
The pressure testing for Bid Schedule C shall be in accordance with the Vallecitos Water District
Standard Specification for Construction of Water and Sewer Facilities and Approved Materials List, latest
editions.
The pressure testing for Bid Schedule B and Schedule D shall be in accordance with the Olivenhain
Municipal Water District Standard Specifications and Drawings for the Construction of Water Mains and
Facilities, latest edition.
The leakage and infiltration tests for Bid Schedule E shall be in accordance with the Vallecitos Water
District Standard Specification for Construction of Water and Sewer Facilities and Approved Materials
List, latest editions.
Sewer main testing for Bid Schedule F shall consist of the following tests: video inspection test, air .
pressure test, deflection test, and the manhole negative air pressure test all in accordance with Leucadia
County Water Districts Standard Specifications and Drawings, latest edition.
306-1.5 Trench Resurfacing.
306-1.5.1 Temporary Resurfacing. Delete the fourth and fifth’ paragraphs and substitute the following:
Temporary bituminous resurfacing materials which are placed by the Contractor are for its convenience
and shall be at no cost to the Agency. Temporary bituminous resurfacing materials shall be used in lieu
of permanent resurfacing only when approved by the Engineer. When temporary bituminous resurfacing
materials are used in lieu of permanent resurfacing it shall be removed and replaced with permanent
resurfacing within 7 days of placement. No additional payment will be made for temporary bituminous
resurfacing materials. The price bid for the associated conduit or. structure shall include full
compensation for furnishing, placing, maintaining, removing, and disposing of such temporary resurfacing
materials.
306-1.5.2 Permanent Resurfacing. Add the following: Except as provided in section 306-1 51 ,
“Temporary Resurfacing,” the Contractor shall perform permanent trench resurfacing within 24 hours
after the completion of backfill and densification of backfill and aggregate base materials.
306-1.6 Basis of Payment for Open Trench Installations. Add the following paragraph: Payment for the recycled water main for Bid Schedules B and C shall be per lineal foot and shall include all labor, materials and equipment to construct the recycled water main including fittings, thrust blocks, excavation, bedding, laying of pipe, backfill, compaction, removal and disposal of any excess material and appurtenant work excluding gate valves, air release valves, blow-offs which will be listed as their own pay items. e 05110/00 Contract No. 31 90 Page 256 of 288 Pages
Add the following paragraph: Payment for the potable water mains for Bid Schedules C and D shall be per lineal foot and shall include all labor, materials, and equipment to construct the potable water mains including pipe, specials, anchor blocks, excavation, bedding, laying of pipe, welding, joint completion, backfill, compaction, removal and disposal of any excess material, and appurtenant work excluding connections, intine valves, blow-off assemblies, combination air valve assemblies, water sample point assemblies, cathodic protection and joint bonding which will be listed as their own pay items.
Add the following paragraph: Price paid per linear foot for sewer improvements in Bid Schedules E and F shall include full compensation for providing all labor, tools, materials, equipment and incidentals required to perform all testing of sewer improvements as specified elsewhere in these supplemental provisions.
Add the following paragraph: Payment for providing excavation safety measures including sheeting, shoring and bracing, or equivalent method for the protection of life and limb in trenches and open excavation in conformance with applicable safety orders, shall be included in the prices bid for the items involved and no additional payment shall be made therefore.
306-5 ABANDONMENT OF CONDUITS AND STRUCTURES
Add the following: Unless otherwise noted on plans, the Contractor shall remove all existing abandoned pipelines and conduits of any type, or use, and pipelines and conduits of any type, or use, that are abandoned during the course of the work and shall replace said pipelines and conduits with properly compacted soils. Payment for removal and disposal of abandoned utilities shall be included in the lump- sum bid for Clearing and Grubbing, and no additional payment will be made.
306-16 PVC PRESSURE PIPE RELATING TO STORM DRAIN, AND RECYCLED AND POTABLE WATER IMPROVEMENTS
306-10.1 General. All materials for installation of Olivenhain Municipal Water District recycled water mains shall conform in all respects to the Olivenhain Municipal Water District’s Standard Specifications and Drawings for Construction of Water Mains and Facilities, latest edition, for Bid Schedule 8.
306-10.2 Polyvinyl Chloride (PVC) Pressure Pipe. Installation of all Polyvinyl Chloride (PVC) pressure recycled water pipe for Bid Schedule C shall conform in all respects to Part II, Catisbad. Municipal Water District Reclamation Rules and Regulations for Construction of Reclaimed
Water Mains, latest edition. All recycled water mains shall be thoroughly flushed prior to testing.
All PVC pressure potable water and recycled water pipe for Bid Schedule C shall conform in all respects to Vallecitos Water District Standard Specification for Construction of Water and Sewer Facilities and Approved Materials List, latest edition.
Installation of the polyvinyl chloride (PVC) distribution potable water and recycled water pipe (AWA C905 and AWWA C900) for Bid Schedule B and Schedule D shall conform in all respects to the Olivenhain Municipal Water District Standard Specifications and Drawings for the Construction of Water Mains and Facilities, Latest edition.
Installation of the Polyvinyl Chloride (PVC) 12n storm drain in Bid Schedule A shall conform to the requirements of Section 306-1.2.1 3, Installation of Plastic Pipes and Fittings, of the SSPWC.
306-1 0.2.1 Mechanical Thrust Restraint. No mechanical thrust restraint devices which transfer forces from fittings to the PVC pipe wall shall be permitted.
306-10.2.1 Measurement for Payment of PVC Storm Drain and PVC Pressure Recycled and Potable Water Pipe. Measurement for payment for construction of PVC Pressure storm drain and recycled and potable water pipe of the sizes, types, and classes shown on the Plans, will be based upon the number of linear feet of such pipe actually placed as determined by measurement along the centerline of such pipe, all in accordance with the requirements of the Contract Documents.
@ 05/10/00 Contract No. 31 90 Page 257 of 288 Pages
Payment for construction of PVC pressure recycled and potable water pipe will be made at the unit price
per linear foot named in the Bid Schedule, which price shall constitute full compensation for furnishing
and placing such pipe including excavation, backfill, bedding, compaction, compaction testing, pipe, pipe
identification, fittings, thrust blocks, disposal of excess excavated material removal of nuisance water
from excavation, traffic control, testing, flushing and disinfection and any appurtenant work as shown in
the Plans or called for in the Specifications, complete for the unit price. Pavement removal and
replacement is not to be included in this work. All recycled and potable water mains shall be thoroughly
flushed prior to disinfection.
306-10.3 Bends, Tees, Adapters, Saddles, and Flange Gaskets for Recycled Water Mains.
Installation of all bends, tees, adapters, saddles, and flange gaskets for recycled water mains in Bid
Schedule B shall conform in all respects to Olivenhain Municipal Water District Standard Specifications
and Drawings for Construction of Water Mains and Facilities, latest edition.
Installation of all bends, tees, adapters and flange gaskets for Vallecitos Water District recycled water
mains in Bid Schedule C shall conform in all respects to the Vallecitos Water District Standard
Specification for Construction of Reclaimed Water Mains, latest edition.
Installation of all bends, tees, adapters, saddles, and flange gaskets for recycled water mains in Bid
Schedule C shall conform in all respects to Part II, of the Carlsbad Municipal Water District Reclamation
Rules and Regulations for Construction of Water Mains and Facilities, latest edition.
306-10.4 Irrigation Services. Installation of recycled water irrigation services in Bid Schedules B and C
shall conform in all respects to the Olivenhain Municipal Water District Standard Drawing B-1.5.
306-10.4. Measurement and Payment for Irrigation Services. Measurement. for payment for
construction of recycled water service connections of the sizes shown on the Plans, will be based upon
the actual quantity, each, of such complete service connection furnished and installed, all in accordance
with the requirements of the Contract Documents.
Payment for furnishing and installing recycled water service connections will be made at the unit price,
each, named in the Bid Schedules B and C, which price shall constitute full compensation for each
complete water service connection installation in accordance with Olivenhain Municipal Water District
Standard Specifications and Standard Drawing B-1.5, latest edition.
306-10.5 Connections to Existing Piping. Connections to existing recycled water piping shall conform
in all respects to the Vallecitos Water District Standard Specification for Construction of Reclaimed Water
Mains and Approved Materials List, latest edition, Detail 1 on Sheet 77 of the Plans and Detail 4 on Sheet 78. In addition, the Contractor shall refer to Section 7-10.4.5, Asbestos Materials, of -the special
provisions regarding "Joining existing asbestos cement pipe", and "Cutting and handling of asbestos
cement pipe".
306-10.5.1 Payment for Connections to Existing Piping. Payment for construction of recycled water
connections will be made at the lump sum price named in the Bid Schedule, which shall constitute full
compensation for furnishing and placing such pipe including excavation, backfill, bedding, compaction,
fittings, couplings, removal of existing piping, abandonment of existing piping and valves, removal of
existing thrust block, properly plugging abandoned piping, thrust blocks, locator tape, disposal of excess
excavated material, testing, flushing and disinfection and any appurtenant work as shown on the Plans or
called for in the Specifications, complete in place for the unit price.
306-10.6 Testing of Recycled Water Mains. All testing of PVC recycled water mains for Bid
Schedule 6 shall conform in all respects to Olivehain Municipal Water District Standard Specifications
and Drawings for Construction of Water Mains and Facilities, latest edition and C900 and C905 for PVC pipe. All recycled water mains shall be thoroughly flushed prior to testing.
05/10/00 Contract No. 3190 Page 258 of 288 Pages
306-11 APPURTENANCES FOR PRESSURE PIPE RELATING TO RECYCLED WATER
IMPROVEMENTS ONLY
306-1 1.1 General. This section pertains to the installation of all appurtenances for a complete and
operable underground pressurized recycled water system.
306-11.2 Valves for Recycled Water. Installation of all valves for recycled water mains in Bid
Schedule B shall conform in all respects to Part It, Materials, Section C, of the Carlsbad Municipal Water
District Reclamation Rules and Regulations for Construction of Reclaimed Water Mains, latest edition.
Installation of all valves for Vallecitos Water District recycled water mains in Bid Schedule C shall
conform in all respects to the Vallecitos Water District Standard Specification for Construction of Water
and Sewer Facilities and Approved Materials List, latest edition.
Installation of all valves for recycled water mains in Bid Schedule C shall conform in all respects to the
Olivehain Municipal Water District Standard Specifications and Drawings for Construction of Water Mains
and Facilities, latest edition.
306-1 1.3 Appurtenances. The installation of all air release and vacuum relief valves, manual air
release valves, blow-offs and other appurtenances for Olivenhain Municipal Water District in
Bid Schedule B shall conform in all respects to Olivenhain Municipal Water District Standard
Specifications and Drawings for Construction of Water Mains and Facilities, latest edition.
.. The installation of all air release and vacuum relief valves, manual air release valves, blow-offs and other
appurtenances for Carlsbad Municipal Water District recycled water mains in Bid Schedule C shall
conform in all respects to Part II, Installation, Sections A and B, of the Carlsbad Municipal Water District
Reclamation Rules and Regulations for Construction of Reclaimed Water Mains, latest edition.
, . .. 7. 5
?.' 1
.. ,, 'X. . The installation of all air release and vacuum relief valves, manual air release valves, blow-offs and other
' . appuflenances for Vallecitos Water District in Bid Schedule C shall conform in all respects to Vallecitos
Water District Standard Specification for Construction of Water and Sewer Facilities and Approved. >- 9.
% Materials List, latest edition.
306-1 1.3.1 Thrust Blocks. Concrete thrust blocks shall be placed as shown on the Plans and shall
consist of Class B portland cement concrete containing not less than five sacks of portland cement per
cubic yard and shall conform to Section 303, Concrete and Masonry Construction. Concrete blocks shall
be placed between the undisturbed ground and the fittings to be anchored. Quantity of concrete and the
bearing area of the pipe and undisturbed soil shall be as shown on the Plans, unless otherwise
determined by the Owner's Representative. The concrete shall be placed, unless specifically shown otherwise on the Plans, so that the pipe joints and fittings will be accessible to repairs.
306-1 1.3.2 METERING FACILITY
The magnetic flow meter, the pre-cast concrete vault and access hatch to the vault shall be installed
in strict conformance with the manufacturer's recommendations and installation guides. All other
equipment and materials for the metering facility shall be installed in accordance with the Carlsbad
Municipal Water District Reclamation Rules and Regulations for Construction of Reclaimed Water
Mains, latest edition.
Add the following section:
@ 05/10/00 Contract No. 31 90 Page 259 of 288 Pages
306-12 DUCTILE IRON PRESSURE PIPE
Ductile iron pipe and fittings shall be assembled in accordance with the applicable sections of AWWA
C600, "Installation of Gray and Ductile Cast-iron Water Mains and Appurtenances" and as specified herein.
Transportation shall be by competent haulers and accomplished in a manner that will avoid damage to
the pipe, its lining, or coating. The Contractor shall unload by mechanical means, such as a crane or
backhoe, or by rope and skids, as recommended by the manufacturer. In using skids, pipes must be
prevented from striking other pipe. No dropping of pipe from trucks will be allowed.
Excavation and backfill, including the pipe bedding, shall conform to Section II of the Vallecitos Water
District Standard Specifications for Construction of Water and Sewer Facilities, latest edition
Prior to laying the pipe, the bottom of the trench shall be graded and prepared to provide uniform bearing
throughout the entire length of each joint of pipe. Bell holes of ample dimension shall .be dug in the
bottom of the trench at the location of each joint to facilitate the joining. The trench shall have a flat or
semi-circular bottom conforming to the grade to which the pipe is to be laid. The pipe shall be accurately
placed in the trench to the lines and grades on the Plans. Fittings shall be supported independently of
the pipe.
Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer's
standard procedures for this operation and in accordance with AWA C600. Pipe shall not be cut with a
cold chisel, standard iron pipe cutter, nor any other method that may fracture the pipe or will produce
ragged, uneven edges.
Pipe shall be carefully handled to prevent damage to the lining and coating. Cable, rope, or other
devices used for lowering fittings into the trench shall be attached around the exterior of the fitting for
handling. Under no circumstances shall the cable, rope, or other device be attached through the fitting's
interior for handling.
No joint shall be backfilled until it has been observed by the Owner's Representative. Sufficient trench
space shall be left open in the vicinity of each joint to permit visual observation around the entire
periphery of the joint.
At all times when pipe laying is not in progress, the open end of the pipe shall be closed with a tight-fitting
cap or plug to prevent the entrance of foreign matter into the pipe. These provisions shall apply during
the noon hour as well as overnight. In no event shall the pipeline be used as a drain for removing water
which has infiltrated into the trench. The Contractor shall maintain the inside of the pipe free from foreign
materials and in a clean and sanitary condition until its acceptance by the Owner's Representative.
Damaged pipe or fittings shall be removed upon discovery and without delay from the Project Site.
A. General
All pipelines shall be tested in conformance to Section 11-21 and 11-22 of the Vallecitos Water District
Standard Specifications for Construction of Water and Sewer Facilities, latest edition
B. Allowable Leakage
No pipe installation will be accepted if the leakage is greater than that determined by the following formula:
L ?S D p7
= 133,200
05/10/00 Contract No. 3190 Page 260 of 288 Pages
in which L = the allowable leakage, in gallons per hour
S = length of pipe tested, in feet D = nominal diameter of the pipe, in inches
P =average observed test pressure of the pipe being tested, as is shown on the
Plans or specified in Section 01410, Testing and Inspection, in pounds per
square inch gauge, based on the elevation of the lowest point in the line
or section under test and corrected to the elevation of the test gauge.
The test pressure shall be 50 psi in excess of the designated working pressure specified for
the class of pipe unless the test pressure is shown on the Plans or specified elsewhere in the
Specifications.
Add the following section:
306-13 STEEL PIPE
306-13.1 Welded Steel Pipe for Potable Water Mains. The fabrication and installation of all welded
steel pipe for potable water mains in Bid Schedule D shall conform in all respects to the Olivenhain
Municipal Water District Standard Specifications and Drawings for the Construction of Water Mains and
Facilities, latest edition.
Polyethylene encasement will not be applied or installed on buried steel pipe but will be used to wrap
buried valves and flanged connections.
306-13.2 Plastic Tape Coating with Mortar Overcoat for Potable Water Mains. Plastic tape coating
shall be applied in accordance with AWWA C 209, C 214, and as modified herein. Prior to shipment of
pipe, a certificate of compliance shall be provided stating that tape materials and work for all pipe
delivered complies with the requirements of these Specifications and AWWA C 209 and C 214. This
certificate shall be submitted by the pipe manufacturer and endorsed by the tape manufacturer.
The pipe manufacturer shall retain the services of a representative of the tape manufacturer to ensure
proper installation of all tape materials in the pipe manufacturer's shop.
The Contractor shall retain the services of a representative of the tape manufacturer to ensure that the
application of tape to field joints and the coating repairs made in the field are done properly and in
accordance with the manufacturer's recommendations.
The tape manufacturer shall submit certification that the Contractor has been properly trained to apply
tape coatings in the field and that the procedures used by the Contractor in the field meet the tape
manufacture's requirements. This certification shall be received by the Engineer within two weeks of the
beginning of pipe laying operations.
306-13.2.1 Straight Run Pipe Application.
(a) Cold-applied plastic tape applied in the plant on stra'ight run pipe shall be a four-layer system
consisting of: (1) primer; (2) corrosion prevention tape (inner layer); (3) mechanical protective tape
(first outer layer); and (4) mechanical protective tape (second outer layer).
(b) The coating operation on each pipe section shall be performed with the pipe supported at the ends
continuously throughout the application of the primer, plastic tape and mortar overcoat. Intermediate
handling of the pipe involving rollers or blocks to support the pipe shall not be permitted.
(c) Remove the exterior weld bead along the entire exterior surface of the pipe. The exterior weld bead
shall be flush with the exterior surface of the pipe with a tolerance of. plus 1/64 inch. Removal of the
weld bead is to be conducted in such a manner that no gouging or nicking of the plate surface will
05flOfOO Contract No. 31 90 Page 261 of 288 Pages
occur. This operation is to result in a smooth exterior surface with no ridges or valleys which may
,result in bridging or disbonding of the tape from the surface of the pipe.
(d) Surface preparation shall conform to AWWA C 214 and the following:
1) Bare pipe shall be clean of all.foreign matter such as mud, mill scale, dirt, organic matter, weld
slag and splatter, wax, coal tar, asphalt, oil, grease, or any contaminants. Wash pipe with hot
water and allow the surface to dry.
2) Prior to blast cleaning, inspect surfaces and, if required, preclean in accordance with the
requirements of SSPC SP-1 , Solvent Cleaning, to remove oil, grease, and all foreign deposits.
(e) Blast cleaning shall conform to AWWA C 214 and the following:
1) Prior to primer and coating application, blast pipe surface using a commercially available shot grit
mixture to achieve a prepared surface equal to that which is specified in SSPC SP-6, Commercial
Blast Cleaning.
2) For plant mortar-lined pipe, perform blast cleaning of pipe exterior surfaces after the initial curing
of the spun mortar lining. Perform the exterior blast cleaning in such a manner as not to’damage
the mortar lining in the pipe. Completely remove corrosion and foreign substances from the
exterior of the pipe in the blast cleaning operation, and apply primer immediately after completion
of blast cleaning.
3) The shot grit mixture shall not exceed 40 to 60 percent grit. The shot grit mixture is to be
determined prior to start of blast cleaning operations and this mixture ratio is not to be modified
throughout the duration of the blast cleaning operations without the written approval of the
Engineer.
4) Achieve from abrasive blasting an anchor pattern profile a minimum of 1 .O mil, but not exceeding
2.0 mils. Use NACE No. 3 Surface Profile Standard per NACE TM-01-75 as a visual comparison
to define the acceptable anchor pattern profile during blast cleaning operations.
5) Inspect the blast cleaned exterior of each pipe section for adequate surface preparation prior to
application of the primer. Surface comparitor tapes are to be used by the pipe manufacturer in
three (3) random areas along any given 40-foot length of pipe. The results of the surface
comparitor tapes are to be included in the quality control records.
6) Coat each pipe section with primer and tape within the same day of being blast cleaned. Do not
allow blasted and/or blasted and primed pipe to sit overnight. All blasted and primed pipe must be
coated by the end of the day. No coating will be permitted on pipe sections showing evidence of
rust.
(9 Primer application shall conform to AWWA C 21 4 and the following:
1) Apply the primer in a uniform thin film at the coverage rate and thickness recommended by the
manufacturer. Apply the inner layer of tape only after the primer is dried as specified by the tape
manufacturer.
2) Apply primer only to those sections of pipe that can be taped within the same workday. Pipe
coated with primer which was not taped within the same workday may be rejected at the discretion of the Engineer. The primer shall be removed from rejected pipe sections and the
surface shall be re-primed.
05/10/00 Contract No. 3190 Page 262 of 288 Pages
3) Protect primer-coated pipe sections from moisture, dirt, sand, and other potentially contaminating
materials. Suspend primer application operations or provide full protection for the pipe during high
wind periods. Pipe sections not adequately protected shall be rejected by the Engineer. If
rejection occurs due to contamination of the primer, completely remove the primer from the
exterior of the pipe section and re-application of the primer will be required.
4) Store, mix and apply primer in strict compliance with the manufacturer's recommendations. .
(9) Inner layer tape application.
Apply the inner layer of tape directly onto the primed surface using mechanical dispensing
equipment recommended and approved by the tape manufacturer. Rollers shall be used to apply
pressure on the tape as it comes in contact with the pipe. Tape shall be applied with uniform
tension such that the surface is tight, smooth and wrinkle-free. The tape overlapped shall be a
nominal 1 -inch with a 3/4-inch minimum overlap.
The application of tension shall be such that the-width of tape will be reduced between 1-1/2 to
2 percent of tape width prior to the pull. Provide instrumentation to measure and record tape
tension throughout the tape application operation. Documentation of tape tension data shall be
suitable to the Engineer.
Apply inner layer tape at a minimum roll temperature of 70°F. Continuously monitor and record
the temperature of the tape within 12 inches of the point of contact with the pipe surface.
Document the temperature of the tape during application suitable to the Engineer. Pipe sections
where the tape application tension and temperature is not maintained within manufacturer's
recommendations shall be rejected and the tape removed from the entire pipe section and
re-applied.
Provide continuous electronic holiday testing of the inner tape layer at 6000 volts. The holiday
test equipment shall be permanently mounted to the tape application station such that the tape is
tested immediately after the tape is applied. The test equipment shall be equipped with an
indicator light and audio buzzer suitable to the Engineer to alert the workmen of the presence of
holidays in the coating system. Holidays shall be marked as found and repaired after the inner
tape layer is completely applied to the pipe section but before the mechanical protection tape
layers are applied.
Splice each new roll with an overlap of at least 6 inches over the end of the previous roll. Provide
cutbacks 10 inches from and parallel to the end of the pipe. Perform cutbacks using a cutting
device that is guided from the end of the pipe to ensure a uniform, straight cutback.
05/10/00 Contract No. 31 90 Page 263 of 288 Pages
(h) Mechanical outer layer tape application.
1) The first mechanical outer layer of tape shall be applied using the same mechanical equipment used in the application of the inner layer tape. Longitudinal tape splices shall be a least 6 inches
away from a longitudinal tape splice on the inner tape layer. Apply two mechanical outer layers of
tape. The inner layer tape shall be electrically tested, inspected, and approved prior to the
application of the first mechanical outer layer. Visually inspect the first mechanical outer layer
prior to the application of the second mechanical outer tape layer. Both mechanical outer tape
layers shall be smooth, tight, and wrinkle-free.
2) Apply the outer layer mechanical protection tapes in a similar manner to the inner protective tape
except that the minimum tape roll application temperature shall be 90°F. Monitor tension and
temperature during the application of the mechanical outer layer tapes. The use of rollers to apply
pressure on the outer tape layers is not required during application. Holiday testing of the
mechanical outer layer tapes in not required.
(i) Storage primer application shall conform to AWWA C 21 4 as modified herein:
1) Clean the pipe surface free from foreign matter such as sand, grease, oil, grit, rust particles, and
dirt prior to storage primer application.
2) Store, mix and apply storage primer in strict accordance with the primer manufacturer's
recommendations.
3) Apply storage primer to the exposed steel pipe at tape cutbacks to prevent oxidation of the
cleaned metal surface. Spray apply a minimum of 1.5 mils and maximum of 2.5 mils of storage
primer to exposed steel per the manufacturer's recommendations. Do not place storage primer on
the edge of the steel plate.
(j) Mortar Overcoat.
1) Apply Cement-mOrtar overcoating in accordance with AWWA C 205 immediately after the
application and testing of the tape coating layers. Allow 3-1/2-inch cutback beyond the edge of the tape coating
2) Allow the mortar to cure properly before the pipe section is removed from the coating fixture and
placed on rollers or timbers.
306-13.2.2 Fittings Coated at the Plant.
(a) Coat fittings which cannot be machine coated in accordance with AWWA C 209 using materials
as specified herein. Weld bead preparation, surface preparation, blast cleaning, primer and tape
application shall be as specified for straight run pipe. Apply an inner layer tape of
Polyken No. 932-50 or approved equal, with a l-inch nominal, 3/4-inch minimum, tape overlap on
all plant coated fittings. Apply an outer layer of cold-applied plastic tape as specified herein with a
55 percent overlap on all plant coated fittings. Provide a minimum thickness of 11 0 mils for the
total tape coat system for plant coated fittings.
(b) Test all completed tape coated fittings in the presence of the Engineer with an electrical holiday
detector prior to application of cement-mortar coating. Applied voltage shall be in the range of
11,000 to 15,000 volts. Repair any holidays found.
(c) Follow the procedure described herein for field tape coating repairs on fittings and for coating field
joints.
05/10/00 Contract No. 31 90 Page 264 of 288 Pages
(d) Apply cement-mortar coating in accordance with AWWA C 205 immediately after completion of
tape coating, holiday testing indicating no holidays and inspections.
306-13.2.3 Coating of Field Joints.
Field cold-applied plastic. tape coating shall be in accordance with AWWA C 209, as modified
herein.
Protect the plastic tape coating from heat and weld splatter damage at welded joints by wrapping
an 18-inch-wide strip of heat resistance material completely around the coated pipe sections
covering the exposed tape on each side of the joint prior to welding. Do not use the coated
portion of the pipe for grounding.
For exterior welded lap joints, remove the storage primer and wire brush areas to be welded
immediately prior to welding.
No field tape coating will be permitted until the welding has been completed and the pipe section
has cooled sufficiently so as to not damage the integrity of the tape coating system.
Do not permit trapped air under the tape in the joint.
After joint welding, remove flash rusting by mechanical means, such as a wire brush. Wire brush
the weld, storage primed steel and all exposed steel. Remove all burrs and weld slag to achieve a
smooth surface.
Clean the pipe surface free of dirt, mud, mill scale, wax, tar, grease, or any foreign matter.
Remove visible oil or grease using an approved solvent that will not leave any residue on the pipe
surfaces. The pipe surface shall be free of any moisture and all foreign matter prior to the
application of primer.
Pack irregular surfaces in the joint with elastomeric joint filler.
Apply primer immediately after surface is cleaned by brush or roller (4 mil wet, 1 mil dry). Overlap
primer onto plant applied tape coating.
After primer has dried, apply tape to the joint and extend a minimum of 3 inches onto the plant
applied tape coating. End splices shall be a minimum of 6 inches and shall be staggered.
Maintain 55 percent overlap on all field joint tape to produce a minimum thickness of 100 mils.
Apply tape with sufficient tension to conform with the surface irregularities. The finished tape wrap
shall be smooth and wrinkle-free.
Test the final applied joint tape coating in the presence of the Engineer with an electrical holiday
detector. Repair all holidays and physical damage to the final applied tape coating prior to
application of the mortar coating.
Apply mortar joint coating and reinforcement over tape coating using fabric diapers to retain the
mortar. Apply the mortar coating immediately upon completion of tape wrapping, testing and
inspections. Mortar at field joints shall overlap the shop-applied mortar overcoat a distance of not
less than 5 inches. The thickness of the mortar shall be l-inch minimum.
05/10/00 Contract No. 31 90 Page 265 of 288 Pages
306-13.2.4 inspection of Tape Coating.
(a) Inspection: The Engineer shall have access to witness the application of coatings on all pipe
sections at his or her discretion.
1) Provide the Engineer with reasonable facilities and space at the pipe fabrication mill for the
inspection and testing of the pipe coating. Assist the Engineer in obtaining any information
required to determine the characteristics of the material to be used. Furnish to the Engineer at
least two electrical pipe coating flaw detectors at the plant and one electrical pipe coating flaw
detector per pipe installation heading in the field to aid in the inspection of the tape coating.
2) Provide free access to the Engineer to plants of the manufacturer furnishing the materials and
to mill or the worksite.
(b) Holiday detection for tape coating.
1) Prior to the application of the mechanical outer layer tapes, electrically test the inner layer tape for
any flaws in the coating with a suitable holiday detector as approved by the Engineer. The
detector shall impress a voltage conforming to NACE Standard RP-02. The voltage to be used to
electrically test the tape shall be fully documented.
2) Clearly mark all holidays. electrically or otherwise ,detected and immediately repair. Do not start
wrapping the first mechanical outer layer tape until all detected holidays have been repaired.
' Perform repairs per tape manufacturer's recommendations. After the repair, retest the affected
areas with the holiday detector prior to the application of the outer layer wrap. This process will be
done until the coating has successfully passed the test.
306-13.2.5 Protecting Coated Pipe.
(a) The mortar overcoat provides mechanical protection for the underlying tape coating; however,
normal precautions are required to protect the mortar from damage and additional care must be
taken to protect the exposed tape at the ends of each pipe section. At the fabrication plant,
handle the coated pipe sections only after application of the cement-mortar coating using
minimum 12-inch-wide belt slings with spreader bars or padded forklifts.
(b) Apply a storage wrap to the exposed tape ends to protect against ultraviolet exposure. Remove
the storage wrap prior to completing the field joint. Tape exposed to ultraviolet light for more than
90 days without protection is subject to being rejected by the Engineer.
306-13.3 Testing and Disinfecting of Potable Water Mains. All testing and disinfecting of potable water
mains in Bid Schedule D shall conform in all respects to the Olivenhain Municipal Water District Standard
Specifications and Drawings for the Construction of Water Mains and Facilities, latest edition.
Add the following section:
306-14 APPURTENANCES FOR POTABLE WATER MAINS
306-14.1 General. This section pertains to the installation of all appurtenances for a complete and
operable underground pressurized potable water system for potable water mains in Bid Schedule D.
306-14.2 Valves for Potable Water Mains. Installation of all valves for potable water mains in Bid Schedule D shall conform in all respects to the Olivenhain Municipal Water District Standard
Specifications and Drawings for the Construction of Water Mains and Facilities, latest edition.
306-14.3 Appurtenances. The installation of all blow-off assemblies, combination 'air valve assemblies, cathodic protection and joint bonding for potable water mains in Bid Schedule D shall conform in all
05110/00 Contract No. 3190 ' Page 266 of 288 Pages
respects to the Olivenhain Municipal Water District Standard Specifications and Drawings for the
Construction of Water Mains and Facilities, latest edition, except that all combination air release and
vacuum valves shall be Vent-O-Mat (or OMWD approved equal).
Add the following section:
306-1 5 JOINT UTILITY TRENCH
306-1 5.1 General
Joint utility trench shall be constructed as shown on the plans, as specified in these supplemental
provisions, and in accordance with Section 5 of the SSPWC, Utilities.
306-15.2 Trenching Work
Contractor shall excavate trenches to a depth and width necessary for installation around storm drain and
sewer and water systems. This includes any additional depths and widths necessary for placement of
sand or gravel bedding, backfill and or cover required. Trenches shall be free of loose rocks and
pockets, and shall be graded so that sags will not occur in any conduit or gas pipe placed therein. Contractor shall bear full responsibility for any additional sand/gravel bedding, backfill or cover due to
over excavation beyond what is called for in plans and specifications.
306-1 5.3 Trench Shading
Base and shading material for gas trench only: Imported material consisting of natural sand or
manufactured sand, existing native material or combinations may be used for base and shading material
piovided it complies with Gas Standard 7405 (C-35) and is of a quality that will comply with compaction
rt3quirement.s of governmental agencies. Standard 7405 (C-35) specifies that the material must have a mixture of particle sizes all smaller than 3/8 inches. Existing native material and imported material provided by a Contractor does not have to be tested by an independent professional testing firm it, in the opinion of the Engineer, it meets the 7405 (C-35) specification.
Shading material for electric trench only: Electric shading material (ESM) specification. Acceptable
material for (DB) direct buried conduits. Natural sand, manufactured sand, decomposed granite, rock
free sandy loam, existing native material or combination thereof. Aggregate composition shall be.
capable of passing through a Y’z inch sieve. Gravels shall not amount to more than 50% of the mixture.
Screening or other suitable means may be required at the discretion of the SDG&E inspector to meet this
(ESM) shading material specification. Not acceptable are soils of highly organic content identified by
odor or spongy feel and highly plastic (soggy) clays, silt or metallic slag.
Base and shading material for joint gas and electric tren’ch: When both gas and electric are installed in
the same trench, the base and shading material which complies with Gas Standard 7405 (C-35) has to
be used for the gas pipe. Electric shading material (ESM) may be used for shading material on electric
conduit.
Base installation for gas: For gas, 3 inches of base material is required on the bottom of the trench to
prevent damage from rocks, sags or pockets.
Earth trench bottom installation for electric (E6 & DB conduit): The 1 inch earth trench bottom shall be
stable with a uniform grade containing no hard clods, rocks, etc. that may damage the conduit.
Shading installation: A minimum cover of 6 inches of compacted shading material (6 inches after
compaction) shall be required above the gas pipe and electric conduit. A minimum cover of 12 inches of
compacted shading material will be required if, in the opinion of the Engineer, there is an excessive
amount of rock and clods in the backfill. The shading material must be installed and compacted at each
level before installing the next utility. The shading material must be installed before the trench is
backfilled to prevent damage from rocks, clods, etc. Gas pipe shall never be concrete or slurry encased
and shall have the proper base, shading, backfill and compaction.
05/10/00 Contract No. 31 90 Page 267 of 288 Pages
Extreme care shall be taken to ensure that shading material is adequately compacted both underneath
and around gas pipe and fittings to prevent excess stress and shearing forces. Hand tamp around
fittings where mechanical compaction cannot be used. Compacting with a hydrahammer or similar
equipment shall not be allowed on trenches where polyethylene pipe has been installed. When the
sheep’s foot method of compaction is used, a minimum of 18” of cover is required before compacting.
Wheel rolling with a heavy vehicle, combined with adequate mechanical compaction, if needed, is
allowed for compacting backfill material provided a minimum of 6 inches of mechanically compacted
shade material and a minimum of 12” of backfill material exists over the gas pipe or electrical conduit.
When flooding of the trench is done to consolidate backfill, care must be taken to ensure that gas pipe or
electric has not floated from its position in the trench. Compaction by the water jetting method is not.
allowed. Shading and backfill shall be compacted in accordance with governmental agencies and shall
have a minimum of 90 percent relative compaction.
The gas main shall be the last installed, shall be on the property side of the trench and shall have a
minimum of 6-inch pad (after compaction) of shading material the width of the trench above any foreign
utility. Any crossing involving gas shall maintain a minimum vertical separation of 6 inches. A gas
service installed in a main trench or a service trench on public property shall require the same cover and
clearances as a gas main.
306-1 5.4 Trench Backfill
Backfill material for gas and/or electric: The material used for backfilling the trench above the shading
material and extending upward to the subgrade shall be free of rocks or clods larger than 6 inches in any
dimension. The coarse material shall be well distributed throughout the finer material. The amount of
rocks or clods shall be limited, in the opinion of the Engineer, to allow for bar testing for gas leaks. The
backfill material shall meet the requirements of all applicable codes, ordinances and any SDG&E
standards and be free of debris and organic matter. 1-sack concrete slurry mix.is preferred for backfill.
The slurry installation shall meet the requirements of SDG&E standards.
Backfill material shall meet SDG&E standards. (See Underground Standard 3370, 3371 Note D or Gas
Standard 7403 Note D)
The Contractor shall include within his price the cost of all imported backfill material that may be required. No claim for extra payment will allow for imported trench backfill or trench bedding material. No claim for
extra payment will be allowed for rock excavation or de-watering.
306-1 5.5 Concrete Encasement
Concrete encasement around electric conduit shall conform to the following specification:
-
INGREDIENTS FOR 1-SACK CONCRETE SLURRY MIX (PER YARD)
CEMENT FOR CEMENT GRAVEL SAND AIR
ENTERTAINMENT (LBS)
MAX. TOTAL WAER. SLUMP
% (IN) (IN) LBS SACKS LBS SIZE MIN. MAX.
ENCASEMENT 8 6 60GALS PERYARD 94 1 - 3000+50 0-2
306-1 5.6 Electric Conduit Installation
Contractor shall use approved SDG&E conduit and spacers.
306-15.7 Telephone Conduit Installation
Contractor shall use Pacific Bell approved conduit and spacers.
306-1 5.8 Cable TV Conduit Installation
All Cable TV conduits shall be provided and installed by Cable Company.
05/10/00 Contract No. 31 90 Page 268 of 288 Pages
Contractor shall provide sufficient space to the Cable Company to allow for the installation of the cable
company's facilities. Contractor shall be responsible for coordinating with the Cable Company to assure
cable facilities are installed prior to backfillhornpietion of joint trench.
306-1 5.9 Gas Installation
All gas pipes shall provided and iptalled by SDG&E.
Contractor shall provide sufficient space to SDG&E to allow for the installation of gas pipes. Contractor
shall be responsible for coordinating with SDG&E to assure gas facilities are installed prior to placement
of backfill material.
306-15.10 Measurement and'Payment
Payment for joint utility trench shall be per lineal foot and shall be considered as full compensation for
providing all materials. (Including sand for shading and pad, concrete, conduit and spacers), equipment,
tools and labor for construction of joint utility trench including all trench excavation and trench backfill
work as shown on the plans and specified herein except all cable N. Conduit shall be provided and
installed by the Cable Company and all gas pipes shall be provided and installed by SDG&E.
Add the following section:
306-1 6 PVC ELECTRICAL SERVICE SLEEVE
306-16.1 General. This work consists of furnishing and installing PVC electric service sleeves with pull
.rope in a joint trench as shown in the Plans and as specified herein.
306-1 6.2 Materials. 2" and 3" electric service sleeves shall be Schedule 80 PVC.
306-16.3 Installation. 2" and 3" electrical service sleeves shall be installed in accordance with the
details shown in the Plans. Pull-rope shall be installed in all electrical service sleeves.
306-16.4 Measurement and Payment. PVC Electrical Service Sleeve shall be measured and paid by the linear foot of sleeve in a single-sleeve trench, or by the linear foot of one sleeve in a joint trench. The .
price paid per linear foot for PVC Electrical Service Sleeve shall be considered as full compensation for
providing all labor, equipment, materials, tools and incidentals necessary to furnish and install all PVC
electrical service sleeves in one trench including excavation and backfill of trench, permanent and
temporary resurfacing, and all other work necessary to install the sleeves, complete in place.
SECTION 307 - STREET LIGHTING AND TRAFFIC SIGNALS
307-3 STREET LIGHTING CONSTRUCTION
Modify as follows: Section 209, "Signals, Lighting and Electrical Systems" herein, shall replace Section
307-3, "Electrical Components", of the SSPWC in all matters pertaining to the specifications for
measurement, Payment, warranty, and methods of construction for all elements of street lighting and traffic signals.
307-4 TRAFFIC SIGNAL CONSTRUCTION
Modify as follows: Section 209, "Signals, Lighting and Electrical Systems" herein, shall replace Section
307-4, "Electrical Components", of the SSPWC in all matters pertaining to the specifications for
measurement, payment, warranty, and methods of construction for all elements of street lighting and
traffic signals.
e 05/10/00 Contract No. 3190 Page 269 of 288 Pages
SECTION 308 - LANDSCAPE AND IRRIGATION INSTALLATION
308-2 EARTHWORK AND TOPSOIL PLACEMENT
308-2.3.2 Fertilization and Conditioning Procedures. Add the following: The Contractor shall
cultivate the surface of all areas to be planted or hydroseeded by discing, ripping or scarifying the finish
grade. After cultivation the Contractor shall clear the planting areas of stones to the depth of cultivation
and shall be rake the planting areas to a smooth friable and plantable surface. The Contractor shall
cultivate all planting areas, except slopes steeper than 3-1/2:1 (horizontal to vertical), to a depth of 300
mm (12”). The planting areas that are slopes steeper than 3-1/2:1, shall be cultivated to a depth of 150
mm (6”). After cultivation, the soil amendments shown in table 308-2.3.2(A) shall be thoroughly blended
150 mm (6”) deep in all planting areas. Except for planting pits the cultivation depths are designated as
the root area. Backfill for planting pits shall conform to the requirements of section 308-4.5. After
surface preparation and application of the soil amendments shown in Table 308-2.3.2(A) the Contractor
shall obtain a minimum of one test for each soil property listed in Tables 308-2.3.2(8) and 308-2.3.2(C)
from each median planter, at least one test per 150 m (500’) from each parkway and for each hectare
(2.5 acres) of hydroseeded area and shall submit the results of said tests to the Engineer. The Contractor
shall then adjust the soil properties to the acceptable ranges of soil properties shown in Tables 308-
2.3.2(8) and 308-2.3.2(C) using such materials and methods as may be necessary. Organic soil
amendment materials shall not be included in the samples used to determine compliance to the soil
particle gradation requirements of Table 308-2.3.2(C). If adjustments are necessary the soil shall be
tested by the Contractor after such adjustments for each soil property listed in Table 308-2.3.2(8) and
308-2.3.2(C) to determine that the adjustments to the soil made by the Contractor result in soil properties
within the acceptable range. The Contractor shall adjust the soil properties and show acceptable ranges
prior to any planting or application of hydroseed slurry. Prior to the start of any planting or application of
hydroseed slurry the surface and root area shall be evenly and thoroughly moistened to no less than
75 percent of field capacity. The Contractor shall certify, in writing, that the ground surface has been
prepared in accordance with this section and shall request inspection by the Engineer prior to any
planting or seeding. The Contractor shall obtain the Engineer‘s approval before any planting or
hydroseeding.
TABLE 308-2.3.2(A)
TABLE 308-2.3.2(8)
SOIL PROPERTIES
Soil Property Repeatability Range of Test Test Method Acceptable Range
PH kO.1 pH Saturation Paste pH 6.5 to 7.3
Dissolved Salts
f2 ASTM D 424 NP to 10 Plasticity Index f2 ASTM D 423 N/A to 30 Liquid Limit Salts (EcJ
f 7% Saturation Paste Soluble < 4.0 dS m”
05/10/00 Contract No. 31 90 Page 270 of 288 Pages
r
TABLE 308-2.3.2(C)
SOIL PARTICLE GRADATION
Sieve Siize I Percent Passing
19 mm I100
9.5 mm I 95 - 100
4.75 mm (No. 4)
35 - 70 475 pm (No. 40)
40 - 75 1.89 mm (No. 10)
60 - 85
75 urn INo. 200) 30 - 70
For areas to receive planting of all types, excluding only hydroseeding, the Contractor shall amend the
prepared soil by blending 200 g of 7-7-7 fertilizer per square meter (40 Ibs. per 1,000 square feet) into the
top 150 mm (6”) of soil after the completion of adjustment of soil properties and acceptance of the
planting area by the Engineer. The Contractor shall apply post-plant 12-4-6 fertilizer at the rate of
20 pounds per 1,000 square feet, 30 days after planting and every 30 days through the end of the
maintenance period. .’
308-2.4 Finish Grading. Add following: The Contractor shall prepare the finish grade in hydroseed slope
areas with a moderately rough texture to provide a suitable surface for adherence of the hydroseed mix;
308-4 PLANTING
308-4.1 General. Add the following: The Contractor shall perform actual planting during those periods
when weather and soil conditions are suitable and in accordance with locally accepted horticultural
practice and as approved by the Engineer. No planting shall be done in any area until it has been
satisfactorily prepared in accordance with these specifications. Soil moisture level. prior to planting shall
be no less than 75 percent of field capacity. The Contractor shall obtain the Engineer’s approval of
planting pits before planting operations begin. For pit planted vegetation when the soil moisture level is
found to be insufficient for planting, the Contractor shall fill the planting pits with water and allow them to
drain before starting planting operations. No more plants shall be distributed in the planting area on any
day than can be planted and watered on that day. The Contractor shall plant and water all plants as
herein specified immediately after removal from their containers. Containers shall not be cut prior to
placing the plants in the planting area. It shall be the responsibility of the Contractor to provide
continuous’ horticultural services and temporary and/or permanent irrigation to all planted and
hydroseeded areas so that the planted and hydroseeded vegetation is 100 percent healthy and thriving
prior to, and throughout the, landscape maintenance period.
308-4.2 Protection and Storage. Add the following: The Contractor shall submit a sheltered and
secure location for on-site plant storage area for the Engineer‘s approval prior to the delivery of any
plant materials. Any plant determined by the Engineer to be wilted, broken, or otherwise damaged shall
be rejected at any time during the project, whether in the ground or not. All plants shall *be handled by
their containers. Any plant that has been handled by its trunk or stem shall be rejected. All rejected
plants shall be removed from the site immediately.
308-4.3 Layout and Plant Location. Modify as follows: Planting areas shall be staked by the
Contractor and the Contractor shall obtain the Engineer’s approval of the planting layout before planting
operations begin.
308-4.5 Tree and Shrub Planting. Add the following: The Contractor shall amend the backfill for
planting holes to a thoroughly blended mixture of clean loamy soil meeting the requirements of Tables
308-2.3.2(8) and 308-2.3.2(C) and then blend the amendments listed in Table 308-4.5(A) into the backfill
for planting holes.
a 05/10/00 Contract No. 31 90 Page 271 of 288 Pages
TABLE 308-4.5(A)
BACKFILL AND AMENDMENTS FOR TREE AND SHRUB PLANTING
I size container I size container ' Planting tablet requirements are not cumulative and apply to the size container indicated
Pruning shall be limited to the minimum necessary to remove injured twigs and branches, and to
compensate for loss of roots during transplanting, but never to exceed one-tenth the branching structure.
Pruning may be done only with the approval of, and in the presence of, the Engineer. Cuts over 19 mm (W) shall be painted with an approved tree wound paint.
Add the following section:
308-4.5.1 Root Barriers. Root barriers shall conform to section 212-1.8, Root Barriers. The Contractor
shall install root barriers continuously at the edges of all median planter areas. The top of the root barrier shall be 25 mm (1") below the finish grade of the planted area. The bottom of the root barrier shall be
installed 520 mm (20'/2") below the finish grade of the planted area. Install as indicated on the plans, eliminating any breaks in the barrier by providing at least 150 mm (6") of overlap at splices or damaged
areas. Splices and repair patches shall be stitched to the root barrier material by a running stitch of no
less than 6 6 1 stitches per 25 mm (in).
3084.6 Plant Staking and Guying. add the following: The Contractor shall install all boxed trees per
the details shown on the Dlans.
308-4.8.2(b) Method B. Add the following:
The Contractor shall prepare hydroseeding slurry on the job site. Slurry additives shall arrive at the site
in bags sealed and properly identified by the manufacturer. All specified additives and water shall be
added on the job site at the rates specified and shall be thoroughly mixed at the job site. The Contractor
shall add seed to the slurry after the fiber mulch has been thoroughly incorporated. The Contractor shall
spray all areas with a uniform, visible coat using the green color of the mulch as a guide. The Contractor
shall apply the slurry in a sweeping motion, in an arched stream so as to fall like rain allowing the mulch
fibers to built on each other until a good coat is achieved and the material is spread, evenly, at the
required rate per area. The Contractor shall use care not to drag spray hoses over container planted
material and shall attempt to spray from the edges of the planting areas wherever possible. Any slurry
mixture which has not been applied to the planting areas within four (4) hours after mixing is be rejected
and removed from the project at the Contractor's expense. Any slurry spilled into areas outside the limits
of work shall be cleaned up at the Contractor's expense to the satisfaction of the Engineer. The
Contractor shall assure that the site is properly prepared. The Contractor shall repair all tire ruts created
by the equipment. Areas needing grading repair prior to hydroseeding shall be blended and floated to
match surrounding grades. Areas having less than 80% plant coverage within thirty (30) days after the
initial application shall be reseeded every twenty (20) days until 80% of the ground surface is evenly
covered by hydroseeded or subsequently reseeded growth.
Add the following section:
308-4.8.3.1 Weed Eradication. The Contractor shall water all irrigated areas to be hydroseeded for
three (3) weeks prior to hydroseeding to allow for germination of the weed seeds. The Contractor shall
spray all weeds with a post emergent herbicide immediately after the completion of the three week
irrigation period. After two (2) weeks, the Contractor shall again eradicate the weeds and complete the
preparation of the soil prior to the application of the hydroseed mixes.
05/10/00 Contract No. 31 90 Page 272 of 288 Pages
Add the following section,
308-4.10 Erosion Control Matting Installation
Add the following section,
308-4.10.1 General. Before installation of erosion control matting the Contractor shall complete all soil
preparation, fine grading, and hydroseeding of the areas to receive erosion control matting.
Add the following section:
308-4.10.2 Coordination with Hydroseeding. Erosion control matting shall be installed by the
Contractor immediately after the first application of hydroseed materials. In all cases the Contractor shall place the erosion control matting within three days after the first hydroseed material application. Should any seed in the hydroseed materials begin to germinate within the three-day period after application or
before the installation of the erosion control matting, the installation of the erosion control matting shall be
considered as late and the Contractor shall disc the hydroseed materials into the top 100m (4") of the
underlying soil, condition the soil for hydroseeding, apply hydroseeding materials at the rates and of the
type specified and then install the erosion control matting. No additional payment will be made for second
or subsequent hydroseed applications resulting from late installation of erosion control matting.
Add the following section:
308-4.10.3 Installation. The Contractor shall install erosion control matting using the following
techniques:
.I;. Begin at the top of the slope by placing the erosion control matting into a 150 mm (6") wide by 150
'.... mm (6") deep trench with the end of the matting laid flat in the bottom of the trench
2, Anchor the end of the erosion control matting with erosion control mat staples spaced no more than
300 mm (12") on centers placed at the intersection of the bottom and the downhill vertical face of the
trench.
3. Roll the erosion control matting down the slope.
4. Staple the erosion control matting on an alternating grid consisting of three across and two across
5. Erosion control mat so stapled shall be spaced such that no less than 1 ?A staples per square meter
6.: Start the adjacent erosion control mat as in Item 1. of this section, overlapping the previously placed
7. Staple placement may be such as to use the staples used to secure the adjacent mat to secure both
lines of staples in horizontal lines spaced 900mm (3') on centers.
(1 M staples per square yard) are provided to anchor the erosion control matting.
mat by no less than 50 mm (2).
mats along their edges.
308-5 IRRIGATION SYSTEM INSTALLATION
308-5.1 General. Add the following: The Contractor shall apply irrigation water as often and in
sufficient amounts, as conditions may require, to germinate and establish the seed and keep the
container plants healthy and growing. The Contractor shall lay out lines, valves, and other underground
utilities and receive the approval of the Engineer before digging trenches. The Contractor shall be responsible for damages caused by its operations. Connections shall be made at approximately the
locations shown on the drawings. The Contractor shall be responsible for unapproved changes. Permission to shut off any existing in-use water lines must be obtained 48 hours in advance, as to the
date, time and exact length of time of each shut-off. The Contractor shall demonstrate that the entire
irrigation system is under full automatic operation'for a period of seven days prior to any planting.
308-5.2 Irrigation Pipeline Installation. Add the following: The Contractor shall install all pressure
main line piping from the irrigation system so as to maintain 3.1 m (10') minimum horizontal separation
from all potable water piping. Where recvcled and potable water pressure mainline piping cross, the
recvcled water piping shall be installed below the potable water piping, sleeved in a pressure rating of 200 PSI SDR 21 "Alertline" PVC sleeve which extends a minimum of 3.1 m (10') on either side of the
potable water piping and be located to provide a minimum vertical clearance of 300 mm (12") between
G 05/10/00 Contract No. 31 90 Page 273 of 288 Pages
the recvcled and potable water lines. Conventional (white) PVC pipe Schedule 30 may be used for
sleeving material if it is taped along its entire length with 75 mm (3") wide purple warning tape which
reads 'Caution Recvcled Water".
For trenching through areas where topsoil has been spread, the Contractor shall deposit topsoil on one
side of trench and subsoil on opposite side. Subsoil shall be free of all'rocks 13 mm (W) in diameter or
larger, debris, and litter, prior to use as backfill. The Contractor shall repair any leaks and replace all
defective pipe or fittings until lines meet test requirements. The Contractor shall not cover any lines until
they have been inspected and approved by the Engineer for tightness, quality of workmanship, and
materials. The Contractor shall not be backfill trenches until all required tests and observations are
performed. Observations include sprinkler heads, all fittings, lateral and mainline pipe, valves, and direct
burial wire.
308-5.2.3 Plastic Pipeline. Add the following: The Contractor shall store all pipe and fittings under cover
until used, and all pipe and fittings shall transported in a vehicle with a bed long enough to allow the length of
pipe to lay flat so as not to be subjected to undue bending or concentrated external load at any point. Pipe
ends and fittings shall be wiped with MEK, or equal, before welding solvent is applied. Welded joints shall
be given a minimum of 15 minutes to set before moving or handling. All field cuts shall be beveled to
remove burrs and excess before fitting and gluing together. The Contractor shall center load pipe with
small amount of backfill to prevent arching and slipping under pressure. Joints shall be exposed for
inspection during testing. Plastic-to-plastic joints shall be solvent-welded, using only solvent recommended by pipe manufacturer.
Add the following section:
308-5.2.6 Installation of Brass Pipe. The Contractor shall cut brass piping by power hacksaw, circular
cutting machine using an abrasive wheel, or hand hacksaw. No piping shall be cut with metallic wheel
cutter of any description. The Contractor shall ream and remove rough edges or burrs on all pipe so that
smooth and unobstructed flow is obtained, place Teflon tape, Teflon dope, or approved equal on male
threads only, and tighten to prevent any leakage. The Contractor shall tighten screwed joints with tongs
or wrenches. Caulking is not permitted.
Add the following section:
308-5.3.1 Valves. The Contractor shall install each control valve in a separate valve box with a minimum
of 300 mm (12) separation between valves and 150 mm (6) from any fixed object or structure.
Add the following section
308-5.3.2 Valve Boxes. The Contractor shall install no more than one valve per box. All boxes are to be
marked as to the type of valve. Remote control valve boxes shall also indicate control station number.
Add the following section:
308-5.3.3 Backflow Preventer. The Contractor shall install backflow preventer assembly in accordance
with manufacturer's specifications and as directed on drawings. Exact location and positioning shall be
verified on the site by the Engineer.
308-5.4.4 Sprinkler Head Adjustment. Add the following: The Contractor shall flush and adjust all
irrigation heads and valves for optimum performance and to prevent overspray onto walks, roadways
buildings, walls, and other structures.
308-5.5 Automatic Control System installation. Add the following: The Contractor shall install all
portions of the electrical installation with materials and methods conforming to the requirements of the
1996 National Electrical Code. The Contractor shall provide no less than one control wire and one
common ground wire to service each valve in system.
308-5.6.3 Sprinkler Coverage Test. Add the following: This test shall be accomplished before'any
ground cover is planted.
G 05/10/00 Contract No. 31 90 Page 274 of 288 Pages
308-6 MAINTENANCE AND PLANT ESTABLISHMENT
Add the following: For hydroseeded areas, median planting, parkway planting, and mitigation area, The
Contractor shall maintain said areas for period of no less than 120 days or until final acceptance of the
project, whichever is the greater. Mowing is not required for hydroseeded areas. The Contractor shall
provide complete landscape maintenance of all planted areas. The work shall include, but not be limited to,
watering, litter control, weed control, stake repair, cultivating, supplementary fertilization, repair of irrigation
systems, and control of diseases and pests. All median Dlantina areas shall be treated with a Parks
DeDartment aDDr0Ved aranular Dre-emeraent herbicide, accordina to the manufacturer's soecificafions. The
Contractor shall submit a written plan to control weeds, disease, and pest infestations in the planting areas.
The submittal shall conform to the requirements for shop drawings as specified in section 2-5.3 et seq. of the
specifications. The Engineer shall approve all methods and materials for such control. Upon approval, the
Contractor shall implement the control measures, exercising extreme caution in using pesticides and taking
all steps to ensure the safety of the public. Only licensed personnel will be permitted to perform toxic
spraying work. During the plant establishment period, the Contractor shall furnish sufficient workers and
equipment on a daily basis to perform the work required by this section. Any day when the Contractor fails
to adequately carry out specified maintenance work, as determined necessary by the Engineer, will not be
credited as one of the plant establishment days. All planting areas which are damaged by construction shall
be repaired by the Contractor within twenty (20) days following completion of construction in such. The
Contractor shall repair such damaged areas, The repair shall consist of bringing the damaged area back to
final grade, preparing the soil, replanting the area with the same vegetation as originally specified, and
maintaining the area to achieve acceptable plant establishment.
The Contractor shall provide a temporary hi-line irrigation system for hydroseeded areas identified as HCP
area hydroseed mix and disturbed hydroseed mix on the planting plans for a minimum of 120 days to
gradually reduce the amount of irrigation to allow plant adaptation to non-irrigated conditions. Upon the
approval of the engineer, the temporary irrigation system shall be shut off at the end of the maintenance
period. The hydroseeded areas must have their growth of 80% established and the coverage must be
evenly successful over the entire hydroseeded area and adequate to prevent erosion no less than 30 days
before the end of the maintenance period. Should the coverage not be achieved the maintenance period
shall be extended until the required coverage is achieved plus an additional 30 day period. The Contractor
shall call for a final inspection 30 days before the end of the maintenance period and at the end of the
maintenance period. Failure to pass inspection will result in an extension of the maintenance period. The
Contractor shall continue to provide maintenance for such time necessary to obtain conformance to the
specifications.
?.
,- '. . ensure adequate plant establishment. Towards the end of the maintenance period, the Contractor shall
The Contractor shall furnish the Engineer with a statement from the vendor that the order for the seed
required for this contract has been received and accepted by the vendor. The statement shall be
furnished not less than 60 days prior to applying seeds. The statement from the vendor shall also include
the names and quantity of seed ordered and the anticipated date of delivery. Full compensation for conforming to above requirements will be considered as included in the prices paid for the various contract items of work and no additional compensation will be allowed therefore.
308-7 GUARANTEE
Add following: The Contractor shall guarantee all box trees installed under the contract to live and grow for
one year from the day of final acceptance of the contract work. The Contractor shall guarantee all other
plant material, including ground covers to live and grow for a period of 30 days from the last day of the
maintenance period or final acceptance of the contract work, whichever is the later. The Contractor shall
replace, at its expense, all plant material found to be dead, missing, or in poor condition during the
maintenance period within 5 days of discovery of such plant material. The Engineer shall be the sole judge
as to the condition of the plant material. Plant material found to be dead or in poor condition within the
05/10/00 Contract No. 31 90 Page 275 of 288 Pages
guarantee period shall be replaced by the Contractor, at its expense, within 15 days of written notification.
Replacements shall be made to the same specifications required for the original plantings.
The Contractor shall submit written vegetation, planting and .irrigation guarantee in approved form that all
work showing defects in materials or workmanship will be repaired or replaced at no cost to the Engineer
for a period of one year from the date of acceptance by the Engineer. The Guarantee form shall be
retyped on the Contractor's letterhead and contain the following verbiage:
"Guarantee For Vegetation, Planting and Irrigation System For Rancho San& Fe Road North, Phase 1
We hereby guarantee that the vegetation, planting and irrigation system we have furnished and installed
for Rancho Santa Fe Road North. Phase 1 is free from defects in materials and workmanship, and the
work has been completed in accordance with the drawings and specificstions We agree to repair or
repke any defect in vegetation, material or workmanship, induding that due to ordinary wear and tear,
which may develop during the periods specified in section 308-7 of the Standard Specifications and the
Special Provisions of said project from date of completion of the Work or termination of any maintenance
period, whichever is the later, and also to repair or replace any damage resulting from the repairing or
replacing of such defects at no additional cost to the Agency.
This guarantee does not extend to unusual abuse or neglect that may occur subsequent to the date of
completion of the Work or termination of any maintenance period, whichever is the later. We shall make
such repairs or replacements within a reasonable time, as determined by the Engineer, affer receipt of
written notice. In the event of failure to make such repairs or replacements within a reasonable time after
receipt of written notice from the Engineer, we authorize the Engineer to proceed to have said repairs or
replacements made at our expense, and we will pay the costs and charges therefore upon demand.
Project: Rancho Sanfa Fe Road North, Phase 1
Location: (Legal Description of Project Propew)
Name of Contractor:
.Address: (Of Contractor)
Telephone: : (Of Contractor)
By: (Typed or printed names of signing Officer(s) of the Contractor authorized to bind the Contractor in
legal matters)
Title: (Of said officer@))
Signature(s)
Date of Execution."
Add the following section:
308-7.1 Record Drawings. In addition to the requirements of section 2-5.4, herein, the Contractor shall
prepare record drawings that show all changes in the work constituting departures from the original contract
drawings, including those involving both constant-pressure and intermittent-pressure lines and
appurtenances. The Contractor shall accurately record, on a daily basis, on one set of blue line prints of the
irrigation drawings, all changes in work constituting departures from the original contract drawings, including
changes in both pressure and nonpressure line. The Contractor shall post.information on record drawings
no later than the next working day after the work is 'installed. The Contractor shall record changes and
dimensions in a legible and professional manner. When the drawings are approved by the Engineer the
Contractor shall transfer all information to a set of reproducible photo mylar drawings. items required to be
shown shall be dimensioned by the Contractor from two permanent points of reference (buildings,
monuments, sidewalks, curbs, pavement). The accuracy of location of all items to be shown on the drawings
shall be 150 mm (6") in both the vertical and horizontal planes. All text and numerals placed on drawings shall be 0.30 mm ('/e") in size. Facilities and items to be located in their horizontal and vertical positions and
shown on the record drawings include all:
a) Point@) of connection, for water and electrical services
b) Routing of irrigation pressure mainlines
c) Backflow preventors
d) Ball, gate and check valves
@ 05/1QIOO Contract No. 3190 ' Page 276 of 288 Pages
Irrigation control valves.
Quick coupler valves
Routing of service wires
Routing of control wires
Electrical service equipment
Electrical junction boxes
Irrigation controllers
Sleeves for future connections
Other equipment of a similar nature (as directed by the Engineer).
The Contractor shall keep the blue print drawings available for the Engineer's inspection at any time. The
Contractor shall make all changes to reproducible 'drawings in waterproof black ink (no ball point pen).
Changes in dimensions shall be recorded in a legible and professional manner. Record construction
drawings shall be maintained at the job site during construction. The Contractor shall provide one set of
mylar "record" drawings to the Engineer after submitting blue-line prints of the proposed "record" drawings
for, and obtaining their approval by, the Engineer.
Add the following section:
308-7.2 Controller Chart. The Contractor shall prepare record drawings which shall be submitted to the
Engineer for approval by the Engineer before charts are prepared. The Contractor shall .provide one
controller chart of the maximum size the controller doorwill allow, for each controller supplied, showing
the area covered by that automatic controller. The chart shall be a reduction of the actual record system
drawing with a legend to explain all symbols. If the controller sequence is not legible when the drawing is
reduced, The Contractor shall enlarge it to a size that will be readable when reduced. The Contractor shall
photocopy the chart, with a pastel transparent color used to show area of coverage for each station. When completed and approved, the Contractor shall hermetically seal the chart between two pieces of
plastic, each piece being a minimum 20 mils thick. The Contractor shall complete the charts and obtain
the Engineers approval prior to final inspection of the irrigation system.
Add the following section:
308-7.3 Operation and Maintenance Manuals. The Contractor shall prepare and deliver to the
Engineer, within 10 calendar days prior to completion of construction, all required and necessaj
descriptive material in complete detail and sufficient quantity, properly prepared in four individual bound
copies. The descriptive material shall describe the material installed in sufficient detail to permit qualified
operating personnel to understand, operate, and maintain all equipment. The Contractor shall include
spare parts list and related manufacturer information for each equipment item installed. Each manual
shall include the following:
a) Index sheet stating Contractor's address and telephone number.
b) Duration of Guarantee period.
c) List of equipment, with names and addresses of manufacturer's local representative.
d) Complete operating and maintenance instructions on all major-equipment.
e) In addition to the maintenance manuals, the Contractor shall provide the agency maintenance
personnel with instructions for major equipment, and show written evidence to the Engineer af the
conclusion of the work that this service has 'been rendered.
Add the following section:
308-7.4 Check List. The Contractor shall complete and forward signed and dated checklist to the
Engineer before final acceptance of project.
The following checklist at the end of the project, using the format shown:
a) Plumbing permits (if none required, so note)
b) Materials approval
c) Pressure mainline test (by whom, and date)
d) Record drawings completed (received by, and date)
e) Controller chart completed (received by, and date)
f) Materials furnished (received by, and date)
05/10/00 Contract No. 3190 Page 277 of 288 Pages
g) Operation and maintenance manuals furnished (received by, and date)
h) System and equipment operation instructions (received by, and date)
i) Manufacturer warranties (received by, and date)
j) Written guarantee by Contractor (received by, and date)
308-8 MEASUREMENT AND PAYMENT
Add the following: The lump-sum or unit prices set forth in the contract documents shall include, but not
be limited to, full compensation for furnishing all labor, materials, tools, and equipment and performing all
work necessary to complete, maintain, and guarantee the planting and irrigation work described or
specified in the contract documents, including soils testing and recommended soil amendments, seed
and hydroseed slurry, tree stakes, bark mulch, erosion control matting, plant materials, temporary irrigation and permanent irrigation, including reduced-pressure back-flow preventer, ball valves, drip valve assembly, electric control valves, quick couplers, control wires, pull boxes, valve boxes, all piping
and sleeves, electrical conduits, irrigation heads, drip emitters, bubblers, drip irrigation equipment, connection from electrical service to irrigation electrical meter, connection from meter to irrigation controller(s), installation of controller enclosure, concrete pads, preparation, correction, reproduction and
lamination of “as-built“ drawings, controller charts, assembly and submittal of the check list and operation
and maintenance manuals and all appurtenances to the aforementioned items, as well as 120 days’
maintenance and project guarantees. After completion of the project, the Engineer will retain $20,000 of
the total contract amount, and will subsequently disburse the $20,000 to the Contractor on a monthly
basis of $5,000 per month. The Engineer reserves the right to stop payment until all punch list submitted
to the Contractor every month are completed.
The City will pay all water meter fees prior to award of contract.
Add the following section:
308-9 6” PVC IRRIGATION SLEEVE
308-9.1 General. This work consists of furnishing and constructing PVC irrigation sleeves with pull
rope in a joint trench as shown in the Plans and as specified herein.
308-9.2 Materials. 6“ and 2” irrigation crossover sleeves shall be Schedule 80 PVC meeting the
requirements of Section 212-2, Irrigation System Materials, of the SSPWC.
308-9.3 Installation. 6 and 2” irrigation sleeves shall be installed in accordance with Section 308-5.2,
Irrigation Pipeline Installation, of the SSPWC. Pull-rope shall be installed in all irrigation sleeves.
308-9.4 Measurement and Payment. 6” PVC Irrigation Sleeve shall be measured and paid by the
linear foot of actual 6” PVC sleeve in place. The price paid per linear foot for 6 PVC Irrigation Sleeve
shall be considered as full compensation for providing all labor, equipment, materials, tools and
incidentals necessary to furnish and install both 6” and 2 PVC irrigation sleeves including excavation and
backfill of trench, permanent and temporary resurfacing, and all other work necessary to install the
sleeves,. complete in place.
Contract No. 31 90 Page 278 of 288 Pages
SECTION 309 -
309-1 DESCRIPTION
Add the following: This work shall also include
monuments, as shown on the Plans.
MONUMENTS
furnishing and installing iron pipe street survey
309-2 MATERIALS
Add the following: Iron pipe shall conform to Section 207-9, "Iron Pipe and Fittings," of the Standard
Specifications.
309-4 PAYMENT
Add the following: Benchmark-brass plug shall be measured for and paid as Street Survey Monument.
SECTION 310 - PAINTING
31 0-5 PAINTING VARIOUS SURFACES
310-5.6 Painting Traffic Striping, Pavement Markings and Curb Markings.' Modify the fifth paragraph
as follows: The Contractor shall furnish all equipment, materials, labor, and supervision necessary for painting final and temporary traffic lanes, directional arrows, guidelines, curbs, parking lines, crosswalks,
and other designated markings in accordance with the Plans, or for approved temporary detours essential for safe control of traffic through and around the construction site. The Contractor shall remove
by wet grinding all existing or temporary traffic markings and lines that may confuse the public. When temporary detour striping or markings are no longer required, they shall be removed prior to painting the
new traffic stripes or markings.
,.
I ,- 310-5.6.3 Equipment. Delete the ninth paragraph and substitute the following: The Contractor shall
provide a wet grinding machine with sufficient capacity to completely remove all existing or temporary '
traffic striping or markings that conflict with the striping plan, or are contrary to the Traffic Manual, or that
may be confusing to the public. The surface produced by grinding the existing or temporary trTffic striping or markings on pavement shall not exceed variations from a uniform plane more,than 3 mm ( /8n) in 3 m (10') when measured parallel to the centerline of the street or more than 6 mm ( /4n) in 3 m (10')
when measured perpendicular to the centerline of the street. The use of any equipment that leaves
ridges, indentations or other objectionable marks in the pavement shall be discontinued, and equipment capable of providing acceptable surface shall be furnished by the Contractor. This equipment shall meet
all requirements of the air pollution control district having jurisdiction.
310-5.6.6 Preparation of Existing Surfaces. Modify the first paragraph as follows: The Contractor shall remove all existing markings and striping, either permanent or temporary, which are to be
abandoned, obliterated or that conflict with the plans by wet grinding methods. Removal of striping by high velocity water jet may be permitted when there is neither potential of the water and detritus from the
high velocity water jetting to damage vehicles or private property nor to flow from the street into any storm drain or water course and when approved by the Engineer. The Contractor shall vacuum all water
and detritus resulting from high velocity water jet striping removal from the pavement immediately after the water jetting and shall not allow such materials to flow in the gutter, enter the storm drain system or to leave the pavement surface. Surface variation limitations for high velocity water jet striping removal shall
be the same as for grinding. The Contractor shall not use dry or wet sandblasting in any areas. Alternate methods of paint removal require prior approval of the Engineer. Obliteration of traffic striping with black
paint, light emulsion oil or any other masking method other than a minimum 30mm (0.10,) thick asphalt concrete overlay is not permitted.
a 05/10/00 Contract No. 3190 Page 279 of 288 Pages
31 0-5.6.7 Layout, Alignment, and Spotting. Modify the first paragraph as follows: The Contractor shall
establish the necessary control points for all required pavement striping and markings by surveying methods. No layout of traffic striping shall be performed by the Contractor before establishment of the necessary control points. The Contractor shall establish all traffic striping between these points by string
line or other method to provide striping that will vary less than 80mm per 100m (1/2 inch in 50 feet) from
the specified alignment. The Contractor shall obliterate, straight stripes deviating more than 80mm per lOOmm (1/ 2 inch in 50 feet) by wet grinding, and then correcting the markings. The Contractor shall lay
out (cat track) immediately behind installation of surface course asphalt and as the work progresses.
31 0-5.6.8 Application of Paint. Modify the second paragraph as follows: The Contractor shall apply the first coat of paint immediately upon approval of striping layout by the Engineer. The Contractor shall paint
the ends of each median nose yellow.
Add the following to the eighth paragraph: The Contractor shall apply temporary traffic stripes in one
coat. Temporary traffic stripes shall be maintained by the Contractor so that the stripes are clearly visible both day and night.
310-5.6.10 Measurement and Payment. Modify the first paragraph as follows: Final traffic striping,
curb markings and pavement markings as shown on the plans and required by the specifications shall be
included in the lump-sum price bid for Final Traffic Striping, and no additional compensation will be
allowed therefore. The lump sum price bid shall include all labor, tools, equipment, materials, and
incidentals for doing all work in installing the final traffic striping, curb markings, and pavement markings.
Final traffic striping shall include all work involved with furnish and installing thermoplastic pavement
marking, striping, and reflective and non-reflective pavement markers, as shown in the plans.
Reapplication of temporary stripes and markings shall be repainted at the Contractor's expense, and no
additional compensation will be allowed therefore.
Add the following Section:
310-6 FINAL SIGNING
Add the following Section:
310-6.1 General. Add the following section: The Contractor shall provide and install all final and
permanent traffic control signs at locations shown on plans and as specified herein.
Add the following section:
310-6.2 Measurement And Payment. Final traffic signing and appurtenances thereto shown on the
plans or required in the specifications are a part of the lump-sum item for Final Traffic Signing and
payment therefore shall include full compensation for furnishing all labor, materials, tools, equipment, and
incidentals and for doing all the work involved in supplying and installing permanent signing and
appurtenances, complete in place, as shown on the plans, as specified in the Standard Specification and
these special provisions, and as directed by the Engineer.
Add the following Section:
310-7 PROJECT INFORMATION SIGNS
Add the following Section:
310-7.1 General. Before any major physical construction work readily visible to highway users is
started on this contract, the Contractor shall modify two Project Information signs at the locations
designated in the plans. Modification shall include revising the name of the Contractor shown and
relocation of the two existing Project Information signs as directed by the Engineer.
The sign message to be used for the Year of Completion of Project Construction will be furnished by the
Engineer. The signs shall be kept clean and in good repair by the Contractor. Upon completion of the
05/10/00 Contract No. 31 90 Page 280 of 288 Pages
work, the signs shall be removed and disposed of outside the highway right of way in accordance with
the provisions in 300-1.3, "Removal and Disposal of Materials" of the Standard Specifications.
Add the following section:
310-7.2 Measurement And Payment. Full compensation for revising the Contractor's name shown,
relocating, maintaining, and removing and disposing of the project information signs shall be considered
as included in the contract price paid for Modify Project Information Signs, and no additional
compensation will be allowed therefore.
SECTION 312 - PAVEMENT MARKER PLACEMENT AND
REMOVAL
312-1 PLACEMENT
Add the following to the third paragraph: 4) When being installed on asphalt concrete pavement sooner
than 14 days after placement of the asphalt concrete pavement course on which the pavement markers
are to be placed.
Add the following section:
312-1.1 Reflective Channelizer Placement and Removal. The Contractor shall place and remove
reflective channelizers the same as for pavement marker placement and removal. The Contractor shall
place the channelizers uniformly, straight on tangent alignment and on a true arc on curved alignment to
the same tolerances of position as for application of paint in section 310-5.6.8. The Contractor shall
perform all layout work necessary to place the channelizers to the proper alignment. If the channelizers
are displaced or fail to remain in an upright position, from any cause, the channelizers shall immediately
be replaced or restored to their original location, by the Contractor. When reflective channelizers are
removed the pavement surface shall be restored to the same color and surface finish as the adjacent
pavement.
SECTION 313 - TEMPORARY TRAFFIC CONTROL DEVICES
Add the following section: 313-1 TEMPORARY TRAFFIC STRIPING AND PAVEMENT MARKERS
Add the following section: 313-1.1 General. The Contractor shall supply and install temporary traffic pavement markers,
channelizers, signing, railing (type K), crash cushions and appurtenances at the locations shown on the plans and as required in the specifications, complete in place prior to opening the traveled way served by said final and temporary traffic pavement markers, signing, railing (type K) and appurtenances to public traffic.
In each stage, after completion of the preceding stage, the first order of work shall be the removal of conflicting pavement delineation. Pavement delineation removal shall be coordinated with new delineation so that lane lines are provided at all times on traveled ways open to public traffic. Removal shall be by grinding unless otherwise approved.
Before obliterating any pavement delineation that is to be replaced on the same alignment and location, such pavement delineation shall be referenced by the Contractor, with a sufficient number of control points to reestablish the alignment and location of the new pavement delineation. The references shall also include the limits or changes in striping pattern, including one- and two-way barrier lines, limit lines, crosswalks and other pavement markings. Full compensation for referencing pavement delineation shall be considered as included in the contract prices paid for new pavement delineation and no additional
compensation will be allowed therefore.
?@ 05110100 Contract No. 31 90 Page 281 of 288 Pages
313-1.2 Temporary Pavement Markers. Temporary reflective raised ' pavement markers shall be
placed in accordance with the manufacturer's instructions. Temporary reflective raised pavement markers
shall be cemented to the surfacing with the adhesive recommended by the manufacturer, except epoxy
adhesive shall not be used to place temporary reflective raised pavement markers in areas where
removal of the markers will be required. Pavement striping, legends and markers which conflict with any
traffic pattern shall be removed by grinding as determined by the Engineer. The Contractor shall use
temporary reflective raised pavement markers for temporary pavement marking, except when the
temporary pavement markers are used to replace patterns of temporary traffic stripe that will be in place
for less than 30 days. Reflective pavement markers used in place of the removable-type pavement
markers shall conform to the section 312 "Pavement Marker Placement and Removal', except the 14-day
waiting period before placing the pavement markers on new asphalt concrete surfacing as specified in
section 312-1 "Placement", shall not apply; and epoxy adhesive shall not be used to place pavement markers in areas where removal of the markers will be required.
Add the following section:
313-1.3 Channelizers. Channelizers shall be new surface-mounted type and shall be furnished,
placed, and maintained at the locations shown on the plans. Channelizer posts shall be orange in color.
Channelizers shall have affixed white reflective sheeting as specified in the special provisions. The
reflective sheeting shall be 75 mm x 300 mm (3" x 12") in size. The reflective sheeting shall be visible at
300 m (1000') at night under illumination of legal high beam headlights, by persons with vision of or
corrected to 20/20. The channelizer bases shall be cemented to the pavement in the same manner as
provided for cementing pavement markers to pavement in section 312-1, "Placement." Channelizers
shall be applied only on a clean, dry surface. Channelizers shall be placed on the alignment and location
shown on the plans and as directed by the Engineer. The channelizers shall be placed uniformly, straight
on tangent alignment and on a true arc on curved alignment. All layout work necessary to place the
channelizers to the proper alignment shall be performed by the Contractor. If the channelizers are
displaced or fail to remain in an upright position; from any cause, the channelizers shall immediately be
replaced or restored to their original location, by the Contractor. The Contractor shall provide the
Engineer with a Certificate of Compliance in accordance with the provisions of section 4-1.5,
"Certification". Said certificate shall certify that the channelizers comply with the plans and specifications
and conform to the prequaiified design and material requirements approved by the Engineer and were
manufactured in accordance with a quality control program approved by the Engineer.
Add the following section:
313-2 TEMPORARY TRAFFIC SIGNING
Add the following section:
313-2.1 General. The Contractor shall provide and install all temporary traffic control signs, and
delineators at locations shown on plans and specified herein.
Add the following section:
313-2.2 Maintenance of Temporary Traffic Signs. If temporary traffic signs are displaced or
overturned, from any cause, during the progress of the work, the Contractor shall immediately replace the
signs in their original approved locations. The Contractor shall maintain all temporary traffic signs used
in the Work in a clean, reflective and readable condition. The Contractor shall replace or restore graffiti marked temporary traffic signs and posts used in the Work within 18 hours of such marking being
discovered during non-working hours or, when the marking is discovered during working hours, within 2
hours of such discovery of marking.
Add the following section:
313-3 TEMPORARY RAILING (TYPE K) AND CRASH CUSHIONS
Add the following section:
313-3.1 Temporary Railing and Crash Cushions. Temporary railing (Type K) shall consist of
intercannected new or undamaged used precast concrete barrier units as shown on the plans,
@ 05/10/00 Contract No. 31 90 Page 282 of 288 Pages
Temporary sand-filled crash cushions shall consist of new or undamaged used temporarysand-filled
crash cushions units as shown on the plans.
313-3.1.1 Appearance. Exposed surfaces of new and used units of Temporary railing (Type K) shall
be freshly coated with a white color paint prior to their first use on the project. The paint shall conform to
the provisions in sections 21 0-1.5 "Paint Systems" and 31 0 "Painting". Contractor shall be responsible for
the removal and cleanup or painting over the graffiti from the K-Rails within 48 hours. The Contractor
Shall replace or repaint units of Temporary railing (Type K) or shall remove graffiti, tire or vehicle marks,
dirt or any and all materials such that said marks or discoloration mar the appearance of said units when
ordered by the Engineer after the units are in place.
Add the following section.
313-3.1.2 Manufacture of Temporary Railing. In addition to the requirements herein the temporary
railing (Type K) shall be manufactured per CALTRANS Standard Drawing T3. Concrete used to
manufacture Temporary railing (Type K) shall conform to the provisions in sections 201 -1, "Portland
Cement Concrete" and 303-1 "Concrete Structures"." Load tickets and a Certificate of Compliance will
not be required. Reinforcing steel shall conform to the provisions sections 201 -1, "Portland Cement
Concrete" and 303-1 "Concrete Structures". Steel bars to receive bolts at ends of concrete panels shall
conform to ASTM Designation: A 36/A 36M. The bolts shall conform to ASTM Designation: A 307. A
round bar of the same diameter may be substituted for the end-connecting bolt shown on the plans. The
bar shall conform to ASTM Designation: A 36/A 36M, shall have a minimum length of 660 mm and shall
have a 75 mm (3") diameter by 9 mm (3/,3") thick plate welded on the upper end with a 5-mm (3/16") fillet
weld. The final surface finish of temporary railings (Type K) shall conform to the provisions in section
' - ' method, the forms-in-place method, or the pigmented curing compound method. The pigmented curing
name or logo on each panel. The name or logo shall not be more than 100 mm in height and shall be
located not more than 300 mm above the bottom of the rail panel.
, i 303-1.9.2 "Ordinary Surface Finish." Exposed surfaces of concrete elements shall be cured by the water
L. compound shall be type 2 curing compound. Temporary railing (Type K) may have the Contractor's
... -
.. ._ .,
Add the following section. , . ..
~ .. 313-3.1.3 Installation of Temporary Railing. In addition to the requirements herein the temporary
.. railing (Type K) shall be installed per CALTRANS Standard Drawing T3. Temporary railing (Type K) shall .. -,. .
be set on firm, stable foundation. The foundation shall be graded to provide a uniform bearing
throughout the entire length of the railing. Abutting ends of precast concrete units shall be placed and
maintained in alignment without substantial offset to each other. The precast concrete units shall be
positioned straight on tangent alignment and on a true arc on curved alignment Each rail unit placed
within 3 m (10') of a traffic lane shall have a reflector installed on top of the rail as directed by the
Engineer. Reflectors and adhesive will be furnished by the Contractor. A Type P marker panel
conforming to the requirements of the CALTRANS Traffic Manual shall also be installed at each end of railing installed adjacent to a two-lane, two-way highway and at the end facing traffic of railing installed
adjacent to a one-way roadbed. If the railing is placed on a skew, the marker shall be installed at the end
of the skew nearest the traveled way. Type P marker panels shall conform to the provisions of section
206-7.2, "Temporary Traffic Signs". Where shown on the plans, threaded rods or dowels shall be bonded
in holes drilled in existing concrete. When temporary railings (Type K) are removed, any area where
temporary excavation or embankment was used to accommodate the temporary railing shall be restored
to its previous condition, or constructed to its planned condition.
Add the following section:
313-3.2 Temporary Sand-Filled Crash Cushions. Temporary sand-filled crash cushion units shall be
"Energite 111" manufactured by Energy Absorption Systems, "Fitch Inertial Barrier System Modules"
manufactured by Roadway Safety Service, or equal. Features required to determine equivalence of any other temporary sand-filled crash cushion units shall be approval of the system by CALTRANS and that
the temporary sand-filled crash cushion units meet NCHRP 350 standards. Other features will be
suitability to application, operational characteristics, durability and other such characteristics that the
Engineer shall determine. Temporary sand-filled crash cushions (TSFCC) shall be of the type and array
05/10/00 Contract No. 3190 Page 283 of 288 Pages
configurations shown on plans, and installed at every end of, or gap in, the temporary railing (Type K)
whenever the closest point of approach of traffic, regardless of direction, is 4.6 m (15') or less to the end
of the temporary railing (Type K) being considered. The TSFCC shall be installed per CALTRANS
Standard Drawings T1 and T2 for approach speeds no less than the posted speed of the street prior to
construction or 55 kilometers per hour (35 mph), whichever is'the greater. The TSFCC array shall be
appropriate to the application as shown on said standard drawings. A Type J and/or P marker panel
conforming to the requirements of the CALTRANS Traffic Manual shall also be installed at each TSFCC
array as shown in CALTRANS Standard Drawings T1 and T2. Particular care shall be taken to assure
that crash cushions are installed with the soil supporting them and the adjacent soil leveled to match the
elevation of the bottom of the temporary railing immediately adjacent to the crash cushion. All routes of
approach to the TSCFF array shall be graded such that any vehicle diverging from the traveled way to
strike the TSCFF will travel on a vertical alignment parallel to the segment of the travel lane that it
departed from.
Add the following section: 313-4 TEMPORARY SIGNAL SYSTEM
Add the following section:
313-4.1 General. Temporary signal system shall conform to Section 307-4.2, Temporary Signal Systems,
and Section 2-5.3, Shop Drawings and Submittals of the Standard Specifications and these special
provisions, and as directed by the Engineer.
All materials and equipment for a temporary signal system including, but not limited to, signal heads,
mast arms, luminaires, wood poles, conductors, and hardware shall be furnished by the Contractor.
Materials and equipment to be used in the temporary signal system shall be either new or used suitable
for the intended use.
Each signal face shall be oriented to be clearly visible to traffic approaching from the direction which the
signal is intended to control.
Add the following section:
313-4.2 Operation. Temporary signal system shall operate at nominal 120 VAC. Lighting shall operate
at 120 VAC or 240 VAC.
Unless otherwise directed by the Engineer, the system shall be operated on a continuous 24-hour basis
except for the periods when it is necessary to control traffic by flaggers.
Timing of a temporary signal system will be performed by the Contractor.
Add the following section:
313-4.3 Maintaining Temporary Signal System. Maintaining a temporary signal system shall be the
sole responsibility of the Contractor.
If components in the temporary signal system are damaged, displaced or cease to operate or function as
specified, from any cause during the progress of the work, the Contractor shall immediately repair the components to the original condition or replace the components and shall restore the components to the
original location. Components shall include signs, generator, flashing beacons, and signal equipment.
In the event the temporary signal system is out of operation, for any reason, the Contractor shall provide
flaggers, at the Contractor's expense, to maintain traffic control until the traffic signals are returned to
service.
313-5 TRAFFIC PLASTIC DRUMS.
Traffic plastic drums shall conform to the requirements for traffic control devices in Section 12,
"Construction Area Traffic Control Devices," of the Standard Specifications and these special provisions. a 05/10/00 Contract No. 3190 Page 284 of 288 Pages
Traffic plastic drums shall be constructed of lowdensity polyethylene material and shall be flexible or
collapsible upon impact by a vehicle. The traffic plastic drum shall have a weighted base that will
separate from the drum. The base shall be of such shape as to preclude rolling upon impact by a
vehicle. The base shall be of sufficient weight to maintain the drum in position and upright. The base or
external ballast rings shall not exceed 101.6 mm (0.33 ft) in height, and drum rings shall not exceed
965.2 mm (3.17 ft) maximum in diameter. The base or external rings placed over and around the drum,
resting on the pavement or ground shall contain the ballast for the drums. Ballast for drums shall be
sand or water, except sand shall be used in areas susceptible to freezing. The base shall have drain
holes to prevent the accumulation of water. Sand bags shall not be used as ballast for drums.
The body of the traffic plastic drum shall be of a fluorescent orange or predominately orange color.
Drums shall be a minimum of 914.4 mm (3.00 ft)in height above the traveled way, and have at least an
457.2 mm (1.50 ft) minimum width, regardless of orientation.
The markings on drums shall be horizontal, circumferential, alternating orange and white reflective bands
101.6 to 152.4 mm (0.33 to 0.50 ft) wide. Each drum shall have a minimum of 2 orange and 2 white
bands. The top of the uppermost reflective band shall be no lower than 152.4 mm (0.50 ft) from the top
of the drum. Any non-reflective spaces between the bands shall not exceed 50.8 mm (0.17 ft) in width.
The reflective sheeting shall conform to the provisions in "Approved Traffic Products" elsewhere in these
special provisions.
Only one type of traffic plastic drum shall be used on the project. The type of traffic plastic drum
proposed for use on the project shall be submitted to the Engineer for approval, prior to placement on the
project.
Add the following section:
313-6 MEASUREMENT AND PAYMENT
Temporary channelizers, temporary signing, temporary signal system, temporary railing (type K),
temporary crash cushions and temporary appurtenances thereto shown on the plans or required in the
specifications are a part of the lump-sum item for Furnish, Install, Maintain, and Remove Temporary
Traffic Control, and payment therefore shall include full compensation for furnishing all labor, materials,
tools, equipment, and incidentals and for doing all the work involved in applying, installing, maintaining,
and removing temporary traffic pavement markers, channelizers, traffic plastic drums, signing, signal
system, railing (type K), crash cushions and appurtenances, complete in place, as shown on the plans,
as specified in the Standard Specification and these special provisions, and as directed by the Engineer.
Payment for temporary crash cushions, concrete barriers and the signs and reflectors marking them shall
include the installation, grading for installation, grading for the approach path, maintenance, painting and
re-painting, replacement of damaged units and removal and shall also be included in the lump-sum price
bid for Furnish, Install, Maintain, and Remove Temporary Traffic Control. Payment for relocation of K-
rails and crash cushions when not shown on the plans and requested by the Engineer shall be made per
Section 3-3, Extra Work, SSPWC.
Add the following section: 313-7 PORTABLE CHANGEABLE MESSAGE SIGN
Add the following section: 313-7.1 General. Each portable changeable message sign (PCMS) unit shall consist of a controller unit, a power supply, and a structural support system all mounted on a trailer. The PCMS unit shall be assembled to form a complete self-contained portable changeable message sign which can be delivered to the site of the work and placed in immediate operation. The complete PCMS unit shall be capable of operating in an ambient air temperature range of -2OQC (-4*F) to +70QC (158") and shall not be affected by unauthorized mobile radio transmissions. The trailer shall be equipped so that it can be leveled and plumbed. Full operation height shall be with the bottom of the sign at least 2.1 m (7') above the ground and the top no more than 4.4 m (14.5') above the ground. After initial placement, PCMS shall be moved from location to location as directed by the Engineer
@ 05/10/00 Contract No. 31 90 Page 285 of 288 Pages
Add the following section:
313-7.2 Message Board. The message displayed on the PCMS shall be visible from a distance of 460
m (1500') and shall be legible from a distance of 230 m (750'); at noon on a cloudless day, by persons
with vision corrected to 20/20. The sign panel shall be 3-line matrix and shall display not less than 7
characters per line. Sign messages to be displayed shall be as approved by the Engineer. The sign face
shall be flat black and shall be protected from glare of the sun by a method which does not interfere with
the clarity of the sign message. The sign shall be raised and lowered by means of a power driven lifting
mechanism. The matrix sign shall be capable of complete alphanumeric selection.
Lamp matrix type signs shall be equipped with an automatic dimming operational mode that automatically
compensates for the influence of a temporary light source or other abnormal lighting conditions. The sign
shall have manual dimming operation modes of 3 or more different lamp intensities.
Matrix signs not utilizing lamps shall be either internally or externally illuminated at night. The controller
shall be an all solid-state unit containing all the necessary circuitry for the storage of at least 5 pre-
programmed messages. The controller shall be installed in a location allowing the operator to perform all
functions from one position. A keyboard entry system shall be provided to allow an operator to generate
an infinite number of additional messages over the pre-programmed stored messages. The keyboard
shall be equipped with a security lockout feature to prevent unauthorized use of the controller. The
controller shall contain a nonvolatile memory to hold the keyboard created messages in memory during
periods when the power is not activated. The controller shall provide for a variable message display rate
which allows the operator to match the information display to the speed of the approaching traffic. The flashing off time shall be operator adjustable within the control cabinet.
Add the following section:.
313-7.3 Operation and Maintenance. PCMS shall be furnished, placed, operated, and maintained at
locations shown on the plans, specified herein, or designated by the Engineer. The PCMS will be
diligently maintained and repaired .by the Contractor throughout the project in accordance with the
manufacturer's recommendations.
Add the following section:
313-7.4 Measurement and Payment. The contract unit price for Portable Changeable Message Sign
shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for
doing all the work involved in furnishing, placing, operating, maintaining, repairing, replacing, and
transporting from location to location, in good working order, and as directed by the Engineer, and no
other compensation will be made.
SECTION 314 - FENCE CONSTRUCTION
Add the following section:
314-1 ENVIRONMENTAL FENCING
Add the following section:
314-1.1 General. Environmental fence shall be furnished and constructed, maintained, and later
removed as shown on the plans, as specified in these special provisions, and as directed by the Engineer.
Temporary fences that are damaged from any cause during the progress of the work shall be repaired or
replaced by the Contractor at the Contractor's expense.
When no longer required for the work as determined by the Engineer, temporary fences shall be
removed. Removed facilities shall become the property of the Contractor and shall be removed from the
05/10/00 Contract No. 3190 ' Page 286 of 288 Pages
site of the work, except as otherwise provided in this section. Removed temporary fence materials that
are not damaged may be reused in the permanent work providing such materials conform to all of the
requirements specified for the permanent work and such materials are new when used for the temporary
fences. Holes caused by the removal of temporary fences shall be backfilled with native material.
Add the following section:
314-1.2 Measurement and Payment. Environmental fence will be measured and paid for by the
foot. The contract price paid per foot for environmental fence shall include full compensation for
furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved
in environmental fence, complete in place, including maintaining, removing, and disposing of
environmental fence, as shown on the plans, as:specified in the Standard Specifications and these
special provisions, and as directed by the Engineer.
05/10/00 Contract No. 3190 Page 287 of 288 Pages
Contract No. 3190 Page 288 of 208 Pages
APPENDIX A: VARIOUS STANDARD PLAN DRAWINGS
a 05/10/00 Contract No. 3190
MODIFICATIONS TO SAN DlEGO REGIONAL
STANDARD DRAWINGS
The Standard Drawings for the City of Carfsbad shall be comprised of the current edition of the San Diego Area. Regional Standard Drawings (SDRSD) as published by the San Diego Department of Transportation and as modified by the additions and substitutions listed below and
the City of Carlsbad Supplemental Standards attached hereto.
Modifications to the San Dieoo Area Reaional Standard Drawinqs
Concrete requirement within public right-of-way shall be BC-3250 minimum for all
improvements.
D.2 Enlarge curb inlet top to width of sidewalk (not to exceed 56") by length of inlet including wings. Existing reinforcing steel sbfl be extended across edarged top to dear distances
shown.
.L
D-20 Delete.
D-27 Add: A maximum of three (3) combined outlets in lieu of SM. D-25..
D40 Add: 7" dimension shall be a minimum of three (3) times size of rip rap.
.-
?-?: D-70 Minimum bottom width shall be 6' to fad- cleaning. ' .. .
0-71 Minimum bottom width shall be 6' to faalie cleaning.
D-75 Delete Type-A" Add: 6" x 6" x #10 x #10 welded wire mesh, instead of &cco netting. .,
E-1 Delete direct burial foundation.
Add: The light standard shall be prestressed concrete round pole.
E3 Delete,
..
G5 Add: Note 4. Tack Coa shall be applied between dike and existing asphalt CMICfete
surface as specified in Section 302-5.4 SSPWC.
E6 Type El and E2 curb heights shall be 8 inches with 21 batter.
G11 Add: Remove &gutter and sidewalk from score-mark to sco~ark or from
Gf2 Add: smooth trot& flow line (typical) 7-1R" thick.
G-13 Add: smooth trowel flow line (typical).
joinbtejoint or approved combination.
"
E14 Change: Residential Thi&ness = 5-1/2"
CommerciaVMulti-Famiiy Residential Thickness = 7-112-
G-15 Delete requirement 3
E24 TypeA" only (delete "Type B9
G25 "Tw only (delete Type D9
G33 Delete
G34 Tupe-c* only (delete "Th D") ' ,
G-35 "Type-F only (delete Type F)
M General: Agency shall be "City of Carisbad"
M-2 Add: To be used only with specific approMi of the City Engineer. -
Transition to normal
curb height in 10 11.
on both sides unless
otherwise noted
C
Golv. steel ongie
continuous ond
Droteciion bor. See
SECTION B-B
PLAN
kCurb Line
Determined by pipe size---4*min., B’mox.
SECTION C-C SECTION A-A
NOTES
1. See Stondord Drowings 0-1 1 & 0-12 for odditionat notes ond details.
2. Types ore designated os follows: (no wing)9, (one wiq)8-l, (two wings)B-2. 3. Exposed edges of concrete shall be rounded with o rodius of 1/2:
‘4. When V exceeds 4’ steps shon be installed. See Stondord Drowing D-11 fw detoils.
5. Concrete gutter to match odjacent gutters.
6. An expansion joint shol be placed at the ends of the hkt where the curb is to odjoin. LEGEND ON PUNS
7. Provide 1/4‘ tooled groovc in top slob in line with bock of adjacent curb.
&‘Surface of top slab tho11 be sidmlk finished to droin toword street at o slope of 1/4’ per foot. 9. Mointoin 1 -1/2. clear spacing between reinforcing ond surfoce unless otherw.& noted.
Revision Date Appro& By u SAN DIEGO REGIONAL STANDARD DRAWlNG REaaK~~*IJD*RDS CQl-
RECOUYENDED BY TM Un #CO
)RIGINU. 12/75 KcrchHol
CURB INLET -‘TYPE B Choirpdron R.C.E. 19246 Data II I DRAWING ~-2
NUMBER
Monhole frome ond cover.
See drowing M-2 --\
SECTION A-A SECTION 6-8
L
4-f4 around pip
A L
4’
PIAN
NOTE
1. See Slondord Drowing 0- 1 1 for oddilionol nota ond details.
2. When V exceeds 41 steps sholl be instolled. See Stondord Drowing D-11 for &toils. ’
3, Exposed edges of concrete sholl be rounded with o rodius of 1/2:
4. Construct openings on both sides unless othenise shown on plans.
5. Moinloin 1 1/2’ clear spocing between reinforcing ond surfoce. LEGEND ON PUNS
=-=
Approved SAN DlEGO REGIONAL STANDARD DRAWING KQ~AL mJW” wm Ode EE&XIUENOED BY nc SAN olEm
DRKJNK 12/75 Kercheval
CATCH BASIN - TYPE F
ti UMBER oRAWINC D-7
PIAN
Manhole Frome and Cover
KC Standard bowing M-3
*I 1
X
SECTION A-A
NOTES
1. SCC Standard bowing D-11 for additional notes and details. 2. Concrete base shall be 560-C-3250 3. All precast components shall be reinforced with 1/4' diameter steel,
4. AI joints shall be set in Chs C mortar. 5. Maintain 1 1/2' clear spacing between reinforcing and surface unless
6. Exposed edge of concrete shall be rwnded with a radius of l/z'
wound spirolly on 4' centers.
otherwise noted.
1 II I I I L h
LEGEND ON PLANS
Bend
14 0 6' O.C. 7 ,- 14 bars placed diogonolly
Monhoie frame and cover see Std. Dwg. M-3
--'
NOTES
1. See Stondord Drawing 0-1 1 for odditiial notes and details. 2. All joints shoU be set in class C
mortor. 3.All precast components shall be
reinforced with 1/4' diameter steel
wound spirally on 4' centen.
4.Mointain 1 1/2'clear spacing between
reinforcing and surface. 5.Concrete bote shall be 560-C-3250. 6.Gposed edges of concrete shall be -
rounded with a radius of 1/2'.
7.Manhole cover to be designoted
'Storm Drain'.
Slope floor 12:l towards outlet
SECTION A-A LEGEND ON PLANS
=*=
1' . ..
oa w
erticol reinforcing f4 0 18' mox.
for horizontol reinforcing, see toble.
0
1 1 f2' Cleoronce, Typ.
0- 0 70
t
2' Typic01
MPICAL BOX SECTION
SlEP DETAIL
BOX SECTION REINFORCEMENT
MAXIMUM SPAN DfPTH THICKNESS HOR. & FLR X ar Y V T REINF.
NOTES
1. Concrete sholl be 560-C-3250 unless otherwise noted. 2. Reinforcing steel shall comply with this drowing unless othenn'se tpeufied. 3. Reinforcing steel shall be intermediate grade deformed bors conforming to latest ASTM specificotions. 4. Bends sholl be in accordonce with latest ACI code. 5. Minimum splice length for reinforcing sholl be 30 diameters. 6. Floor sholl have a wood trowel finish and, except where used as junction boxes, shall hove o minimum
7. Depth V is measured from the top of the structure to the flowline of the box.
8. Wall thickness and reinforcing steel required moy be decrcosed in occordonce with toble obove.
9. Wall thickness sholl be stepped on the outside of the box.
slope of 1 inch per foot toward the outlet
10. When the structure depth V exceeds 4 fctt. steps sholl be cost into the woll ot 15 inch intemrb from 15
inches obove floor to within 12 inches of top of structure. Where possible ploce steps in woll without pipe
opening, otherwise over opening of smallest diameter. 11. Uternote step moy be an approved steel reinforced polypropylene step. 12. Upon opprovol of the Agency and the Engineer, OS defined by Section 6703 of the Bwhws ond Professions
Code. the use of precost storm structures is acceptable OS on alternate to cost-in-place. Precast units shall conform to ASTU stondords ond be manufactured in o permanent facility designed for that purpose.
Punch l'hole in CSP Ploce pipe so boa of grote will be porollel with moin surfoce flow.
Join to CSP
NOTES DUAL "8"
1. All components sholl be golvonized. 2. Inlet ond outlet pipes sholl be set at factory ond
positioned os shown on plom
3. Lodden ond Steps: None required where k' is 3'-6'
or less. Where 'H' is between 3l-6' ond 4*-11'
ploce one step + 16' above the floor. If 'H ' is
5'-0' or more instoll o lodder placing lowest rung 16'
above the floor ond the highest rung not more than
14' Mow top of inlet. Ploce single step or ladder in wall with wall opening.
4. See Stondord Drowing 0-17 for additional detob, 5. Crote to be povided when specified. 6. Crote detoil shall be as shown on Stondord Drawing 0- 17 unless otherwise approved by Agency.
1-1
L 3-x 2- 1/2-x 318"
Rivet, Spot Weld or Tock
Weld ot 1/8 points or
better to C.S.P.
3/8' Rivets, spol weld
SECTlON C-C IYEJ
tack weld ot 1/8 points or better
SECTION F-F
Tock weld 18'of 1/4'
hcot-treated &in to from
and cover (See Note 5)
L3/8'Rivetr, <pot weld or tack
weld at 1/8 points or better
DETAJL "A"
GRATE DETAILS c3Le 3/8%
1/8 3/8% Cross bots moy be fillet welded. resistance welded or electroforged to bearing boo.
CROSS BAR DETAlL WE WELDED STEEL GRATE
r I CROSS BAR DETAIL ALTERNAM CAST NODULAR
IRON GRATE OR CAST =EL GRATE
SECTION 8-8
ALTERNATIVE CAST NODUlAR IRON GRATE
OR CAST =EL GRATE
corners 1/4' rodiut Grind all exposed 7 7/8'0 Hole
in bracket
Max
2-l/ Rails
4-1/2' X 1/4' Bent Plotc 5/8' holes in brocket ond . 1/23 bolts
I
CRATE BAR SPACING TABLE
I 1 I I I v 1
NO. OF CLEAR EkR X EMS SPACING WE 4- 6- SPACING SPACING
Welded Steel 15 2' 9/16' 3-3/4' 5-3/4'
cost 13 2' 2-r/a- 3-3/4' 5-3/4'
3/3'0 Steel rungs. golv.
or 1'0 Steel rungs
i'
NDARD DRAWING
CORRUGATED STEEL PIPE INLETS
2-
5/8'0
1 /2'*
Plotc -1/2'x3/8'
x l"0'
Holes for
Bolb
LADDER DEML
'ass
1/16
ELBOW
-6' P.C.C. lug Metal kp + 2' min. _I/
TEE TEE-SAG CONDITION
6' rnin P.C.C.
see note 8 Standard Band
BAND PLUG
OVERSIDE DRAIN
PE . 1 314'. '
METAL CAP DETAIL .. SECTION E-E
3/16"4 k-1 k3/16'
LE NOTES
SEcIwIN &D 1. Droin scorns moy be riveted 01 resistance spatwelded at GRATE SLOT DETAIL . If! qwl centen, continuout herial lock seam or helical
welded seam.
I
GRATE SLOT WELDING DETAIL
GRATE SLOT DRAIN
2.
3.
4.
5.
6.
7. a.
I Each dmin section shall be assembled with stondad
coupling bands.
trots bar spacer of grate shall be pressure fusion or plug
welded to bearing ban in such o manner as to develop
the slrength of VK cma bar spacer.
Crass bar spacer (Section E-€) may differ from that
shown provided seelion orea is quo1 or greater.
Grate maltrial shd be o rddable grade of st& complying
to the requirements of ASTU A 36.
The maximum vorionce from a stroight line from the
extreme top corners of the bearing bar shea be 1/2' in
20 feet.
Inslallatii lengths shon k 10 feet or multiples thereof.
Either f& pit seakd with o pliable mixture of sand,
portlond cement and emulu'ri asphall (Mixture of 1 port
portlond cement. 3 - 5 parts sand and 1 1/2 ports SSI
emulsirkd asphalt), 01 continuous weld.
II I PIPE DRAIN 12' THROUGH 24' DRAMNC 0- 18 I NUMBER
C.S.P. 9olted Droin 7 I r Crate 4' mor - I t- /
0
c
C .E z
:
1'" I
t ..* - I 1- ~~ ~~
SECTION A-A
CATCH BASIN
C.S.P. INLET
e-l
NOTES
SECTION 8-B
INLETS
1. Either field joint with o pliable mixture of sand, portbnd cement
emulsified asphalt (mixture of 1 part portland cement. 3-5 ports
sand, ond 11/2 ports SSI emulsified ospholt). or continuous weld.
2. See Stondard Drowing 0-18 for additional notes and detoils.
tewsim
12/75 Kcrchcvol RlClNM
RUXML ST" CO"ITTEE SAN DIEGO REGIONAL STANDARD DRAWING &Ite ~~ AQproved By REcQlMENMD BY ME SAN
SLOTTED DRAIN CONNECTIONS
TO STANDARD INLETS ORAMNG 0-19 NUMBER
NOTE
Ii
\Tron&tion from berm
to ditch section.
r. Top of Berm
Roodwoy
Surfoce -,
SECTION A-A
I- %' min. I
6' I
2- Ax.-
NOTE
1. Cross sectional orea of ditch may be round or trapezoidal.
SECTION 8-B
1. AC. spillway may be used when fill is 10' or less,
2. Use 10' min. length of gulter transition on each
and where fill slope 1 1/21 01 flotter
side of downdrain in sag condition.
ALTERNATE SECTION 8-8
LEGEND ON PLANS
By Approved Ode SAN DIEGO REGIONAL STANDARD DRAWING REQW~ SWD* CCWJI~ RECM~WDED BY THE UN Daa
I ORIGINAL Kerchevoll2/75 .. ASPHALT CONCRETE SPILLWAY A
&iie)tcn R.C.E. 19246 Oah
' A-'
DOUBLE PIPE
ELEVATION
L L
SINGLE PIPE
ELEVATION
.Rounded Pipe Ends, See Drawing 0-61
SECTION A-A
NOTES
1. Concrete sholl be 560-C-3250.
2. Exposed corners sholl be chomfered 3/4".
@!?!!"!!!!- SAN DIEGO REGIONAL STANDARD DRAWING
?IQNAL I Kerchaval12/75
STRAIGHT HEADWALL - TYPE B
ICIRCULAR PIPE1
k3
ELEVATION
SECTION A-A
WING WALL REINFORCING
SECTION 5-B ALT. DDAIL C
NOTES:
1. Cwretc shall k 560-C-3250 2. Exposed corners to be chomfered 3/4.. 3 Multiple pipes to k set o distonce of D/2, with o 1' minimum
between outside diimettro of pip 4. lop of headroll shall be pbccd approximately porollcl to profile
grade when the gnde b 3% 01 mare. 5 Skewed pi- Dimension W to be increased in width of
length due to skew or multiple pip 6. For pipe roll thicknm greotu thon 3' use oltnnotc Detail-C.
LEGEND ON PLANS
==( ==E
levision Date Approved By SAN DlEGO REGIONAL STANDARD DRAWING RUXML STANDARDs couvlTIEE
RE#*~uENOOD BY W SAW UEGO
IRIGINAL Kcrchevol12/75
WING AND U, TYPE HEADWALLS 3B
&&iipeiron RCX. 19246 Dol*
FOR 18' TO 36' PIPES ORAMNG D-34 . NUMBER
.& B
ELEVAION 8'L
WING WALL REINFORCING
Note: Dmensiom E and L opply to ring type only.
NOTES:
Lfkewed pipex Dimension W to be increased to toke core' of increased width 01 length
2.10~ of headwolls, on grode culverts, sholl be placed porollel to pro& grode when the
3.Concrete shol be 560-C-3250 4.Exposed coma shall chamfered 3/4: S.Multiple pipes sholl be set a distance of 0/2. with o 1' minimum, between outside
6.k pipe roll thiiess greater thon 3' use Altemotc Detoil-C.
due to skew of multiple pipes.
grodes ore 3% or mwe.
dimmeters of pipa.
,evision By Apprwed Ode - SAN DlEGO REGIONAL STANDARD DRAWNG REQ~ALST~~ CDW~
RECOUUENOED BY ME W
WINAL Kerchcvol12/75
I WING AND U TYPE HEADWALLS
ALT. DETAIL C
LEGEND ON PLANS :x :E
1
.. .
A
560-C-3250 Concrete or I //
Air Placed Concrete (optional) 2' 4Y
- L2"O' ! 40 I
SECTION A-A
I * 6' x 6' - 10/10 WWF I SECTION 8-B
.-
slope wries
I I SECTION C-C
NOTES
1. When more thon one pipe k used the pro& view shorn &oil hold for the diitonce
ocrors 011 pipe openings. Section A-A ond 8-B tho11 k from the outermost pipe. The
distonce klrten pipes sholl be 0/2 for round and Span/3 for arch @pe. (12' minimum)
2. Culvert shall k cut off even mlh apron surfocc when required by be Agency.
3. Use inlet Apron only where o kred and seclion con not be utilized.
4. Pkce weep holes when rquired by the Agency.
By SAN DIEGO REGIONAL STANDARD DRAWING Datea
Approved
IRICINM 12/7 Kcrchewl I I 1- 1 II I I 1 INLET APRON FOR CULVERTS
_t+_+_l UP TO 42' DIAMETER I1 I I
LEGEND ON PLANS
t-1 /Endwall (typicol)
20 OR 2 W min.
D - Pipe Diameter
W = Bottom Width of Channel
I A-J I I 30 OR 3W
PIAN
Concrete Channel
r 1/20 min.
I I
SECTION B-B
I-"!? "- 51 (min.) flow
Iter BIonket
6'
Concrete
SECTION A-A
NOTES
1. Plans shall specify:
A Rock Class and thickness (T), B] Filter material, number of layen and thicknest. 2. RIP rop shall be either quarry stone or broken . concrete (if shown on the plans.) Cobbles are not acceptable. 3. Rip rap shall be ploced over filter Monkct which moy be either gronular material or filter fobrii.
4. See Regionol Supplement Amendments for sekction
of rip rap and filter blanket. 5. Rip rap energy dissipaton shll be desipted OS either Type 1 or Type 2. Type 1 shall be wdh concrete si Typ 2 shall be without sill.
. ., r . . ./
f n
0 V
I 0 C
t-
-
0 I
r)
0 C 0 N
0 P P 3
U
L
-
V C 0 N
0 5 g
0 C
N 0
V a b'
Trench Width . .
x
I 0
- Invert Elevation
3/4" Crushed Rock 1
SECTION
NOTES 1. For trenching on improved streets see Standard Drawing G-24
2. (.) .indicates minimum relative compaction.
or G-25 for resurfacing detoils.
I I FOR STORM DRAINS DRAMNG ~-60 NUMBER
Face of droinoge structure Face of drainage structure face of droinoge structure
BELL END SPIGOT END
R = Thickness of pipe
Corrugated
CUT END
Foce of droinoge structure
NOTE
The rounded oreas may be built up of cement mortar
or poured in place with the drainoge structure.
CUT END
R = Inside diameter of pipe
10
evision
12/75 Kerchevol IICINAL
Date Approved By SAN DIEGO REGIONAL STANDARD DRAWING
-t"-H ROUNDED PIPE ENDS U IN DRAINAGE STRUCTU 3ES
7
ELEVATION
SECTION A-A
NOTES
1. Pipe colbr doer not hove to be finished if covered. 2. Concrete sholl be 560-C-3250. 3. Where pop exceeds 3' but is not more thon 6'
on mternol form sholl be used.
I
.
560-C-3250 Concrete When depth exceeds 3'-0' or k'r Ploced Concrete. weep holes must be added ot 10' on centers. (see dctoil)
MPlCAL SECTION
3/16' premolded joint material or
1/8' =wed joint. pm :: ~~~
WEAKENED PLANE JOINT
1' mo~ graded filter mottriol ~oc~d a minimum of 18' m eoch side of weep hde. hl
Premolded Joint Motuiol
"x"x- -x- "x
1 + 1/2' EXPANSION JOINT
NOTES
1. AC. or cloy pipe moy be substituted for plastic pipe at weep hda.
2. Weokened plone joints sholl be placed every 12' to 15'.
Exponsion joints sholl be ploced ot 011 changes of section ond ot ends
of cum. 3. Cutoff rolls sholl k constructed at each end of the chonncl olong the full width of section. See Stondord Rowing 0-72. LEGEND ON PLANS
4. Chainlink fence sholl be os required by Aqency. 5. For bottom widths greater thon 8 feet see Stondord bowing 0-71. 6. Reinforcement shown is minimum.
_.-._._._.-. -.-. .
Light Slondard d
PA
DIRECT BURN FOUNDAnON
HEiGHT (WAlTS)
170 U.V.
25' 32' 27' it' 100 H.P.S. 90 L.P.S.
400 U.V.
"
ANCHOR BASE FOUNDATION
.
#8 copper wire grounded to pole steel with lug.
STEEL CONDUIT
DIRECT BURIAL FOUNDATION
See De
grounded to pole
NON-METALLIC CONDUIT
Attach under
1/2' Rigid Steel
ground wire
SEEL CONDUIT NON-Mf3ALLIC CONDUIT
ANCHOR BASE FOUNDATION
@ Alternate Ground: 15 feet no. 4 stranded
@ Approved non-metallic conduit.
copper wire, coiled.
A Steel conduit. DnNL A
vision Date Approved By SAN DIEGO REGIONAL STANDARD DRAWING SINAL 12/75 Kerchevol
I I GROUNDING
OF CONCRETE LIGHTING STANDARDS I
1
I I- 6' rA "1 k6= rA
tined Channel. see
I
'L """"""""""""" d
I 3
ELEVATION
"""""" 1
I I
I
--I
SECTION A-A
NOTES
1. Thickness and roll depth shol be OS shown on plon. 2. Reinforcing in cut off roll shall be the some OS lhot
3. Concrete sholl be 560-C-3250
required in channel.
. 10- 7%
LEGEND ON PLANS
Bottom may be rounded ot the option
of the controctor. stucco netting.
placed concrete
1 1/2' 17 goge
WE A
BROW DITCH
WE B
Bottom may be rounded at -L/ L3' 470-C-2000 concrete or
the option of the contractor. 5' 2500 psi, air ploced concrete with 1 1\2' x 1 1/2' 17 gage
MPE C stucco nelting.
TERRACE DITCH
NOTES
1. Longitudinal slope of lined ditch shall be 2% minimum.
2. Over slope down ditches shall employ 6' thickened edge section I
at both sides of ditch.
3' min C'
TYPE D
LEGEND ON PLANS
"e
levision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING REQmM STANO- cQIum RECOVYENMD BY THE UW
RlClNAL Kerchevol 12/75
DRAINAGE DITCHES DRAMNC 0-75 NUMBER
NOTES:
1. WHERE POSSIBLE. LOCATE
2-INCH BLOW-OFF ASSEMBLY
IN PAVED STREET.
2. PROVIDE MARKER POST
FOR EACH ASSEMBLY EXCEPT
WHERE VALVE BOX IS LOCATED
IN PAVED STREET. SEE
MATERIAL ITEM 0.
1- THICK OVERLAY OF I
ASPHALT CONCRETE
\ WATER MAINS-12 INCHES AND SMALLER
" -
NOTES: I" THICK OVERLAY OF
1. WHERE POSSIBLE. LOCATE
2-INCH MANUAL AIR RELEASE
ASSEMBLY IN PAVED STREET.
2. PROVIDE MARKER POST
FOR EACH ASSEMBLY EXCEPT
WHERE VALVE BOX IS LOCATED
IN PAVED STREET. SEE
-
CONNECT TO SLOPE UPWARD
2% MINIMUM I I I
... 8 POSITION MIDWAY BETWEEN
PIPELINE AND VALVE BOX (3 OR P
'Y
/o
WATER MAINS-8 INCHES AND LARGER I
ITEM I DESCRIPTION
L
15091 ?-INCH MAR ASSEMBLY FOR PIPELINES 8 INCHES AND GREATER 1 SPECIDWG
15056/D-1.1 OUTLET ON DUCTILE IRON PIPE. 0-200 PSI
4 OUTLET ON PVC PRESSURE PIPE, 0-200 PSI 15064lD-1.3 5 OUTLET ON PVC DISTRIBUTION PIPE. 0-150 PSI
15057 6 2' COPPER 90" ELB. COPPER SOLDER JOINT X MALE iPT. 0-300 PSI 15070/D-1.4
s 2' COPPER WATER TUBE. TYPE K. SOFT 15057
7
P OUTLET ON CML&C STEEL PIPE. 0-300 PSI 15061/D-1.2
- 2' FLARED TUBE ELB. COPPER X MALE IPT, 0-150 PSI 15057
3 i 2' COPPER CPLG WITH STOPS. COPPER SOLDER JOINTS. 2-300 PSI 15057 10 I 2' COPPER ADAPTER. COPPER SOLDER JOINT x MALE IPT . 0-300 PSI
15080 1: I 2' BRZ ANGLE BALL VALVE WIINLET FEMALE IPT x METER FLG. 0-300 PSI 15057 i! I 2' FLARED TUBE STR CPLG. COPPER X MALE IPT. 0-!50 PSI 15057
1': I -'
I5091 2-1/21 PLASTIC HOSE CAP WITH CHAIN 3ING AND CHAIN id
15091 2-1/2' SRONZE EXT NIPPLE WITH MALE IPT X OUTSIDE HOSE THREADS i4
15057/15091 2-1/?' X 2' CL 125 CAST BRONZE RDC ELBOW WITH BRZ METER FLANGE
!? I 30 LB ZINC ANODE WITH ANODE LEAD WlFlE AND PIPE CLAMP 16640
.r .-
ii I VALVE BOX INSTALLATION FOR BURIED ASSEMBLIES
15091 IS I 30" DIAMETER x 8' THICK CONCRETE RING
!5091 !E 1 MARKEFI POST. REDWOOD OR SCHEDULE 80 PVC PIPE
15091/E-i.l
OLIVENHAIN MUNICIPAL WATER DISTRICT
- soyis I 2-INCH MANUAL AIR RELEASE ASSY SiD DWC NL - - ,T '=/I/ +ylc, --m ! i WORKING PRESSURE 0-200 PSI A-2.3
.L! 7 ~,-~,~r~ Y1 i jcr; I MARCH 1097
NOTES:
I. LOCATE AIR VALVE AND ENCLOSURE WHERE SHOWN ON THE DRAWINGS OR AS DIRECTED BY THE DISTRICT'S REPRESENTATIVE.
ASSEMBLY EXCEPT WHERE ASSEMBLY IS LOCATED ADJACENT TO PAVED STREET WITH CONCRETE CURBS. SEE MATERIAL ITEM @ FIELD PAINT POSTS PER STD SPEC 09900,
SYSTEM NO. 20. COLOR TO BE OSHA YELLOW.
PER STD SPEC 09855. FIELD PAINT VALVE AND ENCLOSURE PER STD SPEC 09900, SYSTEM NO. 20.
2. PROVIDE 2 GUARD POSTS FOR EACH
3. FLAME SPRAY AIR VALVE ENCLOSURE
OSITION MIDWAY BETWEEN IPELINE AND VALVE ENCLOSURE
WATER MAINS - 201-300 PSI
ITEM DESCRIPTION SPECIDWG 1 3-INCH COMBINATION AIR VALVE ASSEMBLY 15056/15061 4' CL 300 FLG OUTLET ON DUCTILE IRON OR STEEL PIPE 2 15092
15092/E-1.4 GUARD POST INSTALLATION FOR ABOVEGROUND ASSEMBLIES 23 15092/€-2.2 36" SQUARE x 6' THICK CONCRETE PAD 22
15058 1/2' SCHEDULE 40 PVC CONDUIT WITH SWEEP BEND 21
16640 30 LB ZINC ANODE WITH ANODE LEAD WIRE AND PIPE CLAMP 20
15092/E-2.2 AIR VALVE ENCLOSURE FOR 3-INCH CAV ASSEMBLY 19 15092 1/4" BRASS BALL VALVE WITH MALE X FEMALE IPT, 0-600 PSI 18
15057 1/2" x 1/4" BRASS REDUCING BUSHING 17
15108 3' COMBINATION AIR RELEASE AND VACUUM VALVE WITH FEMALE IPT 16 02223 CONCRETE ANCHOR BLOCK WITH 2 CUBIC FEET 15 15057 3' BRASS PIPE, REGULAR WALL WITH MALE IPT 14 15057 3' CL 250 CAST BRONZE 90' ELBOW WITH FEMALE IPT 13
15057 3' COPPER ADAPTER, COPPER SOLDER JOINT X MALE IPT, 0-300 PSI 12 15057 3' COPPER WATER TUBE, TYPE K, HARD 11 15057 4' X 3' COPPER REDUCER, SLIP FTG X COPPER SOLDER JT, 0-300 PSI 10
15057 4' CL 300 CAST BRZ COMPANION FLANGE WITH COPPER SOLDER JOINT 9
15057 INSULATING FLANGE KIT 8
09867 POLYETHYLENE ENCASEMENT 7 E-1.2 VALVE BOX INSTALLATION FOR BURIED VALVES 6 15102 HIGH HEAD EXTENSION WITH SEALANT INJECTOR ASSY-PLUG VALVE ONLY 5
15104/15102 4' BALL VALVE OR LUBRICATED PLUG VALVE WITH CL 250 FLANGES 4 15056 4' DUCTILE IRON 114 BEND WITH CL 300 FLANGES 3
OLIVENHAIN MUNICIPAL WATER DISTRICT ~ - - . . . - -
Boy/e STD DWG NO 3-INCH COMB AIR VALVE ASSEMBLY Engineering WORKING PRESSURE 201-300 PSI A-3.7 Corporation MARCH 1997
NOTES:
1. WHERE SIDEWALKS ARE NOT PRESENT, LOCATE CENTER OF ANGLE BALL VALVE 5" FROM
BACK FACE OF CURB. 2. AFTER THE SPECIFIED COMPONENTS HAVE BEEN INSTALLED BY OTHERS, THE DISTRICT WILL FURNlS
AND INSTALL A PREZSURE REGULATOR (IF NECESSARY). METER. AND BALL VALVE IN THE INDICATE1
SFACE.
VALVE. USE A NON-METALLIC PIPE NIPPLE AT THE VALVE.
3. AFTER DISTRICT'S ME'ER INSTALLATION. CONNECT CUSTOMER SERVICE LINE TO INSTALLED BALL
OLIVENHAIN MUNICIPAL WATER DISTRICT
I WATER SERVICE ASSY FOR 2" METER STD DWG
WORKING P.RESSURE 0-200 PSI B-1.5
MARCH 199
/E~..o.:* a1 2" Rod Bran Amor tr K+bd Copp
2' BALL VALVE
J - 1900, JONES
b. -0pp.d IP Adopter
-Soft coe9.r
I
cole : NONE
rorn: M
Dl# :
VALLECITOS WATER DISTRICT
2" AUTOMATIC AIR & VACUUM VALVE
Drowlm Ik.
w-3
I
NOTE: Diamond Threod With Pick Hole Block Bituminoum Point
La, 12" c
cola : NONE
rorn: M
0t. :
VAUECITOS WTER DISTRICT
G.V.08 VALVE BOX FRAME 8 COVER W- 14
!
I i
. .. ..
FIG 1 FIG 2
FIG 4
(VERT. BEND ONLY 1
NOTES:
Canerots thrust bloCkr Shot1
br conrtruckd in ON plgolinr
01 tho locdtions sham huwn
rkro ths rospoctivs fitrings
and pluqa aro lnstalhd
Sa'* roinf. bars Mu a
nmy bo wbstitutsd
For Ciaas 200 pipa incroase
aroas 8 volumes by 33%
In figun $J/B'rZ' rtrom with We** anchor bolt..
Balls to ortond dopth at block.
Coat rrposod metal with nokolt
aftor lnstrllatkn
MINIMUMS-SPECIAL DESIGN MAY BE REOUIRED
SI2 E BEARING AREA IN SQUIRE FEET CUBIC FEET
FIG 3 I FIG 4
iCO1. : NONE I VALLECITOS WATER DISTRICT Dr-lnq Ne.
lrown: M 1 I
lot.: THRUST 8 ANCHOR BLOCKS W-15 :
j
A c.
BEARING AREA P€R
FIG. 1 OF THRUST
BLOCK DETAILS
CAP ASSEMBLY
CONC. ANCHOR ELK.
/.EllIS Y
TRENCH BOTTOM
PLAN
NOTE:
NUTS .1 BOLTS TO BE COATED WITH BITUUASTlCB50
AND VISOUEEN.
GATE VALVES TO COYPLY WITH VALLEQTOS USRlCT SpEaFIcIITIus
USE toga
90'- 2' STRAlr3 W/2-
ELEVATION
:#la : NONE
rorn: rrP VAUECITOS WATER DISIRICT Dr.rirq No.
GATE VALVE INSTALLAT ION
a CAP ASSEMBLY W-16
!
ANODE LEAD ABOVE GRADE CONNECTION
ABOVE GRADE CONNECTION NOTES:
I . RISER PIPE SHALL BE WIRE BRUSHED TO CLEAN BRIGHT METAL.
‘RISER PIPE.
3. WIRE INSUlATlON SHALL 8E STRIPPED TO A MINIMUM LENGnr TO,COIYNECT WIRE TO PIPE CLAMP.
2. PIPE CLAMP SHAU BE LOCATED ON
PACKAGED BACKFILL COMPOSITKIN:
75 Ole GYPSUM
20 O/o BENTONITE
5 OIo SOOlUM SULFATE
ZINC ANm INGOT WEIGHT: 30 LBS.
PKGD. WEIGHT: 70 LBS. APPROX.
ITEM SPEW DWG. OESXIPTION I
31 2-X 2 X 30- ZINC AUDY HGOT. 5 31 V4 DIAMETFR GAlVANIZED STEEL CXXE. 4 31 SILVER SmR CONNECTION. 3 31 HEAT SHRINKABLE SLEEVE. 2 PC31 AWE LEN NO. I2 AWG SRO. CWER WIRE W/ THW INSULATION.
7 PaCKAGED B4CKFILL. 31
0 BRASS 0R)PPFR RISER FWf 31 9 ERAS OR mR RE CLAMP WITH SCRFW TFRMINAL. 133
6 31 am BAG
I I I
1 I I
CAf3LSBAD MUNICIPAL WATER DISTRICT -
EVlSKX 09TE APPR.
I STD. DWG. NO. ZINK ANODE -9644
AND CONNECTORS
, AUGUST W25 1993
I i
BLOW-OFF COVER IN PAVED AREAS
I
LEGEND SYMBOL
I 'b 2' 0.0. STA.
I i
Scot* : NONE
Drorn: )Ip VALLECITOS WATER DISTRICT Dr*rlnv W..
not* : 2" BLOW-OFF ASSEMBLY W=l
.. .. . .. ..
.. .. - i ..
. ”
FILL WlTH CEMENT MORTAR
STANDARD CAST IRON MANHOLE FRAME AND COVER. SEE S-6.
CEMENT IN PLACE WITH
CEMENT MORTAR
IN UNPAVED AREAS flNlSHED GRADE
PAVED AREAS
PRECAST CONCRETE RINGS
AND ECCENTRIC CONE
GROUT ALL AROUND
1 FT. MAX. (TYP.) CEMENT CONCRETE
BASE (560-C-5250)
INVERT ELEVATION OF MANHOLE .
AS SHOWN ON SEWER PROFILE
SECTION A-A
SECTION C-C
NOES:
1. CONCRETE TO BE 560-C-5250 PORTLAND CEMENT CONCRETE.
2. ALL JOINTS SHALL BE flm w/ 2-x2- Bum RUBBER GASKET CPS-210 BY PRESS-SEAL OR EOU AL
BE MANUFACTURED IN ACCORDANCE
4. VERTICAL WALL OF CONE SHALL BE UPSTREAM SIDE OF MANHOLE.
5. NO MANHOLE STEPS ALLOKD.
6. ALL PRECAST COMPONENTS SHALL BE
MANUFACTURED IN ACCORDANCE MTH ASTMC-478.
3. ALL PRECAST COMPONENTS SHALL
WTH ASN C-478, LATEST EDITION.
SECTlON 6-8
io FILE: LCWD-5
LEUCADIA COUNTY WATER DISTRICT
IN
STANDARD PRECAST CONCRETE. MANHOLE (4’ DIA.)
UKAWINCI NO.
!AWN( CHKD. I REV.
‘AC I CHR I SLD
s-3 (FOR 15-INCH MAXIMUM DIA. PIPE)
flNlSHED GRADE IN MANHOLE
PAVED AREAS \ ,,2- SEE DRA\ . -x K
FRAME COER
SLOPE AU AROUND I
GRADE RING
OR RISER
I r'u:
MNC s- 7
t
CHANNEL SHALL BEJ
VERTICAL ABOVE SPRING LINE.
3/4" INSJDE Of PIPE DIA. _..
'1
BJ LEVEL
SECTlON A-A SECTION C-C
NOTES:
1. MANHOLE FRAME SHALL BE SET IN CLASS 'C' MORTAR.
2. ALL PRECAST COMPONENTS SHALL BE MANUFACTURED IN ACCORDANCE WTH ASTM C-478.
3. VERTICAL WALL OF CONE SHALL BE ON THE UPSREAM SIDE OF THE MANHOLE.
4. CONCRETE BASE SHALL BE 560-C-3250.
5. GPK 'SAND COLLAR' MH ADAPTORS SHALL BE PROVlDED FOR ALL MH CONNECTiONS.
6. PRECAST SECTiONS SHALL BE USED WlTHlN DIMENSION 'A' AS REQUIRED, IN ORDER OF PREFERENCE LISTED:
A. CONE (NOTCHED FOR PIPE IF DIMENSION "A' IS LESS THEN 3').
8. 6' TO 18' OF 3' DIAMETER GRADE RINGS/ANO/OR RISERS.
C. 5' DIAMETER SHAFT VARIABLE HEIGHT.
D. TOP STEP TO BE 15' MAX. FROM TOP OF FRAME AND COVER.
7. ALL PATCHING WlTHlN MANHOLE BASE SHALL BE EPOXY MORTAR.
8. PRIOR APPROVAL OF PRECAST BASE IS REOUIRED BY THE DISTRICT ENGINEER.
9. MAXIMUM ALLOWABLE CHANGE OF DIRECTION AT MH = 45'.
IO. PROVlDE SPECIFIC DETAIL FOR REWEW AND APPROVAL BY DISTRICT ENGINEER FOR MH'S W/
40 FILE: LCWD-4X
MORE THAN ONE INLET OR OUTLET, 18' OR LARGER.
LEUCADIA COUNTY WATER DISTRICT I
STANDARD PRECAST 9'
DRAWING NO.
CONCRETE MANHOLE (5' DIA.) ?AWN( CHKD. I REV.
JA I CHR I SLD
s-4 (FOR 18"INCH k GREATER OIA. PIPE) .
....
b
26 1/2" DIA.
1- 24" DIA."-------.l
I-- 30 3/4" DIA. --I
SECTlON A-A
\ 1/2" I I-
COVER BOTTOM
3 1/2"4 I-
SECTION B-B
1 /4"
COVER 40 FILE: LCWD-7
LEUCADIA COUNTY WATER DISTRICT ~~
'PROVED: STANDARD MANHOLE DRAWING NO. FRAME AND COVER (24' DIA.) ?AWN( CHKD. I REV.
'AC I CHR I SLD
S-6
I- I NOTES:
ALHAMBRA A-1325 OR APPROVED EQUAL
1- 39 3/4" DIA. ___1
FRAME
6 "
LEUCADIA COUNTY WATER DISTRICT
"" "
l&/W 36' MANHOLE FRAME AND DRAWING NO.
'
,DRAWN/ CHKD. REV. '
PAC 1 CHR I SLD
R&c~r26514 g~. ~/m/b~ TWO CONCENTRIC COVERS
(HEAVY DUTY) s-7
NOTES: 1. THE SEWER MAIN SHALL BE LAID FOR THE FULL LENGTH AND DEPTH SHOWN ON THE
PLAN- AND PROFILE TO THE POINT MARKED DEAD END (D.E.).
2. THE TRENCH FOR A DEAD END SHALL BE EXCAVATED ONLY TO SUBGRADE. WHICH IS
THE BOTTOM OF THE SLOPING PIPE AND FIlTINGS. SHOULD THE EXCAVATlON FOR ANY
REASON BE CARRIED BELOW SUBGRADE. IT SHALL BE REFILLED TO SUBGRADE WITH
ROCK OR GRAVEL WHICH SHALL BE TAMPED UNTIL FIRM AND UNYIELDING. SHOULD A
FIRM AND UNYIELDING FOUNDATION BE UNOBTAINABLE BY THIS METHOD A CONCRETE
PIPE CRADLE SHALL BE USED. 3. DEAD END SHALL BE OF SAME SIZE DIAMETER PIPE AS THE MAIN LINE SEWER.
4. WE BRANCH SHALL BE REPLACED .WITH 2 22-1/2' BENDS, IN AREAS WHERE
SEWER WILL NOT BE EXTENDED. 5. CLEANOUT COLLAR SHALL BE CENTERED IN CONCRETE COLLAR.
40 FILE: LCWD-27
LEUCADIA COUNW WATER DISTRICT
STANDARD DEAD END yyy$ t ,;&$ DRAWING NO.
&CA#26514 EXPG/3l /OO
?AWN( CHKD. I REV.
>BR I CHR SLD
S-8 (CLEANOUT)
1 /2" HIGH LETTERS, RAISED 1/8" -7 \
1 /2" RADIUS 1
BOlTOM VlFW
'W I II", 'X'
'2' I
SFCTION A-A
TOP VlFW
1 /2" II
t
3/4"
b
iD FILE: LCWO-28
LEUCADIA COUNTY WATER DISTRICT
DRAWING NO.
STANDARD CLEANOUT COVER
!AWN1 CHKD. I REV. . '9R I CHR 1 SLD
s-9
b
I'
NOTES:
ALL PIPING SHALL BE INSTALLED IN ACCORDANCE W/ ASTM
02321 (ST0 PRACTICE FOR UG INSTALLATION OF PIPE FOR
SEWERS & OTHER GRAVITY-FLOW APPLICATIONS.)
ANY SHORING REQUIRED BELOW TOP OF PIPE SHALL BE PERMANENT AND ONLY AS ALLOWED BY THE DISTRICT ENGINEER.
FOR TRENCHING IN IMPROVED STREETS, SEE STANDARD
(*) INDICATES MINIMUM RELATIVE COMPACTION.
DRAWING S-12 FOR TRENCH RESURFACING.
UPPER ZONE RELATIVE COMPACTlON UNDER STREETS
SHALL BE IN ACCORDANCE WITH LOCAL CITY OR JURISDICTIONAL REQUIREMENTS.
I
ENCASEMENT TO 15" 0 PIPE
3/4" MAX. FOR TYPE C BEDDING PIPE > 15" 0 STANDARD INSTA~ATlON
1.
2.
3.
4.
5.
3 FILE: LCWD-19-X
LEUCADIA COUNTY WATER DISTRICT
'ROVED: I I DRAWING NO.
5. POSITION ANOOE MIDWAY BETWEEN
PIPELINE’ AND METER BOX.
C
* USE SAME MMEfiSIOIV WHEN METER IS LOCATED TO REAR OF CUR0 OR SIDEWALK.
I I CARLSSAD MUNICIPAL WATER DISTRICT
EVISlON D9TE APF'R
E "p 2" WATER StRVICE; CONNECTION m STD DWG. NO.
1 w4 FOR I V2 & 2' METERS AUGUST 1993
e W. VARlFS
c
NOTES :
I.sETspEclFlcATlolvsm XUERING AEOUlREMENTS.
2. Sa sPEc1FCAl" f3R LID Nflffi REWREMENTS.
3. SEE IMeROVEMENf PUNS FOR ASEM6LY SIZE.
4. POSITION LINOOE MItMAY BETWEEN PIPELINE AN0 VALVE BOX.
PER m. -.NO. 25.
PER STD. DWG. NO. 25.
1
I I I
3. SEE IMPROVEMENT PLANS FOR ASSEMBLY SIZE.
4. P0sTTK)N MI WAY BETWEEN PIPELINE AND VALE BOX.
.
AC MAIN
A
f?vc MAIN
FCR WATER SERVE CONNECTON (TYP.)
I I
0.1. MAIN STEEL MAlN
PLAN
FHJSHGRADE.
PLAN
SECTfON A- A
DOMESTIC WATER
I
RECLAtMED WATER
NON-RESTRAINED JOINTS
I
TEE ASSEMBLY
1 I I CARLSBAD MUNICIPAL WATER DISTRICT
,- mom, . INWm pDRAC,WC& DJ.P W I7 BUTTERFLY & PLUGVAL! STR DWG NO.
. .. .
6 I4
I FRAME I
PLAN
~ ~ PAVED AREA _,_ " NON-PAVED AREA -
3" SO
U A H
SECTION
~~ ~~~
NOTES:
1. FIELD PAINT TOP SIDE OF VALVE BOX FRAME
AND COVER PER STD SPEC 09900, SYSTEM
TOP VIEW hi
il
NO- 20. COLOR TO BE OSHA BLUE, OSHA ORANGE, ELEVATION (u 'I
OSHA YELLOW, OSHA WHITE, OR OSHA RED DEPENDING
ON VALVE PURPOSE. I 2. PROVIDE EXTENSION STEM IF VALVE OPERATING NUT 1 I1
IS MORE THAN 5 FEET BELOW LID. "-
IF EXTENSION STEM IS REQUIRED FOR A PLUG VALVE,
USE STD DWG NO. E-1.3. 1- I I
BOTTOM VIEW
OLIVENHAIN MUNICIPAL WATER DISTRICT -
Boyie VALVE BOX INSTALLATION STD DWG NO rngineering FOR BURIED VALVES orporation MARCH 1997
E-1.2
CAV & WATER SAMPLE POINT ASSEMBLIES 4” BLOW-OFF & FIRE HYDRANT ASSEMBLIES
/” BLOCK CONCRETE ANCHOR
I I ““-tLK HYDRANT HEAD
PLAN VIEWS
T
.. 1.d.A .
FILL W/GROUT
AND CROWN TOP
4’ ST0 WT CALV
STEEL PIPE
/- CROWN TOP
IN CONCRETE
NOTES:
1. PROVIDE 2 GUARD POSTS FOR EACH ASSEMBLY
EXCEPT WHERE ASSEMBLY IS LOCATED ADJACENT
TO PAVED STREET WITH CONCRETE CURBS.
2. FIELD PAINT ABOVE GROUND SURFACES Of
GUARD POSTS PER ST0 SPEC 09900. SYSTEM
NO. 20. COLOR TO BE OSHA YELLOW.
SECTION
OLIVENHAIN MUNICIPAL WATER DISTRICT
Boyle
FOR ABOVEGROUND ASSEMBLIES Engineering STD DWG NO GUARD POST INSTALLATION
MA’RCH 1997 :orporation E-1.4
i
" - ' ---
LOCATE COMBINATION AIR
VALVE ASSY AT CTR OF PAD
ENCLOSURE CLOSED
PLAN
-
ENCLOSURE OPEN 1 /
' SECTION
P7-i
TYP
P
V TYP
NOTE:
FLAME SPRAY ENCLOSURE AFTER FABRICATION PER STD
SPEC 09855. FIELD PAINT
AFTER INSTALLATION PER ST0
SPEC 09900, SYSTEM NO. 20.
COLOR TO BE OSHA BLUE.
TOP OF BACKFlLL TO BE SAME
AS ORIGINAL GROUND AND MATCH
ADJACENT UNDISTURBED GROUND L
*
- 0
+ BACKFILL TRENCH
ZONE WITH NATIVE
EARTH BACKFILL OR
U '0) ./ d PER STD SPEC 02223
IMPORTED MATERIAL
t 2
1 TOP OF PIPE
n
L1
0
w
LL
c -MARKING TAPE
.. -TRACER WIRE FOR
.. NON-METALLIC PlPE
BACKFILL PIPE BASE
AND PIPE ZONE WITH
IMPORTED SAND
PER STD SPEC 02223
TRENCH WIDTH IN PIPE ZONE
LIMITED
18' THROUGH 24" 10 18"
WORKING PRESSURE.
0-300 PSI
0-300 PSI
ASSEMBLY SIZE I OUTLET SIZE I INSULATING BUSHING I VALVE SIZE 1
1"
2' 2-112' x 2" 2-112' 2'
1-1/2' 2' x 1-112" 2" 1-1/2'
1' l-L/Z" x 1' 1-112"
ITEM
BRONZE CORP STOP BALL TYPE WITH INLET MALE IPT x OUTLET FEMALE IPT 15080 8 FLARED TUBE STR CPLG, COPPER X MALE IPT, 0-150 PSI 15057 7 15057 COPPER ADAPTER, COPPER SOLDER JOINT X MALE IPT . 0-300 PSI 6 09900 PAINT COATING SYSTEM NO. 5 APPLIED TO INSIDE STEEL SURFACES 5 09867 POLYETHYLENE ENCASEMENT 4 15080 INSULATING BUSHING 3 15061 STEEL OUTLET WITH FEMALE IPT - WELD TO PIPE 2 15061 STEEL PIPE. CEMENT MORTAR LINED AND COATED 1 SPEC/DWG DESCRIPTION
A
OLIVENHAIN MUNICIPAL WATER DIST
Boyle OUTLETS ON CML&C STEEL PIPE FOR Engineering :orDoration 1-INCH THRU 2-INCH ASSEMBLIES D-1.2
MARCH 1997 I
WORKING PRESSURE
0-300 PSI 1
@OR
0-200 PSI
ASSEMBLY SIZE INSULATING BUSHING OUTLET SIZE -
VALVE SIZE
lU
2" NA 2" 2"
1-1/2" NA 1-1/2. 1-1/2"
1" NA 14
OLIVENHAIN MUNICIPAL WATER DISTRICT
- Boyle
MARCH 1997 'orporation 1-INCH THRU 2-INCH. ASSEMBLIES Ingineering STD DWG NO OUTLETS ON PVC PRESSURE PIPE FOR 0-1.3
t,
PLAN VIEW
W P-z az
s!
LL 08
TRENCH WIDTH
I I
. . . . . . . . . . . .
r INSTALL BLOW-OFF OR MANUAL
AIR RELEASE ASSEMBLIES AT a 1 THVNVFqCAPPED PI PES
TRENCH SECTION
MINIMUM BEARING AREA OF BLOCK IN SOUARE FEET
HEIGHT = d- SIZE
60 4a 37 2a 20 13 a 4 CAP
60 48 37 28 20 13 8 4 TEE
18' 16' 14' 12' 10' 8" 6'
WIDTH = 2 x HEIGHT
NOTE BASED ON SOIL BEARING CAPACITY OF 1500 LBS/SF. SPECIAL DESIGN REQUIRED IF SOIL
BEARING CAPACITY IS LESS THAN 1500 LBSISF. PLACE CONCRETE AGAINST UNDISTURBED
GROUND IN TRENCH BOTTOM AND SIDE.
4"-18" WATER MAINS - 0-150 PSI
OLIVENHAIN MUNICIPAL WATER DISTRICT
Boyle STD DWG NO THRUST BLOCK FOR TEES OR CAPS Engineering WORKING PRESSURE 0-150 PSI 0-3.3
:orporation MARCH 1997
..
' ANGLE OF PIP€ BEND
PLAN VIEW
of? @
TRENCH WIDTH
TRENCH SECTION
WIDTH = 2 x HEIGHT
NOTE: BASED ON SOIL BEARING CAPACITY OF 1500 LBS/SF. SPECIAL DESIGN REQUIRED IF SOIL
BEARING CAPACITY IS LESS THAN 1500 LBWSF. PLACE CONCRETE AGAINST UNDISTURBED
GROUND IN TRENCH BOTTOM AND SIDE.
4"-18" WATER MAINS - 0-150 PSI
TEM
DUCTILE IRON BEND FOR DI OR PVC PIPE - STEEL NOT SHOWN 5 15070 DR 18 PVC DISTRIBUTION PIPE, 14 INCHES & LARGER W/NON-RESTRAINED JT 4 15064 CL 150 PVC PRESSURE PIPE, 12 INCHES & SMALLER W/NON-RESTRAINED JT 3 15061 STEEL PIPE, CML&C WITH NON-RESTRAINED JOINTS 2 15056 DUCTILE IRON PIPE WITH NON-RESTRAINED JOINTS 1 SPECIDWG DESCRIPTION
15056/15064 .
7 CONCRETE THRUST BLOCK 02223
6 09867 POLYETHYLENE ENCASEMENT
OLIVENHAIN MUNICIPAL WATER' DISTRICT
7 Boyle
MARCH 1997 'orporation WORKING PRESSURE 0-150 PSI Zngineering
STD DWG NO THRUST BLOCK FOR PIPE BENDS 0-3.5
I
PLAN \MEET EXISTING PAVEMEN
Of! STREET GRADE
WTOP OF CUR87 I-
T L
CONTINUOUS
GRADE
L Y"I.LI ,-. mp CUk " CURB FACE TRANSITIONS AND WARP .
AREAS SHALL NOT EXTEND INTO CURB IvI* RETURNS, DRIVEWAYS, ALLEY
ENTRANCES, OR ANY OTHER CURB
OPENING. DEPRESSION SHALL BE 4'.
I I II"----- I I I I I I I I L""""l
PLAN \MEET EXfSTlNG PAVEMENT
OR STREET GRADE SUMFl CONDITION
cv. I APPROVED IOATE CITY OF CARLSBAD
I LOCAL DEPRESSION SUPPLEMEN TAL n-q -1
I 1 "I ..I ." .,e
.
This Page Intentionally Blank
0
#4 AT 12" 0.c- 1
3- 14 CIRCULAR TIES
NOTES:
I.
I.
41.
51.
61.
71.
81.
A CONCRETE COLLAR IS REOUIRED WHERE THE
CHANGE IN GRADE EXCEEDS 0.10 FT. PER FT.
WE2E PIPES OF DIFFERENT DIAMETERS ARE
JOINED WITH A CONCRETE COLLAR, L AND T
SHALL BE THOSE OF THE LARGER PIPE. 0-01 OR
02 WHICHEVER IS GREATER.
FOR PIPES LARGER THAN 66" A SPECIAL COLLAR
DETAIL IS REQUIRED.
FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER.
OMlT REINFORCING ON PIPES 24' AND LESS IN
DIAMETER AND ON ALL PIPES WHERE ANGLE A IS
.LESS THAN IO'.
WHERE REINFORCING IS REQUIRED THE DIAMETER OF
THE CIRCULAR TIES SHALL BE O*I2xWALL THICKNESSl*8'.
WHEN Dl IS EOUAL TO OR LESS THAN 02, JOIN INVERTS
AND WHEN Dl IS GREATER THAN 02 J0I.N SOFFITS.
PIPE MAY BE CORRUGATED METAL PIPE. CONCRETE
PIPE OR REINFORCED CONCRETE PIPE.
KEV. I APPROVED (DATE CITY OF CARLSBAD
I CONCRETE PIPE COLLAR I 1 I FOR PIPES 12' THROUGH 66" I STANOARO NO. DS-5 SUPPLEMENTAL
>; ...
0
\
"
REINFORCED MONO-
LITHIC ARCH I c PLAN
SECTlON M-M
F; l/Y-
" I I
E BARS
#5-3'0.C. TI E BARS IEIYfORClrn STEEL
IN0 I STUREED EARTH' ' SECTION Z-Z
51
61.
71.
81
91
la
I1
-.. "
INCHES. NOTE: NO MORE THAN ONE OPENING SHALL BE
WOE IN ONE SECTION 0; PIPE.
VALUES OF A, B , C, 4N0 D , ARE SHOWN ON PROJECT ORA1
I NGS . ELEVATI ON AND ELEVATION s ARE SHM WEN
REOUIRED PER NOTE It.
ELEVATION s APPLIES AT INSIDE WALL OF STRUCTURE. .
BREAKOUT LIMITS SHALL BE DETG'MINED AS FOLLM:
UPSTREAM LIMIT-AT THE INTERSECTION OF THE OUTSIDE
OF THE SPUR WALL WITH THE MAIN LINE PIPE WALL.
INTERSECTION OF THE SPUR WALL WI TH THE MAIN LINE PIPE WALL.
THE OPENING SHALL RE 9ECTANGULAR. CUT NORMAL TO
IF A JOINT IN THE MAIN LINE PIPE FALLS WITHIN THE LIMITS OF CONCRETE CRADLE, PROVIDE A CONCRETE
ENCASEMNT ONE FOOT ABOVE THE TOP OF THE MAIN LINE
PIPE TO THE LIMITS OF THE CRADLE. THE TRANSVERSE REINFORCEMENT IN PIPE SHALL BE CUT
AT CENTER OF OPENING AN0 BENT INTO TOP AND BOTTOM
SLABS OF SPUR. THE UIN LINE PIPE SHALL BE CRADLED AND ENCASED IN
INCHES BEYOND THE LIMITS OF BREAKOUTISEE NOTE 41
AND TRANSVERSLY A 0 I STANCE OF H ON EACH S IOE OF
DOWNSTREAM LIMIT-6 INCHES DOHMSTREAM OF THE
PIPE SURFACE AND wImour DAMAGING REINFORCING STEEL.
560-C-3250 CONCRETE, EXTENDING LONGITUOINALLY 12 .
THE CENTERLINE OF PIPE. H :1/2 0.0. OF PIPE-3 INCHES
MINIMUM. CRADLE MAY aE OMITTED ON SIDE OPPOSITE
LATERAL INLET WEN CONSTRUCTED IN CONNECTION WITH
EXISTING STORM DRAIN.
REINFORCING STEEL SHALL BE PER P w c c , AN0 PLACED I I/2 INCHES CLEAR FROM 'ACE OF CONCRETE, UNLESS
OTHERWISE SM. E AND F BARS SHALL 3E ?aRRIED TO A POINT NO LESS
THAN J OISTANCE FROM CEgTERLINE. J :7/12D* 6 INCHES. CONCRETE SHALL BE TYPE SiO-C-3250 \I .FLOOR Of STRUCTURE SHALL BE STEEL-TRMLED TO
).WEN JUNCTION STRUCTURE NO.1 IS SPECIFIED WITH
SPRING L!NE.
REINFORCED MONOLITHIC ARCH STORM DRAIN. VALUE D
REINFORCING STEEL SHALL BE CUT AND BENT INTO JUNCTION STRUCTURE IN THE SAME MANNER AS FOR PIPE.
CONCRETE CRAOLE UNOER REINFORCED MONOLITHIC
ARCH IS NOT REOUIRED.
SHALL REFER TO THE CLEAR SPAN OF THE Men.
I21 .'WEN ELEVATION R AND ELEVATION s ARE NOT
SHM ON PROJECT ORAWI NGS. INLET PIPE SHALL ENT~R
MIN LINE RADIALLY. MEN INLET PIPE ENTERS MAIN
LINE OTHER THAN RADIALLY , ELNATI ON s SHALL BE
SHW ON PROJECT DRAWINGS, AND INLET PIPE SHALL BE LAID ON A STRAIGHT GRADE FROM ELEVATION TO
CATCH BAS IN OR GRADE BREAK LINE. ELEVATION R
SHALL BE SHOWN ON PROJECT DRAWINGS ONLY WEN STUB IS TO BE PROVIOED IN MAIN LINE FOR FUTURE
CONSTRUCTION OF INLET PIPE.
INTERSECTION OF CENTER LINES OF MAIN LINE AND
LATERALS, EXCEPT THAT STATIONS FOR CATCH BASIN
CONNECTOR PIPE APPLY AT INSIDE WALL OF STRUCTURE.
141.ALL INSIDE SURFACES SHALL BE FORMED TO PRODUCE
FINAL SHAPE. STRUCTURES POURED WITHOUT FORMS
WILL BE REJECTED.
1.3I.STATIDNS SPECIFIED ON DRAWINGS APPLY AT THE
- - A 1 L
?EV. I APPROVED IDATE I CITY OF XARLSBAD I I I
-"--t_lJUNCTlON STRUCTURE N0.I 1-1 STANDARD NO. -
SECTlON A-A
NOTES
PLAN CORNER CONNECTION
I]. REINFORCING STEEL SHALL BE l-l/2- CLEAR FROM FACE
OF CONCRETE UNLESS OTHERWISE SHOWN.
2). REINFORCING STEEL FOR INSIDE FACE OF CURB INLET
BASIN SHALL BE CUT AT CENTER OF OPENING AND
BENT INTO WALLS OF MONOLITHIC CONNECTION. REINFORCING STEEL FOR OUTSIDE FACE OF CATCH
BASIN WALL SHALL BE CUT 2- CLEAR OF OPENING.
31. CONNECTION SHALL BE POURED MONOLITHIC WITH CURB
INLET. THE ROUNDED EDGE OF OUTLET SHALL BE CON-
STRUCTED BY POURING CONCRETE AGAINST A CURVED FORM WITH A RADIUS OF 3'.
SPRING LINE.
AI PIPES, 12' THROUGH 72' IN DIAMETER, INLET OR
81 ANGLE A, FOR PIPES 24' THROUGH 30' IN DIAMETER,
Cl PIPES. 33' THROUGH 72' IN DIAMETER, INLET OR
41. FLOOR OF STRUCTURE SHALL BE STEEL-TROWELED TO
51. CONNECTIONS SHALL BE CONSTRUCTED WEN:
OUTLET THROUGH CORNER OF CURB INLET.
IS 70'OR LESS.
OUTLET THROUGH THE SIDE WALL OF CURB INLET.
61. ALL CONCRETE SHALL BE TYPE 560-C-3250.
AND 2 BELOW OPEN I NG
SIDE CONNECTlON
\
REV. I APPROVED IDATE I CITY OF CARLSBAD. , L CONNECTION TO CURB INLET
FOR PIPES 12" THROUGH 72' -
.B T
42' 7 112'
45' 7 94'
51' 8 I/2'
54- 9'
40' a-
t" a - u7
r VARIES - WELD ALL JOINTS -l
GWATER MAINS-14 INCHES AND LARGER
OLIVENHAIN MUNI.CIPAL WATER DISTRICT
Boyle STD DWG NO 4-INCH BLOW-OFF ASSEMBLY Engineering WORKING PRESSURE 0-200 PSI Corporation MARCH 1997
A-1.5
I NOTES:
1. LOCATE AIR .VALVE AND ENCLOSURE WHERE
SHOWN ON THE DRAWINGS OR AS DIRECTED
BY THE DISTRICT'S REPRESENTATIVE.
2. PROVIDE 2 GUARD POSTS FOR EACH
. ASSEMBLY EXCEPT WHERE ASSEMBLY IS
LOCATED ADJACENT TO PAVED STREET
WITH CONCRETE CURBS. SEE MATERIAL ITEM @
FIELD PAINT POSTS PER STD SPEC 09900,
SYSTEM NO. 20. COLOR TO BE OSHA YELLOW.
PER STD SPEC 09855. FIELD PAINT VALVE AND
ENCLOSURE PER STD SPEC 09900, SYSTEM NO. 20.
COLOR TO BE OSHA BLUE.
3. FLAME SPRAY AIR VALVE ENCLOSURE
POSITION MIDWAY BETWEEN
PIPELINE AND VALVE ENCLOSURE
WATER MAINS - 0-200 PSI
OLIVENHAIN MUNICIPAL WATER DISTRICT
Engineering A-3.3
Corporation MARCH 1997
Boyle STD DWG NO 2-INCH COMB AIR VALVE ASSEMBLY
WORKING PRESSURE 0-200 PSI
;
NOTES:
1. LOCATE WATER SAMPLE POINT ENCLOSURE WHERE
SHOWN ON THE DRAWINGS OR AS DIRECTED L
BY THE DISTRICT'S REPRESENTATIVE.
2. PROVIDE 2 GUARD POSTS FOR EACH 0"
ASSEMBLY EXCEPT WHERE ASSEMBLY Is
LOCATED ADJACENT TO PAVED STREET
WITH CONCRETE CURBS. SEE MATERIAL ITEM 0.
FIELD PAINT POSTS PER ST0 SPEC 09900,
SYSTEM NO. 20. COLOR TO BE OSHA YELLOW.
09900, SYSTEM NO. 20. COLOR TO BE OSHA BLUE.
3. FIELD PAINT ENCLOSURE PER STD SPEC
/.@ "
L
FOR SOLDER JOINT
INSTALLATIONS ONLY
POSITION MIDWAY BETWEEN PIPELINE AND VALVE ENCLOSURE
WATER MAINS - 0-200 PSI
I OLIVENHAIN MUNICIPAL WATER DISTRICT
Boyle STD DWG NO 1-INCH WATER SAMPLE POINT ASSY Engineering
Corporation MARCH 1997 WORKING PRESSURE 0-200 PSI A-4.1
2' x 1
mot,
P OF FRAME & COVE
SECTION THROUGH RIM
SECTION THROUGH FRAME.& COVER
SECTION THROUGH LUG
Machined Surfocc / /I \ \ SECTION THROUGH RIB AT MID RADIUS
BOTTOM OF COVER
1 I
I I LIGHT DUTY I NUMBER "2
This Page Intentionally Blank
Bock of Back of +* sidewalk sidewalk x In n n nI
II
II II
II II II II II II
II I1 II .. ii II I1 FrontVi . u k6-x 6' post
CONTINUOUS BARRICADE tYP. Endh
Location dimension "1
12' 6'-0' . 12'
C
shown an plons
I 62.6' past
I
U SEPARATE BARRICADE '_I :lp J j 4mX4' wt
N
11 Fd Vi II 11
NOTES
1. Posts to be structural grade redwood or pressure treated (with rood presenolii) Douglos
2. AJI exposed parlions of barricades shall be painted with two coats of white exterior enomd POST
3. hnections shall be made with 3/8' x 6' galvanized 109 screws with one (1) rother eoch.
4. Reflector signs - Califmi0 Type N. Size 18'x18' - Yellow with nine (9) -3 1/4' refkctws LEGEND ON PUNS
front vm GUARD fir. surfaced lour sides; cross piece to be 2'x 8' select grode Douglas Fir, surfoced four side% .
over prime coat.
Reflector sign fostners to be 5/8' x 1 1/2' galvonized kg screws.
(center mount). Rd a. Reflectors shall k red for use an dead end stmts. in all ohr COS= tw tho11 be ydh. bnicode
b. Sign material shall be aluminum ollg 6061-76 or 5052-H58, aluminum thickna 0.065 inch-. 51 Guard Past
Refkctor materiol shalt be plostii or other opprwcd nfkctaiied material.
5. Six foot bnq hat seelion metd pod per Cottrans Std. Plan A744 optional for guard post
GUARD POST AND BARRICADE
I 14- I
h)
24' min
5'
c u 6' thick Slope surfoce of grout pod to drain owoy from cover. ond to meet existing grade.
PIAN-IN UNPAVED AREA
rete
grout 1' Brick support oll oround 560-C-5250 on 2' sond base. concrete - NOTES
1. Cover and frome to be cost intcgroliy with pipe box. 2. Monument base may be cast in place or precast.
TYPICAL MONUMENT SECTION IN PAVED AREA
3. Form and toper exposed upp& 6' of .cost-in-ploce base to o top
4. Monument morker shall be o domed broa. 3' in diometer. @ 5. Monument Locotion: VI
a) Set on 011 centerline intersections unless octuol location b modified by Cl
diometer of 5'. (Precost bose shall be sond backfilled). i
the Agency ond shown in modified location on mop. When centerline
intersection is improcticol. offset 5 feet on centerline of major street, (see
detoil ot right). If neither centerline con be occupied. two monuments will be set in line oround the front on the perimeter of o 10-foot diameter circle, whose center is the point.
b) Set on centerline at intervols not exceeding 1000 feet on straight runs.
e) Set on centerline ot points of cunroture.
d) Set on center ot center points of cul-de-socs.
e) Set on centerline when center point of cul-de-soc is offset from Uterotion bcotion of monum~nL
1) These stondords may be modified at the discretion of the Agency in TI dirtoncat 8hm On fMI urb- d'vition mop if alternate kotii
it considers necessary. The following technique for reducing the number of monuments will be routine. LOCATION OF STRm.
monuments ot the Beginning of Cum' ond the rnding of Cum' when
the 'Point of Intersection' foils within the povement oreo.
h) Deletion of any monument othetw'be required by these stondords when its posilion con be determined by turning one angle from o point on o straight line between two other monuments, providing such point is not more thon 300 feet from the point on which the deleted monument would
hove been ploced.
centerline.
, cos= where strict compliance therewith results in more monuments thon is used.
9) Substitution of one monument on the 'Point of Intersection' for SURVEY MONUMENT
By Date SAN DIEGO REGIONAL STANDARD DRAWING ~QCWL STMOMS
REcQnDloEDeY1#u13DQeQ
?IGINAL 12/75 Kerchavol
STREET SURVEY MONUMENT Choirp'dm R.C.E. 19246 Dot.
NUMBER ORAWlNC "10
1/8. min-1/4* mox
poured leod. Concrete wrfoce
WE-A WE-B
ELEVATION
do.
INSTALIATION IN DISTING CONCREE
(Typical for Type A or 6)
NOTES
1. Moterial- Bross AS.1.Y. 9-16. UI mochine tolerances 51/64. mochine riish.
2. May k instolled in fresh cuncrete at time of installotion of concrete slructurc
3. Locotii-in most stoMe, permanent locotion in vicinity, such OS in base for
street light stondord 01 troffc siqnol (behind sidewok). in curb (not ncar pint.
on curve or ncar trees). on top of droinoge headroll, in foondotiin for bddiq
or retoininq wall or in concrete pads for transformers. pump stolii ctc
hole
1/4' Steel Plote welded to lop
(burrs removed).
f
. cy w
1/2' Expansion Joint
Back of curb or joint
Concrete to be some
os nolk
1 4' Diameter Steel Pipe
5' Diometer Steel Pipe Sleeve
18' Oiometer
5' Oiameter Steel Pipe Sleeve
HASP DETAIL
NOTES
1. Choin to be 1/4' proof coil choin gohnized steel. Weld four links to post and three Fib to pipe sleeve.
2. AI metal to be hat-dip golvonied oftcr fobricolion.
ZevisiOtl By ApproHd Oak
)RCINAL Solomon 7/79 SAN DIEGO REGIONAL STANDARD DRAWING
DEMOUNTABLE POST
LEGEND ON PUNS
0
I 4'
Bolts to be mounted
-I flush with oost when - - S odjocent to sidewolk
3
SECTION A-A
Typical for above ground obtruclions-4:1 sidewolk tronsitions typicol for ufe with C-7
4' Sidewok (if required)
link fence
if shown
fiber form lube 01 24'
frome w/1/4. felt pint
with 4' black concrete
all posts)
DETAIL OF POST KNOCKOCIT
re per M-34 or U-55
Direction of Troffc -
4' Choin Link Fence
By SAN DlEGO REGIONAL STANDARD DRAWING REQWL S~~D*ROS CQM~ REcQuIDI#DBYTHfWDlEW
?ICINAL CParkinson 5/92
GUARD RAIL STANDARDS
NUMBER DRAMNC "30
1
4' .Sidewalk I 2'
5' sidewalk 1 , 1' I
3
b
b
-Igc I
CI U aha
6"x 8" DOUGLAS FIR POST
s!K F&NJ
6"x 8" DOUGLAS FIR BLOCK
1
6"~6"~ 1 '-2" (0.1 875" THICK)
TUBULAR STEEL BLOCK
W6x8.5 OR W6x9 #.
STFFL POST
-I-
SECTION A-A
Il0(.l ZTE/ -4 ZE
W6x8.5 OR W6x9 STEEL BLOCK
NOTES 1. All holes in wood posts
10'x 10' DOUGLAS FIR POST and blocks sholl be 3/4' dio.f1/16'.
ond blocks sholl be 13/16 dio. maximum. 3. Contractor may submit olternotive steel post
details for Engineer's
2. All holes in steel posts
1 shown for wood
post are nominal. s!E moNT
8"x 8" DOUGLAS FIR BLOCK
By Approved Oat'
RICINAL C.Porkinson 4/92 SAN DIEGO REGIONAL STANDARD DRAWNG aQO" STmSCQION
REcQurwDEo BY ME su( mcQ
METAL BEAM GUARD RAILING II I POSTS AND BLOCKS DRAWING "33 NUMBER
lYPE 8M FIARE sa y. 1.l
APPROACH RAJLINC TRANSITION OOAJL
FOR FIXED OBJECT
AC
IC,. . .. I w-
TYPE 6 FLARE
11
"cy Saw 1LW.l
* EMBANKMENT WIDENING AND DIKE PLACEMENT DIAGRAM
5crNOtn1 ondl DIKE POSITIONING
(h we 2)
..
lad bk rpib
GUARD RAILING DELINEATION
5..HOb4
NOTES
1. For guord roil flare detok, see Stondord Drowings "34
2. When necessory to place dike in front of guord roil foce.
and "35.
only Type '.C' dike moy be used. For dike detoils, see Standard bowing C-5. 3. For ttondord roiling post embedment, see Stondord Drouing
4. Guard roiling delinealion to be used where shown on the
5. Direction of traffic indicated by 6. When dike or curb is placed under guord roiling. the
maximum height of the dike or curb shall be 0.33'.
"31.
project plons.
WMDW
TERMINAL SECTION TYPE C-ELEVATION MEW
TERMINAL SECTION TYPE C
OnAIL A
TERMINAL CONNECTOR FOR
OPTIONAL DESIGN TERMINAL SECTION TYPE C
OPTIONAL DESIGN TERMINAL SECTION TYPE C
lEwLQ
I I
ANCHOR PUT€ DETAIL
cvis-on
4/92 C.Porkinson RlClNAL
Dote Approved By SAN DIEGO REGIONAL STANDARD DRAWING aECQMlsDQ,BIMw=m ~C~~KSWDARDS a~~m
GUARD RAIL END ANCHORS Choirpdam R.C.E. 1924s 3& Dot.
-v
-
Lb
I
By SAN DIEGO REGIONAL STANDARD DRAWING MQmU ST- ~EcouuuIDm BY nrE u)(
ORIGINAL I 4/92 C.Porkinson . \
TEMPORARY RAILING - TYPE K Dloirpdron R.C.E. 19246 0010
DRAMNG "44 NUMBER
SECTKWl A-A
JI.4'. pr( k
TYPICAL OPENING DON.
gcno~ n-n WAnOn
REMOVABLE PANEL GROOVE DflAJS
cum0 UKWT
NOTES
1. for end treotment. layout and crash cushions, where needed,,
2. All 3-1/2' gaps at removable panels are to be bocked at
see Project Plorts or Special Provisions.
the base with #lo x 8' dowel or 1/2-0 pin each side of joint. See Section C-C. 3. Where Temporary Roiling (Type K) is placed on curves and
rodii that ore too severe to connect panels with bolted joinb.
the roiling is to be backed continuously with earth fill. See
Section F-F. 4. Attach units to deck slabs when required by Bridge Plans.
I 8' rnin. , Trench Width , 8' rnin.
1 1
PLAN
8' x 8' x 16' Concrete }
Block. Fill cores with grout. 7\
1 /Z' expansion joint motuiol or
jute orwnd pipe.
I I I I
i
I
I I
I
to be laid OS tightly os possible to dowmtrcom side of notch. I
FRONT ELEVATION SIDE ELEVATION
LEGEND ON PUNS
--i"--
'evisioo
12/75 AKcrcheval IRIGINAL SAN DIEGO REGIONAL STANDARD DRAWING Oat'
I CONCRETE ANCHOR
TYPE A TYPE 8 Height 6”, 8”, or 9” os indicated
2H + 6’ I
TYPE c TYPE 0
?
APPROX. DIKE QUANTITIES
TYPE
0.0375 C- 6”
0.0375 8
TONS/LIN. FT. Slope end of dike 1: 1
when not joining
other improvements 0.0250 A
I lD-8- R=l” .*
Slope end of dike 1: 1
when not joining
other improvements
AU. WES - SIDE VIEW
NOTES
1. Dike is to be ploced on a 2” of AX. road
2. AR-8000 grade asphalt to be used for oll dikes.
surfacing. extending throughout th width of the dike.
APPROX. DIKE QUANTITIES
TYPE
0.0250 A
TONS/LIN. FT.
8 0.0375 C- 6” 0.0375
3. A.C. dikes may be shaped ond compocted with on extrusion machine or other
equipment capable of shaping and compacting the moteriol to the required
cross section.
with 6' Curb Foce
NOTES
1. Concrete shall be 520-C-2500. 2. See Stondord Drawing C-10 for joint detoils. 3. Slope top of curb 1/4' per foot toward street.
Revision Approved Oote4 SAN DIEGO REGIONAL STANDARD DRAWING )RICIN& Kcrchevol 12/7 I -1 CURB AND GUTTER - COMBINED
LEGEND ON PLANS
t2!!5%9 Ql&pc)son R.C.E. 19246 0010
,
Varies Width os shown on plon ” 1/2’ R
-1/4- per 11. r- -L”-
”_”
I .. . I l Weokened Plone Joint J r--- “J
I
NON-CONTIGUOUS
r- I
“z
r I I
J
Width as shown on plan
1/2’ R
1/4’ per ft -
NOTES
1. Concrete show k 520-C-2506. 2. See Slondord bowing C-9 and C-10 for joint dclok
CONTIGUOUS
-1 SIDEWALK - TYPICAL SECTIONS
w
B- 1
h=0.79 Sq.R
t 24'
8-2
&e0=129 Sq.R
1 b-, 1/2'dia. Steel Dowels 0 4' C.C.
min. length 8' (see note 3)
8-3 h=0.29 Sq.R
NOTES
1. Concrete shoo be 520-C-2500.
2. See Stondord Orowing C-10 for joint detoils. 3. Extruded type 8-3 curb shall be onchored to existing povement by placing steel dowels ond reinforcing steel as shown or by using on approved odhesive.
8-4
kcOtO.35 Sq.R
LEGEND ON PLANS
Type B-2 M ad cutla
!vision Date Approved By SAN DIEGO REGIONAL STANDARD DRAWING ICINAL 12/75 Kerchevol
CURBS AND GUTTER - MEDIANS DRAMNG ~-6 NUMBER
1
* Expansion Joint nler Moteriol
.
3/8* (Sidewolk)
EXPANSION JOINT
'a0 '3. I -Preformed Joint filler
t- . '. .. .
WEAKENED PlANE JOINT
CUTER AND PAVEMENT
I (Y \ c
1/8' R
1/2' x 24' Smooth, Creose'd or Oiled Bar. 30' C.C.
CONTACT JOINT
r1/8* R
t* . . I
WEAKENED PLANE JOINT
CURB AND SIDEWALK
-1/8' R
I 4 t-1 5/80
KEYED JOINT
I
NOTES
1 . Expansion joints - - - ot curb returns, odjocent to structures and at 45' intervals.
(See Stondord Orowing C-10).
2. Weokcned Plane Joints------ at mid poht of curb return, when required, ond ot 15'
intervals from P.C.R's (See Stondord Drowing C-10).
3. 1/4' groom with 1/4' radius edges ot 5' intcrvols.
Approved """; lRlClNAL Kcrchevol 12/7 SAN DIEGO REGIONAL STANDARD DRAWING
II I SIDEWALK JOINT LOCATIONS I
..i. ,.., .. ..
Monolilhic curb if specified or required
Monolithic curb if
specified or rquired
. . . . . . . I. .. . _. . -, . _. . _. .I-. . . . I
Face of Curb -/
12' wide border
with 1/4' grooves
approx. 3/4- O.C. PLAN Top of curb
A
NOTE
See Standard bowing G-32 for generol notes.
I ELEVATION \
lYPE B L Gulter flow line
SECTION A-A
!vision By Approved Date
ZIGINAL U.Bohmanian 4/86 SAN DIEGO REGIONAL STANDARD DRAWING ~~XWL ST^^
RE~BYTHESusDOCO
CURB RAMP - TYPES A and B Ch&pe!rar * - RCE. 19246 3B Dolo
(New .Construction) DRAWING 6-27 NUMBER
1
Existing Score Mark Existing Joint
4,
4 - -
I SIDEWALK PLAN I
Existing Score Mork Areo to be removed Existing Joint
SIDEWALK SECTION
5' or from joint to joint 30' Min. from existing
Area to be removed in ponel whichever is less. . joint or edge of curb, - Existing Joint or Edge
I
I CURB PLAN .':. . , 5' (Min.) :i. ~ ~, . . ~ i/cg Joint Or or edge of pavement
keo to be removed 15' Min. from existing joint
.' . .-
I PAVEMENT SECTION
Remaining edge to be smooth and true with no rhotter.7
Concrete to be removed NOTE cut
When diStOnCe from, 'kea to be removed-, to &sting joint, edge 01
score morlr is leu thon minimum thorn. 'keo to k rmd' shall be exlended to joint. edge or score mork SECnON Showing Cut
Revision
12/75 Kerchevol )RICINAL
Dote Approved By -
REMOVAL AND REPLACEMENT SIDEWALK AND PAVEhENT c - 3- CONCRETE CURB, GUTTER,
RECCUYENDED BY THE un olEm ~EQONAL m."Ros cmwm SAN DIEGO REGIONAL STANDARD DRAWING
Ch6irpdsan R.CL 19246 Dot.
DRAWlNG ~-11 NUMBER
Meet sidewolk elevotion
12. wide border with
A-CI
PIAN r 12:l rpp Of I # t p..- a. 1 ' - "* . I a I X
............................. I ............... . :'. ...................................... ... ...................................
L2 1/2' Gutter
curb
Flow Line
ELEVATION
4' min. Landing -1 6' t
5% mox gutter - 12' -
X CT
See Oetoil B CURE HEIGHT CURB TRANSITION Std. Dwg. G-32
SECTION A-A 5' 2' - 6'
6" 3' - 6"
NOTES
1. Type C romps ore only to be used to mitigote existing conditions where inodequate right of woy exists to use Stondard Drawing C-28 or G-30. and ore not to be used in new construction.
2? See Standard Drawing G-32 for general notes.
7' 4' - 6'
8' 5' - 6'
6' - 6'
7' - 6"
8' - 6'
9' - 6'
IO' - 6'
Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING RE~~AL ST" ~OUMI~ ORIGINAL R. Munoz 5/97
RECOUUENOED BY WE W DEW
CURB RAMP - TYPE c
(For Existing Sidewalk) DRAMNG 6-29 NUMBER
c
Slope = X:Y Remove & reconstruct
Where X is level plane z pavement os shown on
plans to provide 5% mox.
slope within 4’ of
DETAIL A
DETAIL 8
NOTES
1. The removal of existing concrete curb, gutter, sidewolk and povement for
pedestrian romp instollotion sholl comply with Stondord Drowing G-11.
2. Areos shown thus: sholl hove a heovy broom ’ripple’ texture finish,
3. Areos shown thus: 1-1 ore the minimum required for o complete ramp
transverse to oxis of romp controsting visually with odjohing surfaces.
installation and sholl be concrete closs 520-C-2500.
4. If obstructions such as inlets, utility poles. fire hydronts, etc., are
encountered, the romp locations moy be odjusted upon the opproval of the Resident Eng’ meer.
5. Romp slope shall be o minimum grade of 151.
6. The romp slopes will be meosured relotive to the sidewolk slope, see Detoil A below.
Adjoining slope beyond ramp sholl not exceed 2O:l (5%).
&ion Date Approved By SAN DIEGO REGIONAL STANDARD DRAWING REaONKSTewm REWWNOOD BY WE ulr oEa
WIN& 2/95 C.Porlo’nton
34
I GENERAL NOTES for CURB RAMPS &id- R.C.E. 19246 Dola
NUMBER ~RAMC 6-32
PLAN
114' x 2' golvonized
steel bors.
10' Diameter. use
Sonotube for smooth
SECTION A-A
SIEEL & CONCREK
OMENSIONS
NOTE
Concrete sholl be class 560-C-3250
1 1/2' min. cover for bors and conduits
Galvanized steel conduits
and number os required. 1' golvonized steel conduit for service ground (where required). r Panel Bwrd / /-Meter
U 3/4' x 8' copper covered
steel ground rod.
SECTION B-B
CONDUIT & EQUIPMENT
This Page Intentionally Blank
WORKING PRESSURE
0-300 PSI
@OR
0-200 PSI
OLIVENHAIN' MUNICIPAL WATER DISTRICT
1-INCH THRU 2-INCH ASSEMBLIES 1 I MARCH 195'
,. . -. . . :.
NOTE: BASED ON SOIL BEARING
CAPACITY OF 1500 LSSISF.
SPECIAL DESIGN REOUIRED IF
SOIL BEARING CAPACITY IS LESS '4 e
THAN 1500 LBS/SF. PLACE 2 '4
CONCRETE AGAINST UNDISTUREE2
GROUND IN TRENCH BOTTOM ANI2 EACH
SIDES.
B TRENCH WIDTH . @
EACH FACE & 2 '6 EACH FACE &
SIDE OF PIPE EACH SIDE OF PIPE
TRENCH SECTION -
H
TRENCH ELEVATIONS
11" WATER MAIN - 0-150 PSI & 4"-1?" WATER MAINS - 151-200 PSI
ITEM ! DESCRIPTION
1 I DUCTILE IRON PIPE WlTh NON-RESTRAINED JOlNiS SPECIDWG
15064 CL I50 PVC PRESSURE PIPE WITH NON-RESTRAINED JOINTS - 15056
CL 200 PVC PRESSURE PIPE WITH NON-RESTRAINED JOINTS 15064 J RESILIENT SEATED GATE VALVE WITH CL 125 FLANGE x MECHANICAL JOINT 15101 5 POLYETHYLENE ENCASEMENT 09867 6
15122 FLANGED COUPLING ADAPTER WITH CL 125 FLANGE 9 15053 CEMENT MORTAR LINING ?&'I THK & COATING 1-1/4' THK ti 15053 STD WT STEEL PIPE WITH CL 150 FLG & 1' THK X 1-1/2" HIGH RING PL I
15101/E-1.2 VALVE 80X INSTALLATION FOR BURIED VALVES
!@ I CONCRETE ANCHOR BLOCK WITH REINFORCING STEEL 02223
- -
-
OLIVENHAIN MUNICIPAL WATER DISTRICT I
- doyle GATE VA.LVE INSTALLATION :.r;o!'neerina ST0 DWG NC
MARCH 1997 I '~rza-d +ion I D-2.3 - 1 WITH CONCRETE ANCHOR BLOCK
APPENDIX B: VARIOUS RESOURCE AGENCY PERMITS
@ 05/10/00 Contract No. 31 90
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8;
’ U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION CALIFORNIA DlvlSlON
980 Ninth Street, Suite 400
Sucrnmcnto, CA. 356 14-2724 January 25,2002
IN RePLY REPERTO HDA-CA
File #: 1 1 -SD-O-Cdsbd
Rancho Santa Fe
Document #: P38246
STPLF-5308(007)
Mr. Pedro Orso-Delgado, Interim District Director
Caltrans, District 11
P.O. Box 85406
San Diego, CA. 92186-5406
Attention: Kelly Dunlap. Associatc Environmental Planner
Pear Mr. Orso-Delgado:
SUBJECT: ]RANCHO SANTA FE REALIGNMENT/BRlDGE REPLACEMENT FONSI
We have reviewed the Environmental Assessment (EA) (received on January 22,2002) for
thc proposed Rancho Smta Fe realignment and bridge replacement in the City of Carlsbad,
County of San Diego and have determined that a Finding of No Significant Impact (FONSI)
-:’ is applicable. The design fcatures as presented in the EA are conceptually approved.
The original signed FONSI is enclosed. You may proceed with the notification to thc State and
area wide clearinghouse of the availability of this FONSL
Should you have any questions, please contact Jeff Lewis, Senior Transportation Engineer at
(916) 498-5035 or e-mail “jeff.Iewis@fhwa.dot.vov.”
Sincerely, /-
Michael G. Ritchie
Division Administrator
Enclosure
cc: (E-mail) J. Lewis
S. Stoermer
M. Rondinella
S. McHenry
cc:
Susanne Glasgow, CT Dist. 1 1 (Environmcnt)
Richalcnc Kdsay, CT Dist. 1 1 (Environment)
Gary Winters, CT KQ (Environment)
OPlloNK mtlM m V-w)
FAX TRANSMITTAL
I Fu c fu I
FEDEUL HIGHWAY ADMINISTIZATION
FINDTNC OF NO SIGNIFICANT IMPACT FOR
Proposed Rancho Santa Fe Realignment and Bridge Replacernan t Project
City of Carlsbad
In San Diego County
The Federal Highway Administration (FHWA) has determined that the proposed Rancho Sanul
Fe realignment and bridge replacernent project will have no significant impact on the human
environment. This Finding of No Significant lnlpact is based on the attached Environmental
Assessment (EA) and incorporated technical reports, which have been indcpendcmtly evaluated
by the FHWA and dctermincd to adequately and accurately discuss the nebd, environmental
issues, and impacts of the proposed project and appropriate mitigation measures. These
documents provide sufficient evidence and analysis for determining that an Environmental
Impact Statement (EIS) is not required. The FHWA assumes responsibility for the accuracy,
scope, and content of the attached EA and incorporated technical reports.
Chief, District Operations - South
. :.: . .. .
i .
REPLY TO
Office of the Chief
Regulatory Branch
City of Carlsbad
ATIN: Mr. Dave Hansen
Deputy City Engineer
Engineering Department
2075 Las Pahas Court
Carlsbad, California 92009
File Number: 200001251
Gentlemen:
DEPARTMENT OF THE ARMY
LOS ANGELES DIsTT(ICT, CORPS OF ENGINEERS
SAN DIEGO flELD OFFICE
16985 WEST BERNARD0 DRIVE, SUm 3WA
SAN DIEGO, CALIFORNIA 92127
August 24,2000
This is in reply to your May 19,2000 letter concerning your proposal to widen and realign a
section of Rancho Santa Fe Road from approximately 100 feet south of the La Costa
Avenue/Rancho Santa Fe Road intersection to approximately 100 feet north of the Melrose
Drive/Rancho Santa Fe Road intersection. This project is part of the City of Carlsbad’s General
Plan to upgrade Rancho Sata Fe Road to meet its designation as a Prime Arterial Roadway and
affects a portion of San Marcos Creek and its tributaries in the City of San Marcos, San Diego
County, California. This project includes the relocation of a sanitary sewer line from the old
bridge stmcture to a location under Sari Marcos Creek in the footprint of the construction ’
disturbance area for the new bridge.
The Corps has determined that your proposed activity complies with the terms and
conditions of nationwide permit NW14 for fills for roads crossing waters of the United States
(including wetlands and other special aquatic sites) and encompasses three separate locations
with permanent impacts of 0.5,0.27 and 0.15 respectively.
Additionally, the Corps has determined that your proposed activity complies with the
tern and conditions of the nationwide permits NW 12 for utility line discharges-.(0.04
of an acre of impact) lying within the foot print at the San Marcos Creek Bridge sik, NW 18 for
minor discharges (0.01 acre of permanent impact) and NW 33 temporary construction.access
and dewatering for roads crossing waters of the United States (including wetlands and other
special aquatic sites) encompasses two separate descriptions with temporary impacts of 1.18
acres.
You must comply with all tern and applicable conditions (regional, general, 404 only,
and 401 conditions) described in Enclosure 1 and complete the compliance statement
(Enclosure 2)..
-2-
Furthermore, you must comply with the following Special Condition(s1:
1.
2.
3.
4.
5.
6.
The pennittee shall abide by any speaal conditions stated in the Section 401 Water Quality
Certification or waiver from the California Regional Water Quality Board and/or the
!%&on 1601 Streambed Alteration Agreement from the California Department of Fish and
Game.
The permittee shall compensate for impacts to waters of the US, including wetlands by
restoring and/or enhancing at least 2.31 acres of riparian habitat within the San Marcos
Creek watershed as dose to the impact area as is feasible. This acreage is estimated using
a minimum ratio of 3:l for impacts to Southern Willow Scrub and disturbed wetlands and
a 1:1 ratio for impacts to unvegetated ephemeral waters. Prior to initiating construction of
Rancho Santa Fe Road Realignment and wideningproject, the permittee shall submit to
the Corps a mitigation plan consistent with the Los Angeles District Habitat Mitigation and
Munituring Propusul Guidelines, dated June 1993. The permittee shall obtain final written
approval of their mitigation plan from the Corps prior to construction of the Rancho Santa
Fe Road Realignment and widening project.
The permittee shall develop a Biological Mitigation and Monitoring Plan, which identifies
the location, duration, and method for a monitoring program, success standards, and
contingency measures. The permittee shall obtain written approval of this plan from the Corps of Engineers prior to initiation of construction.
The pennittee shall submit to the Corps annual written progress reports on the mitigation
area in accordance with the approved plan. These reports shall include photographic
documentation of the mitigation area. Five years after the project is completed, the
permittee shall submit to the Corps a report documenting the degree of revegetation of the
site. If the mitigation area@) have not achieved the criteria stated m the approved
mitigation plan the permittee shall reevaluate the soil, vegetative, and hydrologic
conditions of the mitigation area to determine what remedial actions need to be taken.
Following implementation of appropriate corrective actions, the permittee shall replant
the project site with native wetland and riparian vegetation and monitor until the stated
success criteria are achieved.
The pennittee shall employ all standard Best Management Practices to ensure that toxic
material, silt, debris or excessive erosion do not enter San Marcos Cretik during project
construction.
The permittee shall ensure that all vehicles maintenance, staging, storage and dspensing
of fuel occurs in designated upland areas. The permittee shall ensure that these
designated upland areas are located in such a manner as to prevent any runoff horn
entering waters of the U.S.
,..*
’. ., + .c
-3-
7. The pennittee shall remove all excess fill and/or construction debris, temporary fill or
structures used for access and dewatering for construction p'uposes, and equipment from
the site immediately upon completion of construction.
8. Prior to onset of construction/excavation, the permittee shal! provide the conkactor(s)
with a copy of this pennit. The contractor shall read and agree to comply with all
conditions herein.
9. Disturbed slope areas in the vicinity of any jurisdictional waters of the US. Shall be
stabilized using jute netting or other appropriate means, and revegetated with native
vegetation prior to the onset of the first winter rains following construction, so as to
minimize sedimentation and related impacts to the drainage.
10. The pennittee shall provide notification, either written or verbal, to the Corps of Engineers
at least one week prior to the start of work as to the antiapated beginning and ending
dates of construction.
11. A copy of the permit shall be on the job site at all times during constmction. The
permittee shall provide a copy of this permit to all onsite contractor(s), subcontractor(s)
and forepersons(s) read this authorization in its entirety prior to initiation of the project
and ensure that all appropriate pennit conditians are implemented as intended.
.. . .. .. . '). ;_.: . and forepersons(s). The permittee shall require that all such contractor(s), subcontractor(s)
12. 'Implementation of the mitigation plan shall be initiated as a point when the contind
development of the site would not impinge upon the potential viability of the installed
mitigation. Implementation of the mitigation should be timed to take advantage of the
cool winter wet season.
13. Within 45 days of completion of the project, the permittee shall submit to the Corps of
Engineers:
a. Photographs taken at the project site before, during and after construction for
b. One copy of "as built" drawings. those aspects signhcant to impacts to waters of the U.S.; and
This letter of verification is valid for a period not to exceed two years &dm the nationwide
permit is modified, reissued, or revoked before that time. It is innbent upon you to remain
domed of changes to the nationwide permits.
A nationwide permit does not grant any property rights or exclusive privileges. Also, it
does not authorize any injury to the property or rights of others or authorize interference with
any existing or proposed Federal project. Furthermore, it does not obviate the need to obtain
other Federal, state, or local authorizations required by law.
4
Thank you for participating in OUT regulatory program. If you have questions, please contact Karon M Marzec at (858) 6745384.
Sincerely,
Mark Durham
Chief, South Coast section
Reguiatory Branch
Enclosures
-1-
LOS ANGELES DISTRICT
U.S. ARMY CORPS OF ENGl?VEERS
CERTIFICATION OF COMPLIANCE WITH "
DEPARTMENT OF THE ARMY NATIONWIDE PERMXT'
Permit Number: 2oooo1251
Date of Issuance: August 24,2000
Name of Permittee:
City of Carlsbad
City of Carlsbad
2075 Las Palmas court
Carlsbad, Califomia 92009
EngineexingDepartment
Upon completion of the activity authoxized by this pennit, sign this certification and return
it with an original signature to the following address:
us. Amy corps of Engineers
ATIENTION: Regulatory Branch (200001251)
P.O. Box 532711
Los Angels, California 90053-2325
Please note that your permitted activity is subject to a compliance inspection by a Corps of
Engmeers' representative. if you fail to comply with these Nationwide permits you may be
subject to permit suspension, modification, or revocation.
I hereby cerhfy that the work authorized by the above referenced Nationwide permit has
been completed in accordance with the tern and conditions of said permit.
Signature of Pennittee Date
NATIONWIDE PERMIT NUMBER NWl2, W14, NW18, and NW33 TERMS AND CONDmONS
1. Nationwide Permit hWl2, NW14, NWlS, and NW33 Terms:
Your activity is authorized under NW12, NwT4, Nw18 ,and NW33 subject to the following terms:
Nationwide Number 12: Utility Lien Discharzes. Discharges of dredged of fill material
associated with excavation, backfill or bedding for utility lines, including outfall and intake
structures, provided there is no change in preconstruction contours. A "utility line "is defined
as any pipe or pipeline for the transportation of any gaseous, liquid, liquefiable, or slurry
. substance, for the purpose, and any cable, line, or wire for the transmission for any purpose of
electrical energy, telephone and telegraph messages, and radio and television communication.
The term "utility line" does not apply to pipes conveying drainage from another area. This NWP authorizes mechanized land clearing necessary for the installation of utility lines,
including overhead utility lines, provided the cleared area is kept to the minimum necessary
and preconstruction contours are maintained. However, access roads, temporary or
permanent, or foundations associated with overhead utility lines, are not authorized by this NWP. Material resulting from trench excavation may be temporarily sidecast (up to three
months) into waters of the United States, provided that the material is not placed in such a
manner that it is dispersed by currents or other forces. The DE may extend the period of . -
temporary side-casting not to exceed a total of 180 days, where appropriate. The area of waters
of the United States that is disturbed must be limited to the minimum necessary to construct
the utility line. In wetlands the top 6" to 12" of the trench should generally be backfilled with
topsoil from the trench. Excess material must be removed to upland areas immediately up
completion of construction. Any exposed slopes and stream banks must be stabilized
' immediately upon completion of the utility line. (See 33 CFR Part 322).
Notification: The permittee must notify the district engineer in accordance with the
"Notification" general condition, if any of the following criteria are net:
a. Mechanized land clearing in a forested wetland;
b. A Section 10 permit is required for the utility line;
c. The utility line is waters of the united States exceeds 500 feet; or,
d. The utility line is placed within a jurisdictional area (i-e., a water of the United
States), and it runs parallel to a streambed that is within that jurisdictional
area. (Section 10 and 404)
Nationwide Number 14: Road Crossine;s. Fills for roads crossing waters of the United States
(including wetlands and other special aquatic sites) provided the activity meets all of the
following criteria:
*
f
.. " ::. ..-..
a. The width of the fill is hted to the minimum necessary for the actual crossing;
b. The fill placed in non-tidal waters of the United States is limited to a filled area of no
more than 1 /2 acre for each separate and distinct crossing.
c. The crossing is adverted, bridged or otherwise designed to prevent the restriction of,
and to withstand, expected high flows and tidal flows, and to prevent the restriction of
low flows and the movement of aquatic organisms;
d. The crossing, including all attendant features, both temporary and permanent, is part
of a single and complete project for crossing of a water of the United States; and,
e. For fills in special aquatic sites, including wetlands, the permittee notifies the District
Engineer in accordance with the "Notification" general condition. The notification must
also include a delineation of affected speaal aquatic sites, including wetlands.
This NWP may not be combined with NWP 18 or NWP 26 for the purpose of increasing the
footprint of the road crossing. he road fills may be eligible for an exemption from the need
for a Section 404 permit altogether (see 33 CFR 323.4). Also, where local circumstances indicate
the need, District Engineers will.define the term "expected high flows" for the purpose of
establishing applicability of this NWP. (Sections 10 and 404)
Nationwide Number 18: Minor Discharges. Minor discharges of dredged or fill material into all
waters of the United States provided that the activity meets all of the following criteria: ..
_.
a. The quantity of discharged material and the volume of excavated area does not
exceed 25 cubic yards below the plane of the ordinary high water mark or the high tide
line;
b. The discharge, including any excavated area, will not cause the loss of more than
1/10 acre of a special aquatic site, including wetlands. For the purposes of this NWP,
the acreage limitation includes the filled area and excavated area plus special aquatic
sites that are adversely affected by flooding and special aquatic sites that are drained so
that they would no longer be a water of the United States as a result of the project; .
c. If the discharge, including any excavated area, exceeds 10 cubic yards below the plane
of the ordinary high water mark or the high tide line or if the discharge is in a special
aquatic site, including wetlands, the permittee notifies the District Engineer in
accordance with the "Notification" general condition. For discharges in special aquatic
sites, including wetlands, the notification must also include a delineation of affected
special aquatic sites, including wetlands (Also see 33 CFR 330.l(e)); and
d. The discharge, including all attendant features, both temporary and permanent, is
part of a single and complete project and is not placed for the purpose of a stream
diversion.
e. This NWP cannot be used in conjunction with NWP 26 for any single and complete
project. (Sections 10 and 404)
Nationwide Number 33: TemDorary Construction, Access and Dewaterinq, Temporary
structures, work and discharges, including cofferdams, necessary for construction activities or
access fills or dewatering of construction sites; provided that the associated primary activity is
authorized by the Corps of Engineers or the US. Coast Guard, or for other construction
activities not subject to the Corps or U.S. Coast Guard regulations. Appropriate measures must
be taken to maintain near normal downstream flows and to minimize flooding. Fill must be of
materials, and placed in a mer, that will not be eroded by expected high flows. The use of
dredged material may be allowed if it is determined by the District Engineer that it will not
cause more than minimal adverse effects on aquatic resources. Temporary fill must be entirely
removed to upland areas, or dredged material returned to its original location, following
completion of the construction activity, and the affected areas must be restored to the
preproject conditions. Cofferdams cannot be used to dewater wetlands oi'other aquatic areas
so as to change their use. Structures left in place after cofferdams are removed require a Section
10 permit if located in navigable waters of the United States. (See 33 CFR Part 322). The
permittee must now the District Engineer in accordance with the "Notification" general
condition. The notification must also include a restoration plan of reasonable measures to avoid
and minimize adverse effects to aquatic resources. The District Enpeer will add special
conditions, where necessary, to ensure that adverse environmental effects are minimal. Such
conditions may indude: limiting the temporary work to the minimum necessary; requiring
seasonal restrictions; mo-g the restoration plan; and requiring altemative construction
methods (e.g., construction mats in wetlands where practicable.). (Sections 10 and 404)
2. Nationwide Permit General Conditions
A. The following general conditions must be followed in order for any authorization by a NWP to be valid:
. 1.
2.
3.
4.
5.
6.
7.
8.
9.
Navigation. No activity may cause more than a minimal adverse effect on navigation.
Proper Maintenance. Any structure or fill authorized shall be properly maintained, including maintenance
to ensure public safety. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and.
maintained in effective operating condition during construction, and all exposed soil and other fills, as well
as any work below the ordinary high water mark or high tide line, must be permanently stabilized at the
earliest practicable date. Aquatic Life Movements. No activity may substantially disrupt the movement of those species of aquatic
life indigenous to the waterbody, including those species that normally migrate through the area, unless the
activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain
low flow conditions.
Equipment Heavy equipment working in wetlands must be placed on mats, or other measures must be
taken to minimize soil disturbance.
Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may
have been added by the division engineer (see 33 CFR 330.4(e)) and with any case specific conditions added
by the Corps or by the State or tribe in its !jection 401 water quality certification and Coastal Zone
Management Act consistency determination. Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River
System; or in a river officially designated by Congress as a "study river" for possible inclusion in the
system, while the river is in an official study status; unless the appropriate Federal agency, with direct
management responsibility for such river, has determined in writing that the proposed activity will not
adversely affect the Wild and Scenic River designation, or study status. Information on Wild and Scenic
Rivers may be obtained from the appropriate Federal land management agency in the area (e.g., National
Park Service, U.S. Forest Service, Bureau of Land Management, U.S. Fish and Wildlife Service).
Tribal Rights. No activity or its operation may impair reserved tribal rights, induding, but not limited to,
reserved water rights and treaty fishing and hunting rights.
Water Quality.
(a) In certain States and tribal lands an individual 401 water quality certification must be obtained Or
waived (See 33 CFR 330.4(c)).
(b) For NWPs 12,14, 17, 18,32,39,40,42,43, and 44, where the State or tribal 401 certification (either
.
generically or individually) does not require or approve a water quality management pian, the
permittee must include design criteria and techniques that will ensure that the authorized work does
not result in more than minimal degradation of water quality. An important component of a water
quality management plan includes stormwater management that minimizes degradation of the
downstream aquatic system, including water quality. Refer to General Condition 21 for stormwater
management requirements. Another important component of a water quality management plan is the
establishment and maintenance of vegetated buffers next to open waters, including streams. Refer to
General Condition 19 for vegetated buffer requirements for the NWPs.
10. Coastal Zone Management. In certain states, an individual state coastal zone management consistency
11. Endangered Species.
concurrence must be obtained or waived (F Section 330.4(d)).
(a) No activity is authorized under any NWP which is likely to jeopardize the continued existence of a
threatened or endangered species or a species proposed for such designation, as identified under the
Federal Endangered Species Act, or which will destroy or adversely modify the critical habitat of such
species. Non-federal permittees shall notify the District Engineer if any listed species or designated
critical habitat might be affected or is in the vicinity of the project, or is located in the designated critical
habitat and shall not begin work on the activity until notified by the District Engineer that the
requirements of the Endangered Species Act have been satisfied and that the activity is authorized. For
activities that may affect Federally-listed endangered or threatened species or designated critical
habitat, the notification must indude the name(s) of the endangered or threatened species that may be
affected by the proposed work or that utilize the designated critical habitat that may be affected by the
proposed work. As a result of formal or informal consultation with the Fws or NMFS, the District
Engineer may add species-specific regional endangered species conditions to the Ms.
(b) Authorization of an activity by a nationwide permit does not authorize the "take" of a threatened or
endangered species as defined under the Federal Endangered Species Act. In the absence of separate
authorization (e.g., an ESA Section 10 Permit, a Biological Opinion with "incidental take" provisions,
etc.) from the US. Fish and Wildlife Service or the .National Marine Fisheries Service, both lethal and
non-lethal "takes" of protected species are in violation of the Endangered Species Act. Information on
the location of threatened and endangered species and their critical habitat can be obtained directly
from the offices of the U.S. Fish and Wildlife Service and National Marine Fisheries Service or their
world wide web pages at http://www.fws.gov/r9endspp/endspp.html and
http://www.nmfs.gov/prot-res/esahome.html, respectively.
12. Historic Properties. No activity which may affect historic properties listed, or eligible for listing, in the.
National Register of Historic Places is authorized, until the DE has complied with the provisions of 33 CFR .
Part 325, Appendix C. The prospective permittee must notify the District Engineer if the authorized activity
may affect any historic properties listed, determined to be eligible, or which the prospective pennittee has
reason to believe may be eligible for listing on the National Register of Historic Places, and shall not begin
the activity until notified by the District Engineer that the requirements of the National Historic
Preservation Act have been satisfied and that the activity is authorized. Information on the location and
existence of historic resources can be obtained from the State Historic Presemation Office and the National
Register of Historic Places (see 33 CFR 330.4(g)). For activities that may affect historic properties listed in, or
eligible for listing in, the National Register of Historic Places, the notification must state which historic
property may be affected by the propoied work or include a vicinity map indicating the location of the
historic property.
13. Notification.
(a) Timing: Where required by the terms of the NWP, the prospective pennittee must notify the
District Engineer with a preconstruction notification (pa) as early as possible. The District Engineer
must determine if the PCN is complete within 30 days of the date of receipt and can request the
additional information necessary to make the PCN complete only once. However, if the prospective
permittee does not provide all of the requested information, then the District Engineer will notify the
prospective permittee that the PCN is still incomplete and the PCN review process will not commence
until all of the requested information has been received by the District Engineer. The prospective
permittee shall not begin the activity:
(1) Until notified in writing by the District Engineer that the activity may proceed under the NWP
with any special conditions imposed by the District or Division Engineer; or
(2) If notified in writing by the District or Division Engineer that an individual permit is required;
or
(3) Unless 45 days have passed from the District Engineer's receipt of the complete notification
and the prospective permittee has not received written notice from the District or Division
Engineer. Subsequently, the permittee's right to proceed under the WP may be modified,
suspended, or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). 0) Contents of Notification: The notification must be in writing and include the following
informa tion:
(1) Name, address, and telephone numbers of the prospective permittee;
(2) Location of the proposed project;
(3) Brief desaiption of the proposed project; the project's purpose; direct and indirect adverse
environmental effects the project would cause; any other NWP(s), regional general permit(s), or
individual permit(@ used or intended to be used to authorize any part of the proposed project or
any related activity; and
(4) For NWPs 7,12,14,18,21,34,38,39,40,42, and 43, the PCN must also include a delineation of
affected special aquatic sites, including wetlands, vegetated shallows (e.g., submerged aquatic
vegetation, seagrass beds), and riffle and pool complexes (see paragraph 13(f));
(5) For NWP 7, Outfall Structures and Maintenance, the PCN must include information regarding
the original design capacities and cofigurations of those areas of the facility where maintenance
dredging or excavation is proposed.
(6) For NWP 14, Linear Transportation Crossings, the PCN must include a compensatory
mitigation proposal to offset permanent losses of waters of the United States and a statement
describing how temporary losses of waters of the United States will be minimized to the maximum
extent practicable.
(7) For NWP 21, Surface Coal Mining Activities, the PCN must include an Office of Surface Mining
(OSM) or stateapproved mitigation plan.
(8) For NWP 27, Stream and Wetland Restoration, the PCN must include documentation of the
prior condition of the site that will be reverted by the permittee.
(9) For I" 29, Single-Family Housing, the PCN must also include:
(i) Any past use of this NWP by the individual permittee and/or the permittee's spouse;
(ii) A statement that the singlefamily housing activity is for a personal residence of the
permittee;
(iii) A desaiption of the entire parcel, including its size, and a delineation of wetlands.
For the purpose of this NWP, parcels of land measuring 1/4 acre or less will not require a
formal on-site delineation. However, the applicant shall provide an indication of where
the wetlands are and the amount of wetlands that exists on the property. For parcels
greater than 1 /4 acre in size, a formal wetland delineation must be prepared in
accordance with the current metho&equired by the Corps. (See paragraph 13(f));
(iv) A written description of all land (including, if available, legal descriptions) owned by
the prospective permittee and/or the prospective permittee's spouse, within a one mile
radius of the parcel, in any form of ownership (including any land owned as a partner,
corporation, joint tenant, co-tenant, or as a tenant-by-the-entirety) and any land on which
a puchase and sale agreement or other contract for sale or purchase has been executed; (10) For NWP 31, Maintenance of Existing Flood Control Proj-, the prospective permittee must
either notily the District Engineer with a PCN prior to each maintenance activity or submit a five
year (or less) maintenance plan. In addition, the PCN must include all of the following:
(i) Suffiaent baseline information so as to identify the approved channel depths and
configurations and existing facilities. Minor deviations are authorized, provided the
approved flood control protection or drainage is not increased;
(ii) A delineation of any affected special aquatic sites, including wetlands; and,
(iii) Location of the dredged material disposal site.
(11) For NWP 33, Temporary Construction, Access, and Dewatering, the PCN must alsd include a
restoration plan of reasonable measures to avoid and minimize adverse effects to aquatic resources.
(12) For NWPs 39,43, and 44, the PCN must also include a written statement to the htrict
Engineer explaining how avoidance and minimization of losses of waters of the United States were
achieved on the project site.
13) For NWP 39, Residential, Commercial, and Institutional Developments, the PCN must include
a compensatory mitigation proposal that offsets unavoidable losses of waters of the United States
or justification explaining why Compensatory mitigation should not be required.
(14) For NWP 40, Agricultural Activities, the PCN must include a compensatory mitigation
proposal to offset losses of waters of the United States.
(15) For NWP 43. Stormwater Management Facilities, the PCN must include, for the construction
of new stormwater management faalities, a maintenance plan (in accordance with State and local
.. ..
"
requirements, if applicable) and a compensatory mitigation proposal to offset losses of waters of
the United States.
(16) For NWP 44, Mining Activities, the PCN must include a description of all waters of the United
States adversely affected by the project, a description of measures taken to minimize adverse
effects to waters of the United States, a description of measures taken to comply with the criteria of
the NWP, and a reclamation plan (for aggregate mining activities in isolated waters and non-tidal
wetlands adjacent to headwaters and any hard rock/mineral mining activities).
(17) For activities that may adversely affect Federally-listed endangered or threatened species, the
PCN must include the name(s) of those endangered or threatened species that may be affected by
the proposed work or utilize the designated critical habitat that may be affected by the proposed
work.
(18) For activities that may affect historic properties listed in, or eligible for listing in, the National
Register of Historic Places, the PCN must state which historic prbperty may be affected by the
proposed work or include a vicinity map indicating the location of the historic property.
(19) For NWPs 12,14,29,39,40,42,43, and 44, where the proposed work involves discharges of
dredged or fill material into waters of the United States resulting in permanent, above-grade fiIls
within IWyear floodplains (as identified on FEh4A's Flood Insurance Rate Maps or FEMA-
approved local floodplain maps), the notification must include documentation demonstrating that
the proposed work complies with the appropriate FEW or FEMA-approved local floodplain
construction requirements.
(c) Form of Notification: The standard individual perrnit application form (Form ENG 4345) may be
used as the notification but must dearly indicate that it is a PCN and must include all of the information
required in (b) (1>(19) of General Condition 13. A letter containing the requisite information may also
bed. (d) District Engineer's Decision: h reviewing the PCN for the proposed activity, the District Engineer
will determine whether the activity authorized by the NWP will result in more than minimal individual
or cumulative adverse environmental effects or may be contrary to the public interest. The prospective
permittee may, optionally, submit a proposed mitigation plan with the PCN to expechte the process and
the District Engineer will consider any proposed compensatory mitigation the applicant has included in
the proposal in determining whether the net adverse environmental effects to the aquatic environment
of the proposed work are minimal. If the District Engineer determines that the activity complies with
the terms and conditions of the NWP and that the adverse effects on the aquatic environment are
minimal, the District Engineer will notify the permittee and include any conditions the District
Engineer deems necessary. Any compensatory mitigation proposal must be approved by the District Engineer prior to
commencing work. If the prospective permittee is required to submit a compensatory mitigation
proposal with the PCN, the proposal may be either conceptual or detailed. If the prospective permittee
elects to submit a compensatory mitigation plan with the PCN, the District Engineer will expeditiously
review the proposed compensatory mitigation plan. The District Engineer must review the phn within
45 days of receiving a complete PCN and determine whether the conceptual or specific proposed
mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net
adverse effects of the project on the aquatic environment (after consideration of the compensatory
mitigation proposal) are determined by the District Engineer to be minimal, the District Engineer will
provide a timely written response to the applicant stating that the project can proceed under the terms
and conditions of the nationwide permit.
If the District Engmeer determines that the adverse effects of the proposed work are more than
minimal, then he will notify the applicant either: (1) that, the project does not qualify for authorization
under the NWP and instruct the applicant on the procedures to seek authorization under an individual
permit; (2) that the project is authorized under the NWP subject to the applicant's submission of a
mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal
level; or (3) that the,project is authorized under the NWP with specific modifications or conditions.
Where the District Engineer determines that mitigation is required in order to ensure no more than
minimal adverse effects on the aquatic environment, the activity will be authorized within the 4My
PCN period, including the necessary conceptual or specific mitigation or a requirement that the
applicant submit a mitigation proposal that would reduce the adverse effects on the aquatic
environment to the minimal level. When conceptual mitigation is included, or a mitigation plan is
required under item (2) above, no work in waters of the United States will occur until the District
Engineer has approved a specific mitigation plan. ..
(e) Agency Coordination: The District Engineer will consider any comments from Federal and State
..
agencies concerning the proposed activity's compliance with the terms and conditions of the NWS and
the need for mitigation to reduce the project's adverse effects on the aquatic environment to a minimal
level.
For activities requiring notification to the District Engineer that result in the loss of greater than
1/2 acre of waters of the United States, the District Engineer will, upon receipt of a notification, provide
immediately (e.g., via facsimile transmission, overnight mail, or other expeditious manner), a copy to
the appropriate offices of the Fish and Wildlife Service, State natural resource or water quality agency,
EPA, State Historic Preservation Officer (%Po), and, if appropriate, the National Marine Fisheries
Senrice. With the exception of NWP 37, these agencies will then have 10 calendar days from the date
the material is transmitted to telephone or fax the District Engineer notice that they intend to provide
substantive, sitespecific comments. If 50 contacted by an agency, the District Engineer will wait an
additional 15 calendar days before making a decision on the notification. The District Engineer will
fully consider agency comments received within the specified time frame, but will provide no response
to the resource agency, except as provided below. The District Engineer will indicate in the
administrative record associated with each notification that the resource agencies' concerns were
considered. As required by Section 305@)(4)(B) of the Magnuson-Stevens Fishery Conservation and
Management Act, the District Engineer will provide a response to National Marine Fisheries Service
within 30 days of receipt of any Essential Fish Habitat conservation recommendations. Applicants are
encouraged to provide the Corps multiple copies of notifications to expedite agency notification.
(f) Wetlands Delineations: Wetland delineations must be prepared in accordance with the current
method required by the Corps. For NWP 29 see paragraph (b)(9)(iii) for parcels less than 1 /4 acre in
size. The permittee may ask the Corps to delineate the special aquatic site. There may be some delay if
the Corps does the delineation. Furthermore, the &day period will not start until the wetland
delineation has been completed and submitted to the Corps, where appropriate. 14. Compliance Certification. Every- permittee who has received a Nationwide permit verification from the
Corps will submit a signed certification regarding the completed work and any required mitigation. The
certification will be forwarded by the Corps with the authorization letter. The certification will include: a.)
A statement that the authorized work was done in accordance with the Corps authorization, including any
general or specific conditions; b.) A statement that any required mitigation was completed in accordance
with the permit conditions; and c.) The signature of the permittee certifying the completion of the work and
mitigation. 15. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is
prohibited, except when the acreage loss of waters of the United States authorized by the NWPs does not
exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a road
crossing over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by
NWP 13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1/3
acre.
16. Water Supply Intakes. No activity, including structures and work in navigable waters of the United States
or discharges of dredged or fill material, may occur in the proximity of a public water supply intake except
where the activity is for repair of the public water supply intake structures or adjacent bank stabilization.
discharges of dredged or fill material, may occur in areas of concentrated shellfish populations, unless the
activity is directly related to a shellfish harvesting activity authorized by NWP 4.
18. Suitable Material. No activity, including structures and work in navigable waters of the United States or
discharges of dredged or fill material, may consist of unsuitable material (e.g., trash, debris, car bodies,
asphalt, etc.) and material used for construction or discharged must be free from toxic pollutants in toxic
amounts (see Section 307 of the Clean Water Act).
of the United States to the maximum extent practicable at the project site (i.e., on site). Mitigation will be
required when necessary to ensure that the adverse effects to the aquatic environment are minimal. The
District Engineer will consider the factors discussed below when determining the acceptability of
appropriate and practicable mitigation necessary to offset adverse effects on the aquatic environment that
are more than minimal.
17. Shellfish Beds. No activity, including structures and work in navigable waters of the United States or
19. Mitigation. The project must be designed and constructed to avoid and minimize adverse effects to waters
(a) To be practicable, the mitigation must be available and capable of being done considering costs,
existing technology, and logistics in light of the overall project purposes. Examples of mitigation that
may be appropriate and practicable include, but are not limited to: reducing the size of the project;
establishing and maintaining wetland or upland vegetated buffers to protect open waters such as
streams; and replaang losses of aquatic resource functions and values by creating, restoring, enhancing, or preserving similar functions and values, preferably in the same watershed;
@) The District Engineer will require restoration, creation, enhancement, or preservation of other
aquatic resources in order to offset the authorized impacts to the extent necessary to ensure that the
adverse effects on the aquatic environment are minimal. An important element of any compensatory
mitigation plan for projects in or near streams or other open waters is the establishment and
maintenance, to the maximum extent practicable, of vegetated buffers next to open waters on the
project site. The vegetated buffer should consist of native species. The District Engineer will determine
the appropriate width of the vegetated buffer and in which cases it will be required. Normally, the
vegetated buffer will be 25 to 50 feet wide on each side of the stream, but the District Engineer may
require wider vegetated buffers to address documented water quality concerns. If there are open
waters on the project site and the District Engineer requires compensatory mitigation for wetland
impacts to ensure that the net adverse effects on the aquatic environment are minimal, any vegetated
buffer will comprise no more than 1/3 of the remaining compensatory mitigation acreage after the
permanently filled wetlands have been replaced on a one-to-one acreage basis. In addition,
compensatory mitigation must address adverse effects on wetland functions and values and cannot be
used to offset the acreage of wetland losses that would occur in order to meet the acreage limik of some
of the NWPs (e.g., for NWP 39,1/4 acre of wetlands cannot be created to change a 1/2 acre loss of
wetlands to a 1 /4 acre loss; however, 1 /2 acre of created wetlands can be used to reduce the impacts of
a 1/3 acre loss of wetlands). If the prospective pennittee is required to submit a compensatory
mitigation proposal with the PCN, the proposal may be either conceptual or detailed.
(c) To the extent appropriate, pennittees should consider mitigation banking and other appropriate
forms of compensatory mitigation. If the District Engineer determines that compensatory mitigation is .
necessary to offset losses of waters of the United States and ensure that the net adverse effects of the
authorized work on the aquatic environment are minimal, consolidated mitigation approaches, such as
mitigation banks, will be the preferred method of providing compensatory mitigation, unless the
District Engineer determines that activity-specific compensatory mitigation is more appropriate, based
on which is best for the aquatic environment. These types of mitigation are preferred because they
involve larger blocks of protected aquatic environment, are more likely to meet the mitigation goals,
and are more easily checked for compliance. If a mitigation bank or other consolidated mitigation
approach is not available in the watershed, the District Engineer will consider other appropriate forms
of compensatory mitigation to offset the losses of waters of the United States to ensure that the net
adverse effects of the authorized work on the aquatic environment are minimal.
20. Spawning Areas. Activities, including structures and work in navigable waters of the United States or
discharges of dredged or fill material, in spawning areas during spawning seasons must be avoided to the
maximum extent practicable. Activities that result in the physical destruction (e.g., excavate, fill, or sm6ther
downstream by substantial turbidity) of an important spawning area are not authorized.
21. Management of Water Flows. To the maximum extent practicable, the activity must be designed to
maintain preconstruction downstream flow conditions (e.g., location, capacity, and flow rates).
Furthermore, the activity must not permanently restrict or impede the passage of normal or expected high
flows (unless the primary purpose of the fill is to impound waters) and the structure or discharge of
dredged or fill material must withstand expected high flows. The activity must, to the maximum extent .
practicable, provide for retaining excess flows from the site, provide for maintaining surface flow rates from
the site similar to preconstruction conditions, and must not increase water flows from the project site,
relocate water, or redirect water flow beyond'preconstruction conditions. in addition, the activity must, to
the maximum extent practicable, reduce adverse effects such as flooding or erosion downstream and
upstream of the project site, unless the activity is part of a larger system designed to manage water flows. 22. Adverse Effects From Impoundments. If the activity, including structures and work in navigable waters of
the United States or discharge of dredged or fill material, creates an impoundment of water, adverse effects
on the aquatic system caused by the accelerated passage of water and/or the restriction of its flow shall be
minimized to the maximum extent practicable. 23. Waterfowl Breeding Areas. Activities, including structures and work in navigable waters of the United
States or discharges of dredged or fill material, into breeding areas for migratory waterfowl must be
avoided to the maximum extent practicable.
24. Removal of Temporary Fills. Any temporary fills must be removed in their entirev and the affected areas
returned to their preexisting elevation. 25. Designated Critical Resource Waters. Critical resource waters include, NOAA-designated marine
sanctuaries, National Estuarine Research Reserves, National Wild and Scenic Rivers, critical habitat for
Federally listed threatened and endangered species, coral reefs, State natural heritage sites, and outstanding
national resource waters or other waters officially designated by a State as having particular environmental
or ecological significance and identified by the District Engineer after notice and opportunity for public
comment. ne &ha Engineer may also designate additional critical resource waters after notice and
opportunity for comment. (a) Except noted below, discharges of dredged or fill material into waters of the United States are not
authorized by NWPs 7,12,14,16,17,21,29,31,%, 39,40,42,43, and 44 for any activity within, or
directly affecting, critical resource waters, including wetlands adjacent to such waters. Discharges of
dredged or fill materials into waters of the United States may be authorized by the above NWPs in
National Wild and Scenic Rivers if the activity complies with General Condition 7. Further, such
discharges may be authorized in designated critical habitat for Federally listed threatened or
endangered species if the activity complies with General Condition 11 and the US. Fish and Wildlife
Service or the National Marine Fisheries Service has concurred in a determination of compliance with
this condition.
(b) For NWPs 3,8,10,13,15,18,19,22,23,25,27,28,30,33,34,36,37, and 38, notification is required in
accordance with General Condition 13, for any activity proposed in the desisted critical resource
waters including wetlands adjacent to those waters. The District Engineer may authorize activities
under these NWPs only after he determines that the impacts to the critical resource waters will be no
more than minimal.
26. Fills Within 1WYear Floodplains. For purposes of this general condition, 100-year floodplains will be
identified through the Federal Emergency khnagerItent Agency's (FEMA) Flood Insurance Rate Maps or
FEMA-approved local floodplain maps. '
(a) Dischar~e~ Below Headwaters. Discharges of dredged or fill material into waters of the United
States resulting in permanent, abovegrade fills within the 100.year floodplain at or below the point on
a stream where the average annual flow is five cubic feet per second (i.e., below headwaters) are not
authorized by NWPs 29,39,40,42,43, and 44. For NWPs 12 and 14, the prospective permittee must
notify the District Engineer in accordance with General Condition 13 and the notification must include
documentation that any permanent, abovegrade fills in waters of the United States within the lwyear
floodplain below headwaters comply with FEMA or FEMA-approved local floodplain construction
requirements.
(b) Disch~~es in Headwaters (Le., above the point on a stream where the average annual flow is five ..,
cubic feet per second). *. . -+=4
(1) Flood Frinve. Discharges of dredged or fill material into waters of the United States resulting
in permanent, above-grade fills within the flood fringe of the 100-year floodplain of headwaters are -
not authorized by Ws 12,14,29,39,40,42,43, and 44, unless the prospective pennittee notifies
the District Engineer in accordance with General Condition 13. The notification must include
documentation that such discharges comply with FEMA or FEW-approved local floodplain .
construction requirements.
,:. r:
(2) Floodway. Discharges of dredged or fill material into waters of the United States resulting in permanent, above-
grade fills within the floodway of the 100-year floodplain of headwaters are not authorized by NWPs 29,39,40,42,
43, and 44. For NWPs 12 and 14, the permittee must notify the District Engineer in accordance with General
Condition 13 and the notification must indude documentation that any permanent, above grade fills proposed in the
floodway comply with FEMA or FEMA-approved local floodplain knstruction requirements.
California Regional Water Quality Control Board
San Diego Region
1 on H. Hickox KE;L’EIVE Intact Addrrs: http:Ilwww.S~b.U.govl-nvqcb9/
rcreruryfor 9771 Claircmont Mesa Boulevard. Suite A, San Dicgo, California 921 24-1324
€nvironmcnral Phone (858) 467-2952 FAX (858) 571-6972
Governor
Protection JAN i 0 2001
Action on Request for
Clean,Water Act section 401 Water Quality Certification
for Discharge of Dredged andor Fill Materials
PROJECT: Rancho Santa Fe Road (File No. OOC-045)
APPLICANT: Mr. David Hauser
City of Carlsbad
1635 Faraday Avenue
Carlsbad, CA 92008
ACTION:
1. 0 Order for Standard Certification
.. 2. I Order for Technically-conditioned Certification
.~ .,. ._. ”
I . i .... 3. 0 Order for Denial of Certification
STANDARD CONDITIONS:
The following three standard conditions apply to certification actions, except as noted under
Condition 3 for denials (Action 3).
1. This certification action is subject to modification or revocation upon administrative or
judicial review, including review and amendment pursuant to section 13330 of the California
Water Code and section 3867 of Title 23 of the California Code of Regulations (23 CCR).
2. This certification action is not intended and shall not be construed to apply to any discharge
from any activity involving a hydroelectric facility requiring a Federal Energy Regulatory
Cornmission (FERC) license or an amendment to a FERC license unless the pertinent
certification application was filed pursuant to 23 CCR subsection 3855(b) and the
application specifically identified that a FERC license or amendment to a FERC license for a
hydroelectric facility was being sought.
3. The validity of any non-denial certification action (Actions 1 and 2) shall be conditioned
upon total payment of the full fee required under 23 CCR section 3833, unless otherwise
stated in writing by the certifying agency.
California Environmental Protection Agency
Recycled Paper -
File No. OOC-045
ADDITIONAL CONDITIONS:
In addition to the three standard conditions, the applicant shall satisfy the following:
1. The project shall be implemented as described in the application submitted on April 26,
2000. Any deviation from the proposed project, as described in File No. OOC-045, shall
require additional 401 Water Quality Certification.
2. All storm drain inlets shall have storm drain inlet filters (e.g., Fossil filters or their
equivalent) to treat urban runoff. Maintenance of these filters shall be conducted per the
manufacturers specifications by the City of Carlsbad.
REGIONAL WATER (jUALITY CONTROL BOARD CONTACT PERSON:
Stacey Baczkowski
California Regional Water Quality Control Board, San Diego Region
9771 Clairemont Mesa Blvd., Suite A
San Diego, CA 92124
858-637-5594
WATER QUALITY CERTIFICATION:
I hereby certify that the proposed discharge from the Rancho Santa Fe Road project will comply
with the applicable provisions of sections 301 ("Effluent Limitations"), 302 ("Water Quality
Related Effluent Limitations"), 303 ("Water Quality Standards and Implementation Plans"), 306
("National Standards of Performance"), and 307 ("Toxic and Pretreatment Effluent Standards")
of the Clean Water Act. Although we anticipate no further regulatory invo1vement;should new
information come to our attention that indicates a water quality problem, we may issue waste
discharge requirements at that time.
JddH. Robertus-
Ucutive Officer
Regional Water Quality Control Board
I Date
5.
..
Attachments 1 and 2
Attachment 1 File No. OK-045
Applicant:
Applicant
Representatives:
ATTACHMENT 1
PROJECT INFORMATION
Mr. David Hauser
City of Carlsbad
1635 Faraday Avenue
Carlsbad, CA 92008
760-602-2739
760-602-8562 (f) ,
Ms. Shem Miller
Dudek and Associates, Inc.
605 Third Street
Encinitas, CA 92024
760-942-5 147
760-632-8710 (f)
Project Name: Rancho Santa Fe Road (OOC-045)
Project Location: The proposed project site is located in the eastern portion of the City of
Carlsbad, in northern San Diego County. The project footprint lies within
the northwestern portion of the Rancho Santa Fe United States Geological
Survey 7.5 minute quadrangle; sections 1,6, 19,20,29,30,31.32;
Townships 12 and 13 South; Range 3 and 4 West.
Type of Project: Road realignment and sewer pipelie.
Project Description: The proposed widening and realignment project is part of the City of
Carlsbad’s General Plan to upgrade Rancho Santa Fe Road to a Prime
Arterial Roadway Designation. A Prime Arterial Roadway has a 126-foot
right-of-way containing six travel lanes, a bike lane, an 18 foot raised
median, sidewalks, curb, and gutter.
The northerly approach for the new bridge(s) would be approximately
2,200 feet long and include the reconstruction of the La Costa Meadows
DrivdRancho Santa Fe Road intersection, and the reconstruction of
approximately 300 feet of La Costa Meadows Drive east of the
intersection. The realigned Rancho Santa Fe Road would be constructed
to the full width on the east side of the median, with sidewalks, curb and
gutter, and street lights from the bridge to north of Melrose Drive.
The Melrose DriveRancho Santa Fe Road intersection would be moved
approximately 400 feet to the north of the present intersection. Melrose
Drive would be realigned from the Cornita DFiveMelrose Drive
intersection northwest to the realigned Melrose Drive/Rancho Santa Fe
Road intersection. Cornita Drive would be extended to connect with the
realigned Melrose Drive.
A 24-inch sewer pipeline would also be installed by the Vallecitos Water
Attachment 1 File NO. OOC-045
District during construction of the bridge. The pipeline would be within
the limits of temporary disturbance associated with the bridge and would
not result in any additional impacts. The pipeline will be encased with
concrete and riprap, with a slope of 1.5: 1, will be placed around the pipe.
The pipeline, concrete, and riprap will be placed below grade with a
minimum of 1 foot of cover over the top.
Federal AgencyPerrnit: U.S. Army Corps of Engineers
Nationwide Permit 14, 18, and 33
Other Required Regulatory California Department of Fish and Game Streambed Alteration Agreement
Approvals:
California Environmental In 1992, the City of Carlsbad approved the preliminary alignment for the
Quality Act (CEQA) Rancho Santa Fe Road realignment and Mass Grading Project; the EIR for
Compliance: this project was certified by the City of Carlsbad on April 3, 1992. An
addendum to the final EIR was prepared in March 2000 to address the
final alignment of Rancho Santa Fe Road.
Receiving Water: San Marcos Creek, unnamed ephemeral drainages
Impacted Waters of the The proposed project will permanently impact 0.42 acre of southern
United States: willow scrub, 0.27 acre of disturbed wetlands, and 0.24 acre of
unvegetated ephemeral waters of the U.S. Temporary impacts include
0.97 acre of southern willow scrub.
Dredge Volume: 1,227 cubic yards.
Related Projects The City of Carlsbad has implemented two projects in the past five years
Implementedho be that have resulted in temporary impacts to San Marcos Creek. The first
Implemented by the project consisted of emergency access to repair a dip section of the
Applicant(s): Gibralter Street bridge. The second project replaced andor repaired
pedestrian and golf cart bridges at La Costa. Temporary impacts for both
of these projects are estimated at 0.1 to 0.3 acre.
Compensatory Mitigation: The proposed mitigation program will include a total of 2.2 acres of
offsite creation and 1.4 acres of offsite enhancement of jurisdictional
southern willow scrub and freshwater marsh. The proposed mitigation
area is located immediately east of the project area within University
Commons along San Marcos Creek. The mitigation area will be preserved
as an element of the Fieldstone HCP. In addition, 0.54 acre of
jurisdictional southern willow scrub will be restored onsite within the area
of impact along San Marcos Creek.
Best Management
Practices:
All storm drain inlets shall have storm drain inlet filters (e.g.. Fossil filters
or their equivalent) to treat urban runoff. Maintenance of these filters
shall be conducted per the manufacturers specifications by the City of
Carlsbad.
Attachment 2
ATTACHMENT 2
DISTRIBUTION LIST
Mr. Teny Dean
Army Corps of Engineers
Regulatory Branch
16885 West Bemardo Drive, Suite 300A
San Diego, CA 92 127
Ms. Sherri Miller
Dudek and Associates. Inc.
605 Third Street
Encinitas. CA 92024
State Water Resources Control Board
Division of Water Quality
File No. OOC-045
STATE OF CALIFORNIA-THE RESOURCES AGENCY GRAY DAVlcc
- qEPARTMENT OF FISH AND GAME
* buth Coast Region RECEIVED
39 Viewridge Avenue
San Diego, Catifornia 921 23 3UN 07 2001
(858) 467-4201
FAX (858) 467-4235 Em WERING
DEPARTMENT
June 05,2001
City of Carlsbad
Attn: David Hauser
163 5 Faraday Avenue
Carlsbad, CA 92009
Dear Mr. Hauser:
Enclosed is Streambed Alteration Agreement 5-142-00 that authorizes work on the
Rancho Santa Fe Road Realignment and Mass Grading project impacting San Marcos Creek in
San Diego County. This action is authorized under Section 1600 of the Fish and Game Code and
has been approved by the California Department of Fish and Game. Pursuant to the requirements
of the California Environmental Quality Act (CEQA) the Department filed a Notice of
Determination (NOD) on the project on 06 k/O/ . Under CEQA regulations,
the project has a 30-day statute of limitations o'n cohrt challenges of the Department's approval
under CEQA.
,.I 1
The Department believes that the project fi~lly meets the requirements of the Fish and
Game Code and CEQA However, ifcourt challenges on the NOD are received during the 30-
day period, then an additional review or even modification of the project may be required. If no
comments are received during the 30-day period, then any subsequent comments need not be
responded to. This information is provided to you so that if you choose to undertake the project
prior to the close of the 30-day period, you do so with the knowledge that additional actions may
be required based on the results of any court challenges that are filed during that period.
Please contact Tamara Spear at (858) 467-4223 if you have any questions regarding the
Streambed Alteration Agreement.
Sincerely,
C.F. hisbrook
Regional Manager
Enclosure
cc: Tamara Spear
3 CALIFORNIA DEPARTMENT OF FISH AND GAME 4949 Viewridge Avenue
San Diego, California 92123
Notification NOS-1 42-00
AGREEMENT REGARDING PROPOSED STREAM OR LAKE ALTERATION
THIS AGREEMENT, entered into between the State of California, Department of Fish and Game, hereinafter called the Department, and David Hauser. reoresentinq the Citv of Carlsbad. a municipal cornoration State of California , hereinafter called the Operator, is as follows:
VVHEREAS, pursuant to Section 1601 of California Fish and Game Code, the Operator, on the Zd day of Mav. 2000, notified the Department that they intend to divert or obstruct the
. natural flow of, or change the bed, channel, or bank of, or use material from the streambed(s) of, the following water@): thirteen unnamed eDhemeral drainaaes. tributaries to San Marcos Creek and San Maws Creek, San Diego County, California, Sections 1.6.19.20.29.30.31.32 Township 12s. 13s Range 3W. 4W .
WHEREAS, the Department (represented by Tamara Spear through a site visit on the 15th day ofJune. 2000) has determined that such operations may substantially adversely affect those existing fish and wildlife resources within the streambed of thirteen unnamed
flycatcher (Emoidonax trailii extimus).Caliimia anatcatcher (h/jooti/a caliibmica calrhrnical northern harrier (Cilcus cvaneus). white-tailed kite (Elanus leuwms). Coobr's hawk [Adfief mooen1 red-tailed hawk (Buteo iamaicensis). red-shouldered hawk (Buteo plamferus D/atmtenrs~.southem California nrfous-crowned sparrow (Aimonhila mfice~s), Bell's sage marrow (ArnDhismza belli be//fl. loaaerhead shrike (Lanius /udovicianus)- Reptiles-and AmPhibians: arroyo southwestern toad (Bulb micmscaDhus ca/ilbmicus). San Dieqo homed lizard (Phmosoma comnafum blainvi//efi. western spadefoot toad (ScaDhbDus hammondfi. red4iamond rattlesnake Crotalus mber). coastal row boa (khanurn frivir_uafa), two-striped aarter snake (ThamnoDhjs hammondifi: Mammals: San Dim0 Docket mouse. [ChaefodiDus &//ax fallax). Dulzura California Docket mouse (Chaefodious caliibrnkus femm/is), San Dieao black-tailed iack rabbit (LeDus caljibmicus). desert woodrat (Neotoma leoidal: Invertebrates: auino checkerspot butterffv (Euohvdrvas e&ha ciuino). monarch buttfly fDanaus plexims): Plants: San Dieao aolden star (Mui//a clevelandjj). San Dieqo thomint lAcanfhomintha i/iciWia). Nevin's barberrv (Berberis nevinifi. thread-leaved brodiaea (Brodiaea fiMo/ia). coast woollv-heads (Nemacaulis denudata var. denudafa), smooth tamlant (Hemizonia ounuens SSP. laevisl mud nama (Nama sfenocamum) including the southern willow scrub, freshwater marsh. and sumundinq Dieaan coastal saoe scrub, southern mixed chaDarral, vallev needlecrass arassland. annual arassland and eucalyptus crrassland which provide habitat for such species in the area.
. .. .. ephemeral drainacjes. tributaries to San Mams Creek and San Marcos Creek, specifically
'. .:'' .) identified as follows: Birds: least Bell's vireo ( Wm W/B ~usil/us). southwestern willow
THEREFORE, the Department hereby proposes measures to protect fish and wildlife
resources during the Operator's work. The Operator hereby agrees to accept the following measureslconditions as part of the proposed work.
If the Operatots work changes from that stated in the notification specified above, this Agreement is no longer valid and a new notification shall be submitted to the Department of Fish and Game. Failure to comply with the provisions of this Agreement and with other pertinent code sections, including but not limited to Fish and Game Code Sections 5650,
5652,5937, and 5948, may result in prosecution.
Page 1 of 6
STREAMBED ALTERATION AGREEMENT #5-142-00
3. Nothing in this Agreement authorizes the Operator to trespass on any land or property, nor does it relieve the Operator of responsibilrty for compliance with applicable federal, state, or local laws or ordinances. A consummated Agreement does not constitute Department of Fish and Game endorsement of the proposed operation, or assure the Department's concurrence with permits required from other agencies.
This Acareement becomes effective the date of Departments sianature and tertninates December 31,2004 for Droiect COnstnrctiOn on&. This Aareement shall remain in effect for that time necessary to satisfy the terms/conditions of this Aareement.
1. The following provisions constitute the limit of activities agreed to and resolved by this Agreement. The signing of this Agreement does not imply that the Operator is precluded from doing other activities at the site. However, activities not specifically agreed to and resolved by this Agreement shall be subject to separate notification pursuant to Fish and Game Code Sections 1600 et seq.
2. The Operator proposes to alter the streambed of thirteen unnamed ephemeral drainages, tributaries to San Marcos Creek and San Marcos Creek to accommodate the roadway realignment, widening and bridge replacement improvements to Rancho Santa Fe Road. A 24-inch sewer pipeline will also be installed within the limits of temporary disturbance at the proposed bridge footprint by Vallecitos Water District
,' -1 the La Costa AvenuelRancho Fe Road intersection to approximately lo0 feet north of the Melrose Drive/Rancho Santa Fe Road within the City of Carlsbad, San Diego County impacting 2.11 acres of streambed.
., . . . . . 1. during the bridge construction. The project is located from approximately 100 south of
3. The agreed work includes activities associated with No. 2 above. The project area is located in the streambed of thirteen unnamed ephemeral drainages, tributaries to San Marcos Creek and San Marcos Creek, San Diego County. Specific work areas and mitigation measures are described on/in the plans and documents submitted by the Operator, including an Addendum to the Final Environmental ImPad ReDort for the Rancho Santa Fe Road Realianment and Mass Gradina. SCW0010850 dated March 2000; ConceDtual Wetland Miticaation and Monitwina Plan for the. Rancho Santa Fe Road ' Realiqnment. dated December 2000: Bioloaical Resources Report and Impact Analysis for the Rancho Santa Fe Road Realianmentdafed November 2000 andeshall be implemented as proposed unless directed differently by this agreement.
4. The Operator shall not impact more than 2.11 acres of jurisdictional habitat comprised . . of 1.39 acres southern willow scrub, 0.27 acres disturbed freshwater marsh, 0.45
unvegetated ephemeral streambed. Of these impacts, 0.93 are permanent and 1.18 are
temporary.
Permanent impacts caused by the project include 0.42 acres of southern willow scrub, 0.27 of disturbed wetland and 0.24 acres unvegetated streambed. Mitigation for permanent impacts to southern willow scrub shall occur at a 3:l ratio of creation.
Disturbed freshwater marsh shall be mitigated at a 1 :l ratio of creation and 2:l ratio of enhancement, and unvegetated streambed shall be mitigated at a 1:l ratio of creation. All mitigation for permanent impacts shall be in-kind, occur off-site, and include 1.77 acres creation and 0.54 acres enhancement far a total of 2.31 acres.
Temporary impacts caused by the project include 0.97 acres of southern willow scrub and
Page 2 of 6
STREAMBED ALTERATION AGREEMENT #5-142-00
.?"J 0.21 acres unvegetated streambed. 0.54 acres of southern willow scrub shall be restored on-site at a 1 : 1 ratio. 0.47 acres of southern willow scrub shall be mitigated at a 1 : f ratio of creation and 2: 1 ratio of enhancement. 0.21 acres of unvegetated streambed shall also be restored on-site. 1.29 acres of mitigation for temporary impacts shall occur off-site
including 0.43 acres of creation and 0.86 enhancement and shall be in-kind.
The off-site mitigation area of 3.60 acres for the project is located along San Marcos Creek in fhe City of San Marcos, within the University Commons Specific Plan.
5. The Operator shall submit a Final RevegetatioMvlonitoring Plan for both the 3.60 acres
of.mitigation off-site and the 0.54 acres orl-site to the Department for review within 30
days of signing this Streambed Alteration Agreement. The plan shall specify a non-native plant control program, plant palette and include a long-term maintenance provision for the on-site mitigation and a plant palette for the on-site revegetation. The Operator shall receive Department approval prior to project initiatiodimpacts.
All mitigation shall be installed no later than March 31, 2003.
6. The Operator shall not remove vegetation within the stream from March 15 to July 31 to avoid impacts to nesting birds.
7. The Operator shall have a qualified biologist onsite daily during any impacts to vegetation for the purpose of monitoring and enforcing condition numbers 6, 9, 14, and 21 -. . _... I of this agreeement. ?:'.-I .. 8. No equipment shall be operated in ponded or flowing areas.
9. Distuhance or removal of vegetation shall not exceed the limits approved by the Department. The disturbed portions of any stream channel shall be restored. Restoration shall include the revegetation of stripped or exposed areas with vegetation native to the
area.
10. Installation of bridges, culverts, or other structures shall be such that water flow is not impaired. Bottoms of temporary culverts shall be placed at stream channel grade; bottoms of permanent culverts shall be placed at' or below stream channel grade.
11. Preparation shall be made so that runoff from steep, erodible surfaces will be diverted into stable areas with little erosion potential. Frequent water checks shall be placed on dirt roads, cat tracks, or other work trails to control erosion.
. . . . . . , . , . 12. Water containing mud, silt 'or other pollutants from aggregate washing or other activities shall not be allowed to enter a lake or flowing stream or placed in locations that may be subjected to high storm flows.
13. Structures and associated materials not designed to withstand high seasonal flows shall be removed to areas above the high water mark before such flows occur.
14. The perimeter of the work site shall be adequately flagged to prevent damage to
adjacent riparian habitat.
15. Stagingktorage areas for equipment and materials shall be located outside of the
stream.
Page 3 of 6
STREAMBED ALTERATION AGREEMENT #5-142-00
3 16. The Operator shall comply with all litter and pollution laws. All contractors, subcontractors and employees shall also obey these laws and it shall be the responsibility of the operator to ensure compliance.
17. If a stream's low flow channel, bed or bankdake bed or banks have been altered, . these shall be returned as nearly as possible to their original configuration and width, without creating future erosion problems.
18. All planting shall have a minimum of 100% survival the first year, based on the . original quantity planted and 90% sunrival for container trees and 80% survival for
container shrubs thereafter and/or shall attain 75% native wetland cover after 3 years - and 90% native wetland cover after 5 years for the life of the project. If the survival and' cover requirements have not been met, the Operator is responsible for replacement planting to achieve these requirements. Replacement plants shall be monitored with the same survival and growth requirements for 5 years of planting.
19. All planting shall be done between October 1 and April 30 to take advantage of the winter rainy season.
20. An annual report shall be submitted to the' Department by January 1 of each year for 5 years after planting. This report shalt include the survival , percent cover, and height of both tree and shrub species. The number by species of plants replaced, an overview of the revegetation effort, and the method used to assess these parameters shall also be included. Photos from designated photo stations shall be included.
21. Access to the work site shall be via existing roads and access ramps.
22. Spoil sites shall not be located within a streamllake, where spoil shall be washed back into a streadlake, or where it will cover aquatic or riparian vegetation,
k
-1
23. Raw cemenffconcrete or washings thereof, asphalt, paint or other coating material; oil or other petroleum products, or any other substances which could be hazardous to aquatic life, resulting from project related activities, shall be prevented from contaminating the soil and/or entering the waters of the state. These materials, placed within or where they may enter a stream/lake, by Operator or any party working under contract, or with the permission of the Operator, shall be removed immediately.
24. No debris, soil, silt, sand, bark, slash, sMust, rubbish, cement or concrete or washings thereof, oil or petroleum products or other organic or earthen material from any construction, or associated activity of whatever nature shall be allowed to enter into or _. ..... placed where it may be washed by rainfa1,l or runoff into, waters of the State. When operations are completed, any excess materials or debris shall be removed from the work area. No rubbish shall be deposited within 150 feet of the high water mark of any stream
or lake.
25. No equipment maintenance shall be done within or near any stream channel where petroleum products or other pollutants from the equipment may enter these areas under
any flow.
26. The Operator shall provide a copy of this Agreement to all contractors,
subcontractors, and the Operator's project supervisors. Copies of the Agreement shall be readily available at work sites at all times during periods of active work and must be presented to any Department personnel, or personnel from another agency upon
Page 4 of 6
STREAMBED ALTERATION AGREEMENT #5-142-00
.- :I demand.
27. The Department reserves the right to enter the project site at any time to ensure compliance with tems/conditions of this Agreement.
28. The Operator shall notify the Department, in writing, at least five (5) days prior to initiation of construction (project) activities and at least five (5) days prior to completion of construction (project) activities. Notification shall be sent to the
Department at 4949 Viewridge Avenue, San Diego, CA 92123 Attn: Tamara A Spear
29. It is understood the Department has entered into this Streambed Alteration Agreement for purposes of establishing protective features for fish and wildlife. The decision to proceed with the project is the sole responsibility of the Operator, and is not required by this agreement. It is further agreed all liability andor incurred cost related to or arising'out of the Operatot's project and the fish and wildlife protective conditions of this agreement, remain the sole responsibility of the Operator. The Operator agrees to hold harmless the State of California and the Department of Fish and Game against any related claim made by any party or parties for personal injury or any other damages.
30. The Operator shall request an extension of this agreement prior to its termination. Extensions may be granted for up to 12 months from the date of termination of the agreement and are subject to Departmental approval. Th6 extension request and fees shall be submitted to the Department's Region 5 office at the above address. If the Operator fails to request the extension prior to the agreement's termination, then the Operator shall submit a new notification with fees and required information to the Department. Any activities conducted under an expired agreement are a violation of Fish and Game Code Section 1600 et. seq. The Operator may request a maximum of one extension of this agreement.
31. The Department resewes the right to suspend or cancel this Agreement for other reasons, including but not limited to the following: a. The Department determines that the infomation provided by the Operator in support of the NotificationtAgreement is incomplete or inaccurate; b. The Department obtains new information that was not known to it in preparing the terms and conditions of the Agreement; c. The project or project activities as described in the NotificatiodAgreement have
changed; d. The conditions affecting fish and wildlife resources change or the Depaiment determines that project activities will result in a substantial adverse effect on the environment.
32. Before any suspension or cancellation of the Agreement, the Department will not* the Operator in writing of the circumstances which the Department believes warrant suspension or cancellation. The Operator will have seven (7) working days from the date of receipt of this notification to respond in writing to the circumstances described in the Department's notification. During the seven (7) day response period, the Operator shall immediately cease any project activities which the Department specified in its notification. The Operator shall not continue the specified activities until that time when the Department notifies the Operator in writing that adequate methods and/or measures have been identified and agreed upon to mitigate or eliminate the significant adverse effect. -
Page 5 of 6
STREAMBED ALTERATION AGREEMENT #5-14240
-33 L CONCURRENCE
(David Hauser) California' Dept. of Fish and Game
z/t?)o f
(date) (signat&) f (date)
JEPdV ct?y edC,&* C.'F. Ravsbrook. Reaional Manaaer
(title) (title)
Page 6 of 6
- City, o
November 30, 2001
Carrie Loya-Smalley
City of Carlsbad Public Works Department
1635 Faraday Avenue
Carlsbad, CA 92008
SUBJECT: HDP 01-1 1 - RANCHO SANTA FE ROAD WIDENING
The City has completed a review of the application for a Hillside Development Permit for
grading for the Rancho Santa Fe North Realignment and Widening Project. Rancho Santa
Fe Road North is shown on the City of Carlsbad General Plan Circulation Element as a
Prime Arterial roadway. The project extends from La Costa Avenue northerly to Melrose
Drive a distance of approximately 2.25 miles. The project will grade the full road right-of-
way of 126 feet and construct four of the ultimate 6 travel lanes. The adjacent
landowners will construct the remaining two travel lanes, parkway and median
improvements as their property develops.
It is the Planning Director's determination that the project is consistent with the City's
Hillside Development Ordinance, Chapter 21.95 of the Carlsbad Municipal Code and
therefore approves this request based on the following:
Findings:
1. Undevelopable areas of the project, pursuant to Section 21.53.230lb) of the
Carlsbad Municipal Code, have been properly identified on the constraints map.
2. The project complies with the purpose and intent provisions of Section 21.95.01 0
of the Carlsbad Municipal Code in that proposed grading has been designed to relata
to the slope of the land, the quantity of grading has been minimized and is 7,687
cubic yards per acre which is within the acceptable range listed in the Hillside
Development Regulations, and a number of the proposed slopes will be an interim
condition that will be modified when the adjacent properties are developed resulting
in a lowering of the slope height in several locations.
3. The project complies with Section 21.95.1 20 of the Carlsbad Municipal Code, and
Section 21.95.140 if a modification to the development and design standards is
approved in that hillside areas where a circulation element roadway must be located
provided the proposed alignment is environmentally preferred and comply with all
other city standards are excluded from the hillside development and design
standards of Section 21.95.1 20. Rancho Santa Fe Road is designated as a prime
arterial in the circulation element of the general plan and the proposed alignment
has been determined to be environmentally preferred in EIR 91-01 for the Rancho
Santa Fe Road Realignment and Mass Grading Project certified by the City Council
1635 Faraday Avenue Carlsbad, CA 92008-7314 (760) 602-4600 FAX (760) 602-8559 www.ci.carlsbad.ca.us e
HDP 01-1 1 - RANCHO SANTA FE ROAD WIDENING
November 30, 2001
Page 2
on June 2, 1992 and the Addendum dated March 2000. The project design results
in grading quantities in the acceptable range. Were the exclusion provisions of
Section 21.95.1 30 of the Hillside Development Regulations not applicable to the
project proposed slopes which are not contour graded in addition to slopes over the
maximum slope height of forty feet also qualify for a modification to the
development and design standards pursuant to Section 21.95.1 40 (1) in that the
proposed design will result in significantly more undisturbed area than requiring
additional contour grading adjacent to Habitat Conservation Pian Open Space areas
as this would extend slope heights and impact the preserve area and the existing
native habitat.
4. The project design substantially conforms to the hillside development guidelines
manual in that contour grading will occur where it will not create additional
environmental impacts, runoff control- will be accomplished as required by the
manual through the construction of onsite catchment basins and energy dissipators,
and landscaping will be installed to reduce erosion potential. The remaining design
guidelines illustrated in the manual are directed at the construction and placement
of structures, which are not included in this project.
5. The Planning Director has determined that: ""*
EIR 91-1 was certified on June 2"d, 1992 in connection with the Rancho 3 a.
Santa Fe Road Realignment and Mass Grading project. An Addendum to the
Final EIR for the project was prepared and is dated March 2000. The Hillside
Development Permit, HDP 01-1 1 approves the proposed grading design as
being in conformance with the Hillside Development Ordinance and the
environmental impacts of the proposed project were analyzed in EIR 91-1
and the March 2000 Addendum;
.. ..
b. The project has no new significant environmental effect not analyzed as
significant in the prior EIR 91-1 or the March 2000 Addendum;
C. None of the circumstances requiring a Subsequent EIR or a Supplemental EIR
under CEQA Guidelines Sections 151 62 or 151 63 exist.
Conditions:
1. Approval is granted for HDP 01-1 1, as shown on Exhibit(s) "A" through "W", dated
November 30, 2001, incorporated by reference and on file in the Planning
Department. Development shall occur substantially as shown on the approved
exhibit(s). Any proposed grading andlor development substantially different from
this approval as determined by the Planning Director, shall require an amendment to
this Hillside Development Permit.
HDP 01-1 1 - RANCHO SANTA FE ROAD WIDENING
November 30, 2001
Page 3
3. The paved section of Melrose Drive west'of Rancho Santa Fe that will be closed as
a result of the new Melrose Drive/Rancho Santa Fe intersection configuration shall
be removed. The area shall be landscaped and irrigated in conformance with a
landscape and irrigation plan to be submitted to the Planning Director for approval
prior to the start of grading in phase 2 of the Rancho Santa Fe Road North project.
Assistant Planning Director
GEW.DN:cr
c: John Maashoff, Associate Engineer
Doug Helming, Helming Engineering
File Copy
Data Entry
Planning Aide
APPENDIX C: CATHODIC PROTECTION
DETAILS AND NOTES
@ 05/10/00 Contract No. 3180
48 t ” t
.I
..
I . 4. . . ““
-
VWD RECYCLED‘ WATER MAIN comnrum. bc. RANCHO SANTA FE RD NORTH
2-WIRE TEST STATION ‘.
PHASE I
w* r-2n APPENDIX C
N TS DETAIL 1 OF 8
CARSONITE MARKER
66” LONG W/DECAL
SEE NOTE 1. TEST BOX (SEE NOTE 2)
SIDEWALK OR 26”SO X 4”
THICK CONCRETE PAP
UNPAVED SITES CURBED SITES
12” OR 24” DIP
NOTES:
1. MARKER AND CONCRETE PAD REQUIRED IN UNPAVED AND
2. USE CHRISTY G5 TEST BOX WITH CAST IRON LID MARKED UNIMPROVED AREA. DECAL: ”VWD CORROSION TEST STATION”.
”TEST STATION”.
3. STAMP 1 -1/2” DIA 18GA. BRASS TAG WITH 12” OR 24”
KW. ATTACH WITH #14 BARE COPPER WIRE.
INSULATING SLEEVE THREADEP STUD
(FULL LENGTH)
INSULATING WASHER
(BOTH SIDES)
INSULATING GASKET
TYPE ”E”
NUT & STEEL WASHER J
(BOTH SIUES) r-- INSULATING MATERIALS:
GASKET - TYPE ”E” PHENOLIC
W/ RECT. O-RING
SLEEVE - G10 GLASS
RUN WIRES’ TO TEST- I WASHER - G10 GLASS STA. FOR WIRING &
PETROLATUM WAX
TAPE. SEE NOTE 1.
INSULATING GASKET
NOTES:
1. APPLY WAX TAPE SYSTEM PER AWWAC2.17 AND THE FOLLOWING: WAX
PRIMER OVER ENTIER SURFACE; INDIVIDUALLY WRAP BOLTS AND ODD
SURFACES WITH WAX TAPE; OVER WRAP VALVE WITH WAX TAPE
MOLDED BY HAND TO ELIMINATE ALL VOIDS; (5VERWRAP WITH PLASTIC
OUTER TAPE.
2. SEE DETAIL 8 FOR TESTING REQUIREMENTS.
BURIED INSULATING
FLANGE KIT
VWD RECYCLED WATER MAIN RANCHO SANTA FE RD NOR PHASE I
APPENDIX C
DETAIL 2 OF 8 N TS
FIRST PoLY'ETHYLENE ENCASEM.ENT TLIBE
APPROX 2 FT. LONGER THAN PIPE
SECTION. FIX TO PIPE SECTION AT BOTH
ENDS
SECOND POLYETHYLENE ENCASEMENT
TUBE. LAP OVER FIRST POLYETHYLENE
ENCASEMENT TUBE AFTER JOINT IS MADE
No 4 HMWPE BOND WIRES SEE DETAIL 7
"_
I
-- i, J ~. . -f
"
NOTES:
2. PLACE POLYETHYLENE OVER BOND WIRES.
1. INSTALL POLYETHYLENE PER AWWA ClOS-METHOD A.
VWD RECYCLED WATER MAIN
CO- Irc. RANCHO SANTA FE RD NORTH DIP POLYETHYLENE
ENCASEMENT PHASE I
16466 snrmd, E.nkr Drk. Mk 0-27s APPENDIX C
(6s) Wf-0226 hn h. u ¶212a
'vvr, N TS DETAIL 3 OF 8
BELL
CASK
/- TEST LEADS
SEE NOTE 3
ALUMINO-THERMIC
POLYETHYLENE
ENCASEMENT
(SEE DETAIL 3) -,
rPlPE TAPE
(NP) TO
SECURE P.E.
2 EA. NO, 4 HMWPE
BOND WIRES (SEE
DUCTILE IRON PIPE
NOTES:
1. BOND WIRES SHALL BE OF MINIMUM LENGTH (8” MAX LENGTH) AND LAID
2. TEST, GRIND AND COAT ALL WELDS BEFORE BACKFILLING. SEE DETAIL 7.
3. Al7ACH TEST LEADS AT CTS SITES ‘ONLY. COVER fiLL WELDS WITH P.E. AS
SHOWN, SECURE TEST LEADS AND P.E. WITH 10 MIL PIPE TAPE. REPAIR
ANY DAMAGE TO P.E.
FLUSH AGAINST PIPE AND UNDER P.E. ENCASEMENT.
DUCTILE IRON PIPE coraroun Imc. RANCHO SANTA Ff RD NOR
BONDING
VWD RECYCLED WATER MAIN
PHASE I
le406 hnado h*r Dh. hlk S-271 APPENDIX C hn w. Cb 92128 (ow) 59z-ozu vv- N TS DETAIL 4 OF 8
LOOSELY DCtJBLE
WRAP WITH
SMlL POLYETHLENE 7 A P.E. ENCASEMENT
l-NO 6 HMWPE
(T;fP)
ALUMINO-THERMIC
WELD (up)
SEE DET 7 4 tiMWPE{ WIRES
BUllERFLY VALVE (r(p) / FLANGES
/\
FLANGE ADAPTER
NOTES:
1. WIRES CAN BE WELDED DIRECTLY TO PIPE OR FLANGE. JUMPER FROM
2. SEE NOTES ON SHEET 79 FOR POLYETHYLENE ENCASEMENT
PIPE TO FOLLOWER OR VALVE BODY IS No 6 HMWPE.
REQUIREMENTS. POLYETHYLENE MUST BE BUNCHED AND VERY LOOSE
OVER FLANGES, VALVES AND C0UPLINC.S.
I
MECHANICAL JOINT Co- INC.
BONDING
RANCHO SANTA FE RD NORTI- VWD RECYCLED WATER MAIN
PHASE I
APPENDIX C
DETAIL 5 OF 8 N TS
,/ 1 INSULATING BUSHING
2- 1/2” STL OUTLET (SEE NOTE 1)
BRASS SADDLE
PIPE
\ \ \
! ‘. MORTAR LINING i
RONZE SADDLE
-POLYETHYLENE ENCASEMENT
AX TAPE WRAP
NOTES:
(SEE INSTRUCTIONS
ON DETAIL 2)
1. SADDLE SIZE IS 1/2” GREATER THAN CORF STOP TO AC(2OMODATE
DIELECTRIC BUSHING.
2. WRAP SADDLE WITH WAX TAPE.
.. -I N TS I DETAL 6 OF 8
STEP .1
FILE SURFACE TO BRIGHT METAL
AND CLEAN
WELD CAP
STEP 4
I I
REMOVE SLAG FROM CONNECTION
'STEP 2 STEP 3
I I /-HANDLE
GRAPHITE COVER STARTING POWDER
L > "TAL POWDER I I
STRIP INSULATION
HOLD WELDER FIRMLY - WITH OPENING AWAY I. FROM OPERATION AND
* IGNITE STARTING POWDER
7 BlTlMlNOUS COATING
STEP 5 \ STEP 5
I I I
I t- I
COVER CONNECTION COAT WITH A BITUMINOUS WITH PRE-FORMED WELD CAP COMPOUND SEE NOTE- 5-
NOTES:
l.,WELDER SHOWN IS FOR HORIZONTAL SURZACES, FOR VERTICAL SURFACES
SIDE WELDER IS REQUIRED.
-. 7 ALL WIRE WELDS SHALL BE 3 INCHES APART, MINIMUM.
3. ALL EXPOSED METAL (STRUCTURE, WIRE, & WELD) SHALL BE COVERED
WITH 2 COATS OF PRIMER AND AN ELASTOMERIC WELD CAP. THEN
BY 2 INCHES MIN.
OVER-COATED WITH BITUMINOUS COMPOUND OVERLAPPING PIPE COATING
-
f <-
[m"yI"c- ALUMINO-THERMIC WELD'
VWD RECYCLED WATER MAN RANCHO SANTA FE RD NORTH PHASE I
APPENDIX C
DnAIL 7 OF 8
w* 1-275 1-0 tunarda Wr R(n
(m) S92-0226 SOII w. CA mm N TS
I
these tashs begins.
1. BOND WIRES AND TEST WIRES
A. Responsibility: The CONTRACTOR shall be responsible for testing all test leads and bond
6. Method: StriLe a sharp blow to all wire welds with a two pound hammer while pulling wire welds. VWD shall inspect test leads.
firmly on the wire. Welds failing this test shall be recleaned, re-welded and re-tested.
After backfilling pipe, all test lead pairs shall be tested using a standard ohmmeter for
broken welds.
backfilled. Ultimate bond wire acceptance shall be determined by pipe continuity testing.
Test lead resistance shall not exceed 150% of the total wire resistance as determined from
length and published wire data.
C. Acceptance: Welds not loosened or broken by the hammer test can be coated and
?. INSULATOR TESTING
A. Responsibility: Insulators shall be tested and certified by VWD.
6. Test Method: The assembled flange shall be tested with on insulator testing device (i.e.,
Gas Electronics Model 601 Insulation Checker) specifically designsd for this purpose. .
Insulation shall also be verified by measuring pipe-to-soil potentials on each side of the
insulator.
indicates that no shorts or partial shorts are present and when potentials on each side of
the insulator difter by more than 15 millivolts. All re-testing shall be done at the
CONTRACTOR’S expense.
C. Acceptance: The installation sholl be considered complete when the testing device
a?*:
1. CONTINUITY TESTING
.. . - 4
A. Responsibility. VWD will test all bonded pipe for continuity.
R. Timing. Test soon after backfilling and before paving.
C. Method. Pipe resistance shall be measured by the linear resistance method. A direct
current shall be impressed from one end of the test section to the other (test station to
test s?ation) using DC power supply (battery). A vdtage drop is measured for several
current levels. The resistance (R) is calculated using the equation R = dV/I, where dV is
the voltage drop and I is the current. The resistance shall be calculated for three or four
different current levels.
more than 130%.
CONTRACTOR. This typically requires multiple excavations between test points until the broken
bond is found.
D. Acceptance. The measured resistance shall not exceed the theoretical resistance by
E. Deficiencies. Discontinuities or high resistance joints shall be located and repaired by the
.. SYSTEM TESTING
A. Responsibility: VWD will test each test station. B. Method: Test lead resistance will be measured with an ohmmeter. Pipe-to-soil
(3. Acceptance. Compliance with design documents.
potentials measured using a copper\copper sulfate reference cell.
I TESTING AND INSPECTION
REQUIREMENT 1 (VWD 24” RECYCLED WATER MAIN)
VWD RECYCLED WATER MAW ’
RANCHO SANTA FE RD NOR PHASE I APPENDIX C
DETAIL 8 OF 8