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SHALL BE LOCATED SO AS NOT TO BE UNDER ROADWAY PAVEMENT.
14. THE CONTRACTOR SHALL NOTIFY THE OFFICE OF THE CITY ENGINEER, DEPARTMENT
OF PUBLIC WORKS AND ENGINEERING FOR INSPECTION AT LEAST 48 HOURS PRIOR
TO COMMENCING CONSTRUCTION.
15. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION
AND ANY DRAINAGE DITCH OR STRUCTURE DISTURBED DURING CONSTRUCTION
SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER.
16. THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT ROOT
SYSTEMS OF SHRUBS, PLANTS AND TREES ALONG THE AREA OF EXCAVATION.
17. THE CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS RECORDING
AS-BUILT CONDITIONS DURING CONSTRUCTION. THESE REDLINE MARKED UP
DRAWINGS WILL BE SUBMITTED TO THE DESIGN CONSULTANT WHO WILL MAKE
THE CHANGES ON THE ORIGINAL TRACINGS, LABELING EACH SHEET IN THE SET
AS "RECORD DRAWINGS", AND RETURNING SAME TO THE CITY ENGINEER.
18. WHERE NEW CONCRETE JOINS EXISTING, SAWCUT AND REMOVE CONCRETE TO
EXPOSE 18-INCHES OF EXISTING REINFORCEMENT. TIE 18-INCHES OF NEW
REINFORCEMENT TO EXISTING. WHERE NO REINFORCEMENT EXISTS, DRILL AND
EMBED NO. 6 BARS SPACED 2-FEET C-C 8-INCHES INTO EXISTING CONCRETE.
CAUTION: UNDERGROUND TELECOMMUNICATION FACILITIES
THE LOCATIONS OF TELECOMMUNICATION FACILITIES ARE SHOWN IN AN APPROXIMATE
WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION BEFORE
COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY
AND ALL DAMAGES WHICH MIGHT BE OCCASSIONED BY THIS FAILURE TO EXACTLY
LOCATE AND PRESERVE THESE UNDERGROUND UTILITIES.
THE CONTRACTOR SHALL CONTACT THE TELEPHONE PROVIDER A MINIMUM OF 48 HOURS
PRIOR TO CONSTRUCTION TO HAVE UNDERGROUND LINES FIELD LOCATED.
WHEN EXCAVATION WITHIN EIGHTEEN INCHES (18") OF THE INDICATED LOCATION
OF TELECOMUNICATION FACILITIES, ALL EXCAVATION MUST BE ACCOMPLISHED USING
NON-MECHANIZED EXCAVATION PROCEDURE. WHEN BORING, THE CONTRACTOR SHALL
EXPOSE THE TELECOMMUNICATION FACILITIES.
WHEN TELECOMMUNICATION FACILITIES ARE EXPOSED, THE CONTRACTOR WILL PROVIDE
SUPPORT TO PREVENT DAMAGE TO THE CONDUIT DUCTS OR CABLES. WHEN EXCAVATING
NEAR TELEPHONE POLES, THE CONTRACTOR SHALL BRACE THE POLE FOR SUPPORT.
GENERAL CONSTRUCTION NOTES
1. THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS.
2. EXISTING UNDERGROUND UTILITIES ARE NOT GUARANTEED TO BE SHOWN IN
THEIR ENTIRETY OR IN EXACT LOCATIONS, BUT WERE OBTAINED FROM BEST
INFORMATION AVAILABLE. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR FIELD
VERIFICATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL COORDINATE
ALL CONFLICTS WITH APPROPRIATE AGENCY. THE CONTRACTOR SHALL NOTIFY
TEXAS ONE CALL AT 713-223-4567/800-245-4545 AND LONE STAR ONE CALL AT
800-669-8344 AT LEAST 48 HOURS BEFORE PROCEEDING WITH ANY EXCAVATION.
3. THE CONTRACTOR SHALL COMPLY WITH LATEST EDITION OF OSHA REGULATIONS
AND THE STATE OF TEXAS LAWS CONCERNING EXCAVATION.
4. ALL STORM POLLUTION PREVENTION MEASURES SHALL COMPLY WITH THE STORM
WATER POLLUTION PREVENTION PLAN DETAILS AS SHOWN ON SHEET C5-02.
5. EXISTING PAVEMENT, CURBS, SIDEWALKS, AND DRIVEWAYS THAT REMAIN
DAMAGED OR REMOVED DURING CONSTRUCTION SHALL BE RESTORED/REPLACED
TO CITY OF HEARNE REQUIREMENTS AT NO ADDITIONAL COST.
6. CONDITION OF ROAD, UTILITIES OR RIGHT-OF-WAY, UPON COMPLETION OF WORK,
SHALL BE AS GOOD AS OR BETTER THAN EXISTING CONDITION PRIOR TO STARTING
WORK. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY.
7. THE CONTRACTOR SHALL OBTAIN ALL CONSTRUCTION PERMITS REQUIRED BY
GOVERNING AUTHORITIES AT CONTRACTOR'S EXPENSE PRIOR TO BEGINNING
WORK.
8. CONSTRUCTION ACTIVITIES SHALL BE LIMITED TO AREA WITHIN PROJECT
PROPERTY BOUNDARIES AND ADJACENT RIGHT-OF-WAY. THE CONTRACTOR SHALL
OBTAIN WRITTEN PERMISSION FROM PROPERTY OWNERS FOR CONSTRUCTION
ACTIVITIES THAT MAY INFRINGE UPON ADJACENT PROPERTIES PRIOR TO STARTING
WORK.
NOTES:
1. CONTRACTOR IS RESPONSIBLE FOR CLEARING AND GRUBBING.
2. CONTRACTOR IS RESPONSIBLE FOR REMOVING FROM THIS SITE BROKEN CONCRETE AND
OTHER MICELLANEOUS MATERIALS NOT TO BE A PART OF THE FINISHED PROJECT AND
DISPOSING OF IT AT AN OFFSITE LOCATION ALL IN ACCORDANCE WITH LOCAL AND
STATE REGULATIONS.
Net Open Ponding Grate Inlet
Area Depth Capacity
(sq ft) (in) (cfs)
0.23 1 0.32
0.23 2 0.45
0.23 3 0.55
0.23 4 0.64
0.23 5 0.71
0.23 6 0.78
0.23 7 0.85
0.23 8 0.90
0.23 9 0.96
0.23 10 1.01
0.23 11 1.06
0.23 12 1.11
# Openings = 8 x 5 = 40
Area/opening = 0.25" x 3.3125" = 0.828 sq in
Total Net Area = 33.125 sq in = 0.23 sq ft
Grate Inlet Capacity
Grate: R-4430-1 Type: P
Drainage
Area Subareas
# (sf)
5081 Runoff Coefficient 0.35
High Elev. (ft) 19.45
Low Elev. (ft) 18.38
Length (ft) 62
Slope (ft/ft) 0.0173
Tc (min) 9
High Elev. (ft)
Low Elev. (ft)
Total Area (sf) = 5,081 Length (ft)
Total Area (ac) = 0.117 Slope (ft/ft)
Vel. (ft/sec)
Note: Tc (min)
If Tc < 10 min, then Tc = 10 min.
Total Tc (min) 9
A-1
Shallow Flow (Paved)
Sheet Flow
Time of Concentration
Drainage Drainage Runoff Time of e d b Rainfall Discharge Design Runoff
Area Area Coefficient Concentration Harris County Intensity Rate Frequency Coefficient
# (acres) (min) Rainfall IDF Coefficients (in/hr) (cfs) (years) Adjustment
0.117 0.578 10 0.800 7.9 68 6.76 0.46 2 1
0.117 0.578 10 0.749 7.7 70 8.14 0.55 5 1
0.117 0.578 10 0.753 7.7 81 9.31 0.63 10 1
0.117 0.578 10 0.724 7.7 81 10.11 0.68 25 1
0.117 0.578 10 0.728 7.7 91 11.23 0.76 50 1
0.117 0.578 10 0.706 7.9 91 11.87 0.80 100 1
Project
5 Point Plaza
Rational Method for Peak Flows Required for Storm Drain System Analysis & Design
A-1
Drainage
Area Subareas
# (sf)
3967 Runoff Coefficient 0.35
High Elev. (ft) 20.25
Low Elev. (ft) 18.30
ALL ITEMS REFER TO "STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MAINTENANCE OF HIGHWAYS,
STREETS, AND BRIDGES" ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION, JUNE 1, 2004.
ITEM 361 FULL-DEPTH REPAIR OF CONCRETE PAVEMENT
361.1. Description. Repair concrete pavement to full depth.
361.2. Materials. Provide materials that meet the pertinent requirements of the following:
•Item 360, “Concrete Pavement”
•Item 421, “Hydraulic Cement Concrete”
•Item 440, “Reinforcing Steel”
•DMS 6100, “Epoxies and Adhesives.”
A. Hydraulic Cement Concrete for Pavement. If the time frame designated for opening to traffic is less than 72 hr. after concrete placement,
provide Class HES concrete designed to attain a minimum average flexural strength of 255 psi or a minimum average compressive strength of 1,800
psi within the designated time frame. Otherwise provide Class P concrete conforming to Item 360, “Concrete Pavement.” Type III cement is
permitted for Class HES concrete.
B. Base Material. Unless otherwise shown on the plans or permitted, furnish pavement concrete for replacement base material when required. The
Engineer may waive quality control tests for base material.
C. Asphalt Concrete. Furnish asphalt concrete material for overlay and asphalt shoulder repair in accordance with Item 340, “Dense-Graded Hot-
Mix Asphalt (Method),” as shown on the plans. The Engineer may waive quality control tests for this material.
361.3. Construction. Repair areas identified by the Engineer. Make repair areas rectangular, at least 6 ft. long and at least 1/2 a full lane in width
unless otherwise shown on the plans. Unless otherwise shown on the plans, accept ownership of all removed material, and dispose of it in
accordance with federal, state, and local regulations. Saw-cut and remove existing asphalt concrete overlay over the repair area and at least 6 in.
outside each end of the repair area. Saw-cut full depth through the concrete around the perimeter of the repair area before removal. Do not spall or
fracture concrete adjacent to the repair area. Schedule work so that concrete placement follows full-depth saw cutting by no more than 7 days unless
otherwise shown on the plans or approved.
Remove or repair loose or damaged base material, and replace or repair it with approved base material to the original top of base grade. Place a
polyethylene sheet at least 4 mils thick as a bond breaker at the interface of the base and new pavement. Allow concrete used as base material to
attain sufficient strength to prevent displacement when placing pavement concrete.
Use only drilling operations that do not damage the surrounding operations. Place new deformed reinforcing steel bars of the same size and spacing
as the bars removed or as shown on the plans. Lap all reinforcing steel splices in accordance with Item 440, “Reinforcing Steel.” Place dowel bars
and tiebars as shown on the plans. Epoxy-grout all tiebars for at least a 12 in. embedment into existing concrete. Completely fill the tiebar hole with
Type III, Class A or Class C epoxy before inserting the tiebar into the hole. Provide grout retention disks for all tiebar holes. Provide and place
approved supports to firmly hold the new reinforcing steel, tiebars, and dowel bars in place. Demonstrate, through simulated job conditions, that the
bond strength of the epoxy-grouted tiebars meets a pullout strength of at least 3/4 of the yield strength of the tiebar when tested in accordance with
ASTM E 488 within 18 hr. after grouting. Increase embedment depth and retest when necessary to meet testing requirements. Perform tiebar testing
before starting repair work.
Mix, place, cure, and test concrete to the requirements of Item 360, “Concrete Pavement,” and Item 421, “Hydraulic Cement Concrete.” Broom-
finish the concrete surface unless otherwise shown on the plans. Match the grade and alignment of existing concrete pavement. After concrete
strength requirements have been met, replace any asphalt overlay and shoulder material removed with new asphalt concrete material in accordance
with Item 340, “Dense-Graded Hot-Mix Asphalt (Method).”
For repair areas to be opened to traffic before 72 hr., use curing mats to maintain a minimum concrete surface temperature of 70°F when air
temperature is less than 70°F. Cure repaired area for at least 72 hr. or until overlaid with asphalt concrete, if required, or until the area is opened to
traffic. Saw and seal contraction joints in the repair area in accordance with Item 360, “Concrete Pavement.” Remove repair area debris from the
right of way each day.
361.4. Measurement. This Item will be measured by the square yard of concrete surface area repaired. No measurement will be made for areas
damaged because of Contractor negligence.
361.5. Payment. The work performed and the materials furnished in accordance with this Item and measured as specified under “Measurement”
will be paid for at the unit price bid for “Full-Depth Repair” of the type and depth specified. This price is full compensation for removal,
stockpiling, and disposal of waste material and for equipment, materials, labor, tools, and incidentals. Asphalt concrete, base material, and curbing
will not be paid for directly but will be considered subsidiary to this Item.
ITEM 529 CONCRETE CURB, GUTTER, AND COMBINED CURB AND GUTTER
529.1. Description. Construct hydraulic cement concrete curb, gutter, and combined curb and gutter.
529.2. Materials. Furnish materials conforming to:
• Item 360, “Concrete Pavement”
• Item 420, “Concrete Structures”
• Item 421, “Hydraulic Cement Concrete”
• Item 440, “Reinforcing Steel.”
Use Class A concrete or material specified in the plans. Use Grade 8 coarse aggregate for extruded Class A concrete. Use other grades if approved
by the Engineer.
529.3. Construction. Provide finished work with a well-compacted mass and a surface free from voids and honeycomb, in the required shape, line,
and grade. Round exposed edges with an edging tool of the radius shown on the plans. Mix, place, and cure concrete in accordance with Item 420,
“Concrete Structures.” Construct joints at locations shown on the plans. Cure for at least 72 hr.
Provide a hand-held thermometer capable of measuring the temperature of the marking material when applying Type I material.
B. Material Placement Requirements. Use equipment that can place:
•at least 40,000 ft. of 4 in. solid or broken markings per day at the specified thickness;
•linear markings up to 8 in. wide in a single pass;
•markings other than solid or broken lines;
•a center-line and no-passing barrier-line configuration consisting of 1 broken line with 2 solid lines at the same time to the alignment,
spacing, and thickness shown on the plans, for 3-line application;
•white line from both sides;
•lines with clean edges, uniform cross section and thickness, and reasonably square ends;
•skip lines between 10 and 10 1/2 ft., an approximate stripe-to-gap ratio of 1 to 3, and a stripe-gap cycle between 39 1/2 ft. and 40 1/2 ft.,
automatically;
•beads uniformly and almost instantly on the marking as the marking is being applied;
•beads uniformly during the application of all lines (each line must have an equivalent bead yield rate and embedment); and
•double-drop bead applications using both Type II and Type III beads from separate independent bead applicators, if double-drop bead
application is used.
666.4. Construction. Place markings before opening to traffic unless short-term or work zone markings are allowed.
A. General. Obtain approval for the sequence of work and estimated daily production. On roadways already open to traffic, place markings with
minimal interference to the operations of that roadway. Use traffic control as shown on the plans or as approved. Protect all markings placed under
open-traffic conditions from traffic damage and disfigurement.
Establish guides to mark the lateral location of pavement markings as shown on the plans or as directed, and have guide locations verified. Use
material for guides that will not leave a permanent mark on the roadway.
Apply markings on pavement that is completely dry and passes the following tests:
•Type I Marking Application—Place a sample of Type I marking material on a piece of tarpaper placed on the pavement. Allow the
material to cool to ambient temperature, and then inspect the underside of the tarpaper in contact with the pavement. Pavement will be
considered dry if there is no condensation on the tarpaper.
•Type II Marking Application—Place a 1 sq. ft. piece of clear plastic on the pavement, and weight down the edges. The pavement is
considered dry if, when inspected after 15 min., no condensation has occurred on the underside of the plastic.
Apply markings:
•that meet the requirements of Tex 828 B,
•using widths and colors shown on the plans,
•at locations shown on the plans,
•in proper alignment with the guides without deviating from the alignment more than 1 in. per 200 ft. of roadway or more than 2 in.
maximum,
•without abrupt deviations,
•free of blisters and with no more than 5% by area of holes or voids,
•with uniform cross section and thickness,
•with clean and reasonably square ends,
•that are reflectorized, and
•using personnel skilled and experienced with installation of pavement markings.
Remove all applied markings that are not in alignment or sequence as stated in the plans or as stated in the specifications at the Contractor’s expense
in accordance with Item 677, “Eliminating Existing Pavement Markings and Markers,” except for measurement and payment.
B. Surface Preparation. Unless otherwise shown on the plans, prepare surfaces in accordance with this section.
1. Cleaning for New Asphalt Surfaces and Retracing of All Surfaces. For new asphalt surfaces (less than 3 years old) and retracing of
all surfaces, air-blast or broom the pavement surface to remove loose material, unless otherwise shown on the plans. A sealer for Type I
markings is not required unless otherwise shown on the plans.
2. Cleaning for Old Asphalt and Concrete Surfaces (Excludes Retracing). For old asphalt surfaces (more than 3 years old) and all
concrete surfaces, clean in accordance with Item 678, “Pavement Surface Preparation for Markings,” to remove curing membrane, dirt,
grease, loose and flaking existing construction markings, and other forms of contamination.
3. Sealer for Type I Markings. For asphalt surfaces more than 3 years old or for concrete, apply a pavement sealer before placing Type
I markings on locations that do not have existing markings, unless otherwise approved. The pavement sealer may be either a Type II
marking or an acrylic or epoxy sealer unless otherwise shown on the plans. Follow the manufacturer’s directions for application of
acrylic or epoxy sealers. When the sealer becomes dirty after placement, clean by washing or in accordance with Section 666.4.B.1,
“Cleaning for New Asphalt Surfaces and Retracing of All Surfaces,” as directed. Place the sealer in the same configuration and color
(unless clear) as the Type I markings unless otherwise shown on the plans.
C.Application. Apply markings during good weather unless otherwise directed. If markings are placed at Contractor option when inclement
weather is impending and the markings are damaged by subsequent precipitation, the Contractor is responsible for all costs associated with replacing
the markings if required.
1.Type I Markings. Place the Type I marking after the sealer cures. Apply within the temperature limits recommended by the material
manufacturer. If during a spray application, operations cease for 5 min. or longer, flush the spray head by spraying marking material into
a pan or similar container until the material being applied is at the recommended temperature.
Apply on clean, dry pavements passing the moisture test described in Section 666.4.A, “General,” and with a surface temperature above
50ºF when measured in accordance with Tex 829 B.
Apply Type I markings with a minimum thickness of:
•0.100 in. (100 mils) for new markings and retracing water-based markings on surface treatments involving Item 316,
“Surface Treatments,” or Item 318, “Hot Asphalt-Rubber Surface Treatments,”
•0.060 in. (60 mils) for retracing on thermoplastic pavement markings, or
•0.090 in. (90 mils) for all other Type I markings.
The maximum thickness for Type I markings is 0.180 in. (180 mils). Measure thickness for markings in accordance with Tex 854 B
using the tape method.
2. Type II Markings. Apply on surfaces with a minimum surface temperature of 50°F. Apply at least 20 gal. per mile on concrete and
asphalt surfaces and at least 22 gal. per mile on surface treatments for a solid 4 in. line. Adjust application rates proportionally for other
widths. When Type II markings are used as a sealer for Type I markings, apply at least 15 gal. per mile using Type II drop-on beads.
3. Bead Coverage. For Type I and Type II markings, provide a uniform distribution of beads across the surface of the stripe, with 40 to
60% bead embedment.
D. Performance Period. All markings and replacement markings must meet the requirements of Tex 828 B for at least 30 calendar days after
installation. Unless otherwise directed, remove pavement markings that fail to meet requirements, and replace at the Contractor’s expense. Replace
failing markings within 30 days of notification.
666.5. Measurement. This Item will be measured by the foot; by each word, symbol, or shape; or by any other unit shown on the plans. Each stripe
will be measured separately.
This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2, “Plans
Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required.
Acrylic or epoxy sealer, or Type II markings when used as a sealer for Type I markings, will be measured by the foot; by each word, symbol, or
shape; or by any other unit shown on the plans.
666.6. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be
paid for at the unit price bid for “Pavement Sealer” of the size specified or “Reflectorized Pavement Markings” of the type and color specified and
the shape, width, size, and thickness (Type I markings only) specified as applicable. This price is full compensation for materials, application of
pavement markings, equipment, labor, tools, and incidentals.
Surface preparation of new concrete and asphalt concrete pavements more than 3 years old, where no stripe exists, will be paid for under Item 678,
“Pavement Surface Preparation for Markings.” Surface preparation of all other asphalt and old concrete pavement, except for sealing, will not be
paid for directly but is subsidiary to this Item.
Work-zone pavement markings (Type II, paint and beads) used as a sealer for Type I markings (thermoplastic) will be paid for under Item 662,
“Work Zone Pavement Markings.”
If the Engineer requires that markings be placed in inclement weather, repair or replacement of markings damaged by the inclement weather will be
paid for in addition to the original plans quantity.
Furnish and place reinforcing steel in accordance with Item 440, “Reinforcing Steel.”
Set and maintain a guideline that conforms to alignment data shown on the plans, with an outline that conforms to the details shown on the plans.
A. Conventionally Formed Concrete. Shape and compact subgrade, foundation, or pavement surface to the line, grade, and cross section shown
on the plans. Lightly sprinkle subgrade or foundation material immediately before concrete placement.
Pour concrete into forms, and strike off with a template 1/4 to 3/8 in. less than the dimensions of the finished curb unless otherwise approved. After
initial set, plaster surface with mortar consisting of 1 part hydraulic cement and 2 parts fine aggregate. Brush exposed surfaces to a uniform texture.
Place curbs, gutters, and combined curb and gutters in 50 ft. maximum sections unless otherwise approved.
B. Extruded or Slipformed Concrete. Hand-tamp and sprinkle subgrade or foundation material before concrete placement. Provide clean
surfaces for concrete placement. If required, coat cleaned surfaces with approved adhesive or coating at the rate of application shown on the plans or
as directed. Place concrete with approved self-propelled equipment.
The forming tube of the extrusion machine or the form of the slipform machine must be easily adjustable vertically during the forward motion of the
machine to provide variable heights necessary to conform to the established gradeline.
Attach a pointer or gauge to the machine so that a continual comparison can be made between the extruded or slipform work and the grade
guideline. Other methods may be used when approved.
Finish surfaces immediately after extrusion or slipforming.
529.4. Measurement. This Item will be measured by the foot.
529.5. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be
paid for at the unit price bid for “Concrete Curb,” “Concrete Curb (Mono),” or “Concrete Curb and Gutter” of the type specified. This price is full
compensation for surface preparation of base, equipment, labor, materials, tools, and incidentals.
ITEM 666 REFLECTORIZED PAVEMENT MARKINGS
666.1. Description. Furnish and place reflectorized pavement markings.
666.2. Materials.
A. Type I Marking Materials. Furnish in accordance with DMS 8220, “Hot Applied Thermoplastic.”
B. Type II Marking Materials. Furnish in accordance with DMS 8200, “Traffic Paint.”
C.Glass Traffic Beads. Furnish drop-on glass beads conforming to DMS 8290, “Glass Traffic Beads.”
1.Type I Markings. Furnish Type III drop-on glass beads. Furnish Type II or double-drop of Type II and Type III drop-on glass beads
where each type bead is applied separately in equal portions (by weight), only when specified in the plans. When furnishing a double-
drop system, apply the Type III beads before applying the Type II beads.
2.Type II Markings. Furnish Type III drop-on glass beads or other beads specified on the plans.
D. Labeling. Use clearly marked containers that indicate color, mass, material type, manufacturer, and batch number.
666.3. Equipment.
A. General Requirements. Use equipment that:
•is maintained in satisfactory condition,
•meets or exceeds the requirements of the National Board of Fire Underwriters and the RRC for this application,
•uses an automatic bead dispenser attached to the pavement marking equipment, and
•can provide continuous mixing and agitation of the pavement marking material.
Length (ft) 66
Slope (ft/ft) 0.0295
Tc (min) 8
High Elev. (ft)
Low Elev. (ft)
Total Area (sf) = 3,967 Length (ft)
Total Area (ac) = 0.091 Slope (ft/ft)
Vel. (ft/sec)
Note: Tc (min)
If Tc < 10 min, then Tc = 10 min.
Total Tc (min) 8
A-2
Shallow Flow (Paved)
Sheet Flow
Time of Concentration
Drainage Drainage Runoff Time of e d b Rainfall Discharge Design Runoff
Area Area Coefficient Concentration Harris County Intensity Rate Frequency Coefficient
# (acres) (min) Rainfall IDF Coefficients (in/hr) (cfs) (years) Adjustment
0.091 0.616 10 0.800 7.9 68 6.76 0.38 2 1
0.091 0.616 10 0.749 7.7 70 8.14 0.46 5 1
0.091 0.616 10 0.753 7.7 81 9.31 0.52 10 1
0.091 0.616 10 0.724 7.7 81 10.11 0.57 25 1
0.091 0.616 10 0.728 7.7 91 11.23 0.63 50 1
0.091 0.616 10 0.706 7.9 91 11.87 0.67 100 1
A-2
Project
5 Point Plaza
Rational Method for Peak Flows Required for Storm Drain System Analysis & Design
Drainage
Area Subareas
# (sf)
2241 Runoff Coefficient 0.35
High Elev. (ft) 19.20
Low Elev. (ft) 18.50
Length (ft) 42
Slope (ft/ft) 0.0167
Tc (min) 7
High Elev. (ft)
Low Elev. (ft)
Total Area (sf) = 2,241 Length (ft)
Total Area (ac) = 0.051 Slope (ft/ft)
Vel. (ft/sec)
Note: Tc (min)
If Tc < 10 min, then Tc = 10 min.
Total Tc (min) 7
A-3
Shallow Flow (Paved)
Sheet Flow
Time of Concentration
Drainage Drainage Runoff Time of e d b Rainfall Discharge Design Runoff
Area Area Coefficient Concentration Harris County Intensity Rate Frequency Coefficient
# (acres) (min) Rainfall IDF Coefficients (in/hr) (cfs) (years) Adjustment
0.051 0.761 10 0.800 7.9 68 6.76 0.26 2 1
0.051 0.761 10 0.749 7.7 70 8.14 0.32 5 1
0.051 0.761 10 0.753 7.7 81 9.31 0.36 10 1
0.051 0.761 10 0.724 7.7 81 10.11 0.40 25 1
0.051 0.761 10 0.728 7.7 91 11.23 0.44 50 1
0.051 0.761 10 0.706 7.9 91 11.87 0.47 100 1
A-3
Project
5 Point Plaza
Rational Method for Peak Flows Required for Storm Drain System Analysis & Design
Drainage
Area Subareas
# (sf)
3122 Runoff Coefficient 0.35
High Elev. (ft) 18.90
Low Elev. (ft) 18.30
Length (ft) 40
Slope (ft/ft) 0.0150
Tc (min) 7
High Elev. (ft)
Low Elev. (ft)
Total Area (sf) = 3,122 Length (ft)
Total Area (ac) = 0.072 Slope (ft/ft)
Vel. (ft/sec)
Note: Tc (min)
If Tc < 10 min, then Tc = 10 min.
Total Tc (min) 7
A-4
Shallow Flow (Paved)
Sheet Flow
Time of Concentration
Drainage Drainage Runoff Time of e d b Rainfall Discharge Design Runoff
Area Area Coefficient Concentration Harris County Intensity Rate Frequency Coefficient
# (acres) (min) Rainfall IDF Coefficients (in/hr) (cfs) (years) Adjustment
0.072 0.794 10 0.800 7.9 68 6.76 0.39 2 1
0.072 0.794 10 0.749 7.7 70 8.14 0.46 5 1
0.072 0.794 10 0.753 7.7 81 9.31 0.53 10 1
0.072 0.794 10 0.724 7.7 81 10.11 0.58 25 1
0.072 0.794 10 0.728 7.7 91 11.23 0.64 50 1
0.072 0.794 10 0.706 7.9 91 11.87 0.68 100 1
A-4
Project
5 Point Plaza
Rational Method for Peak Flows Required for Storm Drain System Analysis & Design
Drainage
Area Subareas
# (sf)
4116 Runoff Coefficient 0.90
High Elev. (ft) 19.35
Low Elev. (ft) 18.30
Length (ft) 80
Slope (ft/ft) 0.0131
Tc (min) 3
High Elev. (ft)
Low Elev. (ft)
Total Area (sf) = 4,116 Length (ft)
Total Area (ac) = 0.094 Slope (ft/ft)
Vel. (ft/sec)
Note: Tc (min)
If Tc < 10 min, then Tc = 10 min.
Total Tc (min) 3
Shallow Flow (Paved)
A-5
Sheet Flow
Time of Concentration
Drainage Drainage Runoff Time of e d b Rainfall Discharge Design Runoff
Area Area Coefficient Concentration Harris County Intensity Rate Frequency Coefficient
# (acres) (min) Rainfall IDF Coefficients (in/hr) (cfs) (years) Adjustment
0.094 0.871 10 0.800 7.9 68 6.76 0.56 2 1
0.094 0.871 10 0.749 7.7 70 8.14 0.67 5 1
0.094 0.871 10 0.753 7.7 81 9.31 0.77 10 1
0.094 0.871 10 0.724 7.7 81 10.11 0.83 25 1
0.094 0.871 10 0.728 7.7 91 11.23 0.92 50 1
0.094 0.871 10 0.706 7.9 91 11.87 0.98 100 1
5 Point Plaza
Rational Method for Peak Flows Required for Storm Drain System Analysis & Design
A-5
Project
Pipe Drainage Grate Design Manning's Prop'd RCP Prop'd RCP Prop'd Min. Prop'd RCP Prop'd RCP
Run Areas Inlet 5-yr Storm Coefficient Diameter Approx. Length RCP Slope Min. Capacity Min. Velocity
# # # (cfs) n (in) (ft) (ft/ft) (cfs) (ft/s)
R1 A-1 I-1 0.55 0.013 18 20 0.002 4.71 2.67
R2 A-2 I-2 0.46 0.013 18 20 0.002 4.71 2.67
R3 A-3 I-3 0.32 0.013 18 20 0.002 4.71 2.67
R4 A-4 I-4 0.46 0.013 18 20 0.002 4.71 2.67
R5 A-5 I-5 0.67 0.013 18 30 0.002 4.71 2.67
Lateral Pipe Capacity for Minimum Slope
Grass = 0.35
Pavement = 0.90
Grass Area (sft) = 2978
Pavement Area (sft) = 2103
Composite Runoff Coefficient = 0.578
Runoff Coefficients
Grass = 0.35
Pavement = 0.90
Grass Area (sft) = 565
Pavement Area (sft) = 1676
Composite Runoff Coefficient = 0.761
Runoff Coefficients
Grass = 0.35
Pavement = 0.90
Grass Area (sft) = 600
Pavement Area (sft) = 2522
Composite Runoff Coefficient = 0.794
Runoff Coefficients
Grass = 0.35
Pavement = 0.90
Grass Area (sft) = 214
Pavement Area (sft) = 3902
Composite Runoff Coefficient = 0.871
Runoff Coefficients
Grass = 0.35
Pavement = 0.90
Grass Area (sft) = 2045
Pavement Area (sft) = 1922
Composite Runoff Coefficient = 0.616
Runoff Coefficients
9. WATER MAINS, WATER METERS AND BOXES, WATER VALVE BOXES, AND FIRE
HYDRANTS SHALL BE INSTALLED AND/OR CONSTRUCTED IN ACCORDANCE WITH
THE STANDARD DETAILS PROVIDED IN SHEET C5-02.
10. THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS OR
CONTROL, OR FOR CONSTRUCTION SAFETY.
11. SHOULD THE CONTRACTOR FIND ANY DISCREPANCIES, ERRORS OR OMISSIONS FROM
PLANS, NOTIFY ENGINEER AT ONCE TO OBTAIN CLARIFICATION PRIOR TO STARTING
OR PROCEEDING WITH CONSTRUCTION.
12. STATION AND OFFSET, LENGTH OF PIPES, AND GRADES ARE MEASURED FROM
CENTER OF STRUCTURES.
13. LOCATIONS OF WATER LINE FITTINGS ARE APPROXIMATE. FITTINGS AND VALVES
CAUTION: UNDERGROUND GAS FACILITIES
IF DURING CONSTRUCTION THE CONTRACTOR ENCOUNTERS A GAS FACILITY, HE SHOULD
CONTACT THE GAS PIPELINE COMPANY AND PROCEDE WITH THE FOLLOWING.
THE CONTRACTOR SHALL CONTACT THE GAS PIPELINE COMPANY A MINIMUM OF 48 HOURS
PRIOR TO HAVING MAIN LINES AND SERVICE LINES FIELD LOCATED.
WHEN THE UNDERGROUND GAS PIPELINE MARKINGS ARE NOT VISIBLE, THE
CONTRACTOR SHALL CONTACT THE GAS PIPELINE COMPANY FOR STATUS OF LINE
LOCATION. LOCATION OF GAS PIPELINES SHALL BE PROPERLY MARKED BEFORE
EXCAVATION BEGINS.
WHEN THE EXCAVATION IS WITHIN 18-INCHES OF THE INDICATED LOCATION OF
GAS FACILITIES, ALL EXCAVATION MUST BE ACCOMPLISHED USING NON-MECHANICAL
EXCAVATION PROCEDURES.
WHEN GAS FACILITIES ARE EXPOSED, SUFFICIENT SUPPORT MUST BE
PROVIDED TO THE FACILITIES TO PREVENT EXCESS STRESS ON THE PIPING.
A REPRESENTATIVE OF THE GAS PIPELINE COMPANY SHALL BE ON LOCATION PRIOR
TO AND DURING CONSTRUCTION ACTIVITY WITHIN THE GAS PIPELINE COMPANY'S
RIGHT-OF-WAY.
NO HEAVY EQUIPMENT OF ANY TYPE WILL BE PERMITTED TO WORK DIRECTLY OVER
GAS PIPELINES.
ALL EXCAVATIONS WITHIN THE RIGHT-OF-WAY OF THE GAS PIPELINE COMPANY SHALL
BE BACKFILLED WITH A MINIMUM OF EIGHT (8) INCH LIFTS OF BACKFILL MATERIALS
COMPACTED TO A MINIMUM STANDARD PROCTOR DENSITY OF 95% USING MECHANICAL
COMPACTION EQUIPMENT. SOIL BACKFILL MUST BE COMPACTED TO THE SATISFACTION
OF THE ONSITE INSPECTOR SO THAT SETTLING DOES NOT OCCUR.
NO GRADE CUT WILL BE PERMITTED WITHIN THE GAS PIPELINE COMPANY'S RIGHT-OF-WAY
UNLESS OTHERWISE AGREED TO IN WRITING. AN ENGINEERING STUDY SHALL BE
PERFORMED TO ENSURE THAT THE LATERAL STABILITY OF THE PIPELINE IS NOT AFFECTED.
WHEN BORING UNDER A GAS PIPELINE, THE CONTRACTOR SHALL EXPOSE A MINIMUM
OF TWENTY-FOUR (24) INCHES BELOW THE BOTTOM OF EACH GAS PIPELINE TO ENSURE
THE MAINTENANCE OF TWENTY-FOUR (24) INCHES OF CLEARANCE. PLAN AND PROFILE
DRAWINGS ARE REQUIRED FOR ALL PROPOSED BORING.
NO FILL SHALL BE PERMITTED WITHIN GAS PIPELINE EASEMENTS OR GAS FACILITIES UNLESS
OTHERWISE AGREED TO IN WRITING. THE GAS PIPELINE COMPANY WILL POSSIBLY ALLOW UP
TO A MAXIMUM OF TWENTY-FOUR (24) INCHES OF ADDITIONAL EARTHEN FILL MATERIALS,
FREE FROM ANY ROCKS, TRASH, CONCRETE, RUBBISH, REBAR, HAZARDOUS MATERIALS, ETC.
THE CONTRACTOR IS FULLY RESPONSIBLE FOR ANY DAMAGES CAUSED BY FAILURE TO
EXACTLY LOCATE AND PRESERVE THESE UNDERGROUND FACILITIES.
TRAFFIC NOTES
1. THE CONTRACTOR SHALL PROVIDE AND INSTALL TRAFFIC CONTROL DEVICES IN
ACCORDANCE WITH PART VI OF THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES (TEXAS MUTCD, MOST RECENT EDITION WITH REVISIONS) DURING
CONSTRUCTION.
2. THE CONTRACTOR SHALL OBTAIN LANE CLOSURE PERMITS WHEN LANE CLOSURES ARE
REQUIRED. REQUESTS MUST BE MADE AT LEAST THREE DAYS PRIOR TO THE DATE
3. THE CONTRACTOR SHALL COVER EXCAVATIONS WITH ADEQUATELY ANCHORED STEEL
PLATES DURING NON-WORKING HOURS AND OPEN LANES FOR TRAFFIC FLOW.
TEXAS COMMISSION ON ENVIRONMENTAL QUALITY (TCEQ)
IN ORDER TO PROTECT THE PUBLIC WATER SUPPLY, SANITARY SEWERS LINES AND
WATER LINES SHALL NOT BE INSTALLED CLOSER TO EACH OTHER THAN NINE FEET
BETWEEN OUTSIDE DIAMETERS. NO PHYSICAL CONNECTION SHALL BE MADE BETWEEN
A DRINKING WATER SUPPLY, PUBLIC OR PRIVATE, AND ANY SEWER OR ANY APPURTENANCE.
AN AIR GAP OF A MINIMUM OF 18 INCHES OR TWO PIPE DIAMETERS, WHICHEVER IS GREATER,
SHALL BE MAINTAINED BETWEEN ALL POTABLE WATER OUTLETS AND THE MAXIMUM WATER
SURFACE ELEVATION OF THE SEWER APPURTENANCE. ALL APPURTENANCES SHALL BE
DESIGNED AND CONSTRUCTED SO AS TO PREVENT ANY POSSIBILITY OF SEWAGE ENTERING
THE POTABLE WATER SYSTEM.
STORMWATER POLLUTION PREVENTION PLAN NOTES
1. CONTRACTOR SHALL PROVIDE THE STORMWATER POLLUTION PREVENTION PLAN.
2. IN ORDER TO MINIMIZE POLLUTION, THE CONTRACTOR SHALL MINIMIZE REMOVAL OF
VEGETATIONAL COVER SURROUNDING THE CONSTRUCTION ZONE, PROVIDE "WASH-
DOWN" AREAS FOR CONSTRUCTION EQUIPMENT, AND PROVIDE CONFINED
MAINTENANCE AND REFUELING AREAS.
3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO KEEP HIS TRUCKS AND
OVER-THE-ROAD EQUIPMENT CLEAN, SO AS NOT TO TRACK MUD OR OTHER
CONTAMINANTS ONTO PUBLIC ROADS. SEDIMENTS LEAVING THE SITE BY THE WAY OF
VEHICLE TRACKING SHALL BE REMOVED AND DISPOSED OF AT THE CONTRACTOR'S
EXPENSE AND AS DIRECTED BY THE ENGINEER. THIS WORK WILL BE CONSIDERED
INCIDENTAL TO THE APPROPRIATE CONSTRUCTION.
4. ALL STOCKPILES OF EXCAVATED SOIL SHALL BE REMOVED WITHIN SEVENTY-TWO(72)
HOURS AFTER THE STOCKPILE IS STARTED. WHEN STOCKPILES ARE NOT REMOVED
WITHIN 72 HOURS, THE CONTRACTOR SHALL ERECT A FILTER FABRIC FENCE AROUND
THE STOCKPILE TO CONTAIN EROSION. COSTS WILL BE INCIDENTAL TO CONSTRUCTION.
5. SOD SHALL BE PROVIDED. RE: SHEET L1-02.
6. ALL WORK SHALL BE IN COMPLIANCE WITH APPLICABLE STATE AND/OR LOCAL WASTE
DISPOSAL, SANITARY SEWER OR SEPTIC SYSTEM REGULATIONS.
7. NO SOLID MATERIALS, INCLUDING BUILDING MATERIALS, SHALL BE DISCHARGED INTO
WATERS OF THE UNITED STATES, EXCEPT AS AUTHORIZED BY A SECTION 401 PERMIT.
CAUTION: UNDERGROUND ELECTRICAL CABLES
THE CONTRACTOR SHALL USE THE UTMOST CAUTION WHEN PERFORMING CONSTRUCTION
ACTIVITIES IN THE PROJECT AREA. SHOULD ANY UNDERGROUND ELECTRICAL CABLES
BE EXPOSED DURING THE COURSES OF THIS PROJECT, THE CONTRACTOR SHALL REPORT
THE INCIDENT IMMEDIATELY TO THE ENERGY PROVIDER CUSTOMER SERVICE DEPARTMENT.
CAUTION: OVERHEAD ELECTRICAL FACILITIES
OVERHEAD LINES MAY EXIST ON THE PROPERTY. WE HAVE NOT ATTEMPTED TO MARK ALL
EXISTING LINES SINCE THEY ARE CLEARLY VISIBLE, BUT THE CONTRACTOR SHOULD LOCATE
THEM PRIOR TO BEGINNING ANY CONSTRUCTION. TEXAS LAW, SECTION 752, HEALTH &
SAFETY CODE, FORBIDS ALL ACTIVITIES IN WHICH PERSONS OR THINGS MAY COME WITHIN
SIX (6) FEET OF LIVE OVERHEAD HIGH VOLTAGE LINES. PARTIES INCLUDING CONTRACTORS
RESPONSIBLE FOR THE WORK ARE LEGALLY RESPONSIBLE FOR SAFETY OF CONSTRUCTION
WORKERS UNDER THIS LAW. THIS LAW CARRIES BOTH CRIMINAL AND CIVIL LIABILITY.
TO ARRANGE FOR LINES TO BE TURNED OFF OR REMOVED, CONTACT THE ENERGY
PROVIDER CUSTOMER SERVICE DEPARTMENT.