20080978 Ver 1_Application_20080616

.i
r1 MARZIANO & MCGOUGAN, P.A.
consulting engineers
Marziano &
McGougan, P.A.
1300 Second Avenue
Suite 211
Conway, SC 29526
Phone: [phone]
Fax: [phone]
June 12, 2008
Division of Water Quality
401/Wetlands Unit
1650 Mail Service Center
Raleigh, NC, 27699-1650
08-0978
RE: PCN Application for NW-33 and NW-39 Permits
401 Water Quality Certification
New Raw Water Intake on the Yadkin River in Davidson County, NC
Davidson Water, Inc. WTP
M&M Project No. 26023
To Whom It May Concern:
Davidson Water, Inc. (DWI) has requested Marziano &z McGougan, P.A. to design a
new raw water intake on the existing Water Treatment Plant (WTP) site to replace
three existing intakes as the primary means for raw water supply. The existing WTP and
intakes are located on the Yadkin River immediately south of US-64 on the Davidson-
Davie County line. DWI will maintain the three existing intakes in working order to
serve as a redundant backup system.
The existing DWI WTP has a total water treatment capacity of 20.0 mgd. Since its
original construction in 1969, it has been upgraded through several construction projects
that have increased the capacity to serve the increasing customer base and service area
expansions. DWI desires to construct the new intake with additional capacity to serve
the future upgrades to this facility and potentially a new water treatment facility.
On behalf of Davidson Water, Inc., please find enclosed seven (7) copies of the plans,
permit application, and dewatering plan narrative. An application fee of $475.00 is
included. We appreciate your review of the enclosed plans and look forward to working
with you on the project. Please contact me at this office if you have any questions or need
any additional information.
Sincerely,
Joseph W. McGougan, P.E.
jig
cc: Greg Stabler, Hiram Marziano
?9 (r-z' 9
k!27 D
JUN 16' 2008
SAWS ANDSj?? BRANCH
v - J f b
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Apphcable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW-33, NW-39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information B?f ffi
1. Owner/Applicant Information JUN 1 6 2008
Name: Davidson Water Inc. (private water utility)
Mailing Address: 7040 Old US Highway 52, PO Box 969 ,`.... ?, mn STORMWATER BRANCH
Welcome NC 27374
Attn: Gregg Stabler Director
Telephone Number: 336-731-2341 Fax Number: 336-731-3195
E-mail Address: [e-mail]
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Joseph W. McGougan P.E.
Company Affiliation: Marziano & McGouganP.A.
Mailing Address: 1300 Second Avenue Suite 211
Conway, SC 29526
Telephone Number: 843-488-0124 Fax Number: 843-488-0129
E-mail Address: jmcgoug_ankmarziano-mcg_ougan.com
Updated 11/1/2005
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Davidson Water Inc. Raw Water Structure and Intake
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 5796-01-08-3943 (Davidson County GIS)
4. Location
County: Davidson Nearest Town: Lexington
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.): Project is located on site
at the existing DWI Water Treatment Plant, approximately five miles west of Lexington at
the US-64 Bridge over the Yadkin River.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35°51' 17" ON 80°22'53" °W
6. Property size (acres): Total parcel acreage of the DWI WTP site is approximately 36 acres.
A new raw water intake (headwall and caisson) will be constructed on the eastern bank of the
Yadkin River. The 30' diameter caisson will be constructed outside of the riverbed
approximately 20 feet from the top of bank. The headwall structure will be constructed inside
the floodway, approximately 10 feet inside from the edge of water (as observed to be 639
feet MSL, the day of field survey). Total disturbed acreage is approximately 0.297 acres
(includes dewatering_area).
7. Name of nearest receiving body of water: Yadkin River
8. River Basin: Yadkin - Pee Dee River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.eiu.state.nc.us/admin/maps/.)
Updated 11/1/2005
Page 6 of 14
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Property adjacent to the disturbed area is built upon by the
DWI water treatment facility and raw water reservoirs. These areas were cleared over several
phases since the WTP's initial construction in 1968. Adjoining land to the north and south
have land cover that can generally be described as wooded with intermittent farmland areas
that encroach upon the WTP site.
10. Describe the overall project in detail, including the type of equipment to be used:
DWI desires to construct a new raw water intake with additional capacity to serve the future
upgrades to the WTP facility and potentially a new water treatment facility. The river bottom
has been surveyed at the proposed intake location and this information is included in the
design plans included in this submittal. This information will be used to properly dewater the
site for construction of the headwall structure via port-a-dam and coffer dam. It is anticipated
that construction will proceed as follows:
1. Construct the caisson on the top of the river bank.
2. Dewater the Yadkin River and begin construction of the headwall structure.
3. Simultaneous with the headwall construction, directionally bore the raw water mains
from inside the caisson to penetrate the headwall located within the riverbed.
4. Construct the pump station on top of the caisson structure.
5. Complete forming of the headwall structure and install the screens.
6. After final inspection and acceptance of the underwater work, flood the dewatered
portions of the work area and remove the damming equipment.
It should be noted that DWI intends to maintain their three existing intakes in working order
to serve as a redundant backup system. The contractor will install the caisson with a portable
crane, deep-excavation trackhoe, and smaller supporting equipment. Rock
blasting/excavation is anticipated during construction of this project.
11. Explain the purpose of the proposed work:
Davidson Water, Inc. (DWP has begun the design and permitting process for a new raw
water intake on the existing WTP site to replace three existing intakes as the primary means
for raw water supply. The existing DWI WTP has a total water treatment capacity of 20.0
mgd. Since its original construction in 1968, it has been upgraded through several
construction projects that have increased the capacity to serve the increasing customer base
and service area expansions. Planning for an additional upgrade to 30.0 mgd is underway
and a new raw water intake will be necessary to supply this additional capacity and replace
the aging infrastructure.
Updated 11/1/2003
Page 7 of 14
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No additional USACE permits are anticipated at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Proposed impacts consist of
temporary impacts associated with the dewatering of the Yadkin River, and permanent
impacts associated with the headwall and screen structures built in the riverbed. No wetlands
are located within proximity of the caisson or dewatered areas, with exception to the river.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.

Wetland Impact
Type of Wetland Located within Distance to Area of
Number Type of Impact (e.g., forested, marsh, 100-year
Flo a
n
Nearest
Stream
Impact
(acres)
(indicate on map) herbaceous, bog, etc.) (yes/no) )
( (linear feet)

Total Wetland Impact (acres) 0.00
Updated 11/1/2005
Page 8 of 14
3. List the total acreage (estimated) of all existing wetlands on the property: 0.00
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on ma)
Stream Name
Type of Impact
Perennial Intermittent?
? Average
Stream Width
Before Impact Impact
Length
linear feet) Area of
Impact
(acres)
1 Yadkin River Temporary perennial 230 feet 200 0.230
2 Yadkin River Permanent perennial 230 feet 145 0.067
Total Stream Impact (by length and acreage)* 345 0.297
Temnorarv total footprint of the temporary' pact area (dewatering area) is approximatel
200' L x 50' W The permanent impact areaCheadwall/screen structures) is located within the
temporary impact zone and is approximately 145' L x 20' W. For the impact calculation, the
impact zones are calculated separately and summed together to reflect the more conservative
impact estimate.
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill. excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number
(? applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)

Total Open Water Impact (acres) 0.00
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.297
Wetland Impact (acres): 0.000
Open Water Impact (acres): 0.000
Total Impact to Waters of the U.S. (acres) 0.297
Total Stream hn act (linear feet): 345
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
Updated 11/1/2005
Page 9 of 14
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g.,
local stormwater requirement, etc.):
Current land use in the vicinity of the pc
Size of watershed draining to pond:
livestock watering, irrigation, aesthetic, trout pond,
Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
To construct a new intake with the desired capacity, temporary disturbance and permanent
structure within the Yadkin River is unavoidable. However, the dewatering_plan and proposed
construction methods will have a minimal disturbance width within the riverbed.
The river bottom has been surveyed at the proposed intake location to minimize the dewatering
area. Additionally, the raw water pump station will be mounted on top of the caisson, above the
100-year flood-plain and reducing the overall footprint of the structure on the top of the bank. As
stated in the construction methodology, simultaneous with the headwall construction, the raw
water mains will be directionally bored from inside the caisson to penetrate the headwall located
within the riverbed. This will eliminate heM disturbance of the river bank and allow the
headwall and pipeline to be constructed without excavation of the bank.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
Updated 11/1/2005
Page 10 of 14
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina (see DWQ website for most current
version.).
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The river bank must be stabilized using geo-synthetic matting overlaid with Class I rip-rap.
Additionally, sseeding/mulching and silt fence (and other stormwater BMPs as deemed
appropriate by USACE) are included in the overall site plan. The Erosion Control system
will be installed to prevent sediment runoff from reaching surface waters. This will minimize
stormwater runoff from the iob site Overall land disturbance is less than one acre.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at hqp://vAvNv.nceep.net/pages/inlieureplace.litm. If use of the NCEEP is proposed,
please check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Updated 11/1/2005
Page 11 of 14
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify V Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers. Required
Zone* finpact
(square feet) Multiplier
Mitigation
1 3 (2 for Catawba) exempt
2 1.5 exempt
Total p exempt
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
N/A
Updated 11/1/2005
Page 12 of 14
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property. If percent impervious surface exceeds 20%, please provide
calculations demonstrating total proposed impervious level.
Minimal impervious surface area for a project of this scope and nature. The river bank must
be stabilized using geo-synthetic matting_ overlaid with Class I rip-rap. Additionally,
seeding//mulching and silt fence (and other stormwater BMPs as deemed appropriate by
USACE) are included in the overall site plan. The Erosion Control system will be installed
to prevent sediment runoff from reaching; surface waters. This will minimize stormwater
runoff from the job site.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
The DWI WTP generates sludge that is removed from the sedimentation basin and treatment
process filters The discharge from the sedimentation basin and the filters are currently
combined into two ponds decanted and pumped out into vacuum assisted sludge dnyffig beds.
The drying beds are excavated periodically and the waste sludge is land applied at an approved
location.
XM. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (I 5A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
This raw water intake is designed as a superior alternative to the continued operation of the
existing intakes that supply the DWI WTP The cgpacity of the water plant to produce potable
water will not increase as a result of this project Therefore cumulative impacts cannot be
attributed to the construction of this intake. Subsequent upgrades to the WTP capacity will
require an Environmental Assessment and FONSI as acknowledged by DWI.
Updated 11/1/2005
Page 13 of 14
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
The sensitivity and importance of this project is paramount to the efficient operation of the
Davidson Water Inc. water treatment facility. This is the largest public utility in the U.S. with a
customer base of approximately 52,000 and a service population of 160,000 persons. The
condition of the three existing intakes should be noted as follows:
1. The pumps at each of these intakes are not capable of pumping from the river directly to
the water treatment facility headworks. Therefore, bypassing the existing raw water
reservoirs currently is not possible.
2. Flood events in the Yadkin River affect the operation of the DWI WTP. The middle and
downstream intake pump stations, as well as the, two lower reservoirs, are low enough to
be inundated during high flow events in the Yadkin River (less than the 100-year flood).
3. During the 2002 drought, extremely low water levels in the Yadkin River left two of the
three intakes with insufficient suction head. The pumps at the downstream intake
experienced an air lock and were rendered inoperable for several days. Also, the screw
pumps at the upstream intake were inoperable, leaving the middle intake as the sole
supply to the DWI water treatment facility.
The proposed raw water intake will alleviate these problems because it will be constructed at a
much lower elevation than the existing intake elevations, include a pump design that will be
capable of pumping directly to the water treatment facility, and have a capacity to serve the
future needs of the DWI service population.
-49
- Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Updated 11/1/2005
Page 14 of 14
Davidson Water, Inc. - Raw Water Intake Construction
Dewatering Plan June 2008
Dewatering Plan for the USACE NW-33 Permit
New Raw Water Intake Construction
Davidson Water, Inc.
Davidson County, North Carolina
Davidson Water, Inc. desires to construct a new raw water intake located on the eastern bank of the
Yadkin River, approximately 1,000 feet downstream of the US-64 bridge. The river bottom has
been surveyed at the proposed intake location and this information is included in the design plans as
part of this submittal. The survey and design plan has been submitted to a specialty contractor for
their review and comment.
According to the information provided by the specialty contractor, the port-a-dam barrier will be
installed as a three-sided barrier to retain the waters of the Yadkin River outside of the required
working area. Sandbags shall be placed along the sealing nylon apron along the length of the dam to
ensure adequate sealing of the port-a-dam to the river bottom and between the port-a-dam and the
riverbank.
It is anticipated that the dewatering of this section of the Yadkin River will encompass an area
approximately 200 feet in length with an average width of approximately 50 feet. The bottom
elevation of the port-a-dam will be approximately 632 feet-MSL, with a projected normal water
elevation of 639 feet-MSL. This allows for an approximate 3 feet of rise in the river before
overtopping could occur.
The length of time that the river will be dewatered is projected to be 45 days. This should allow
sufficient time to perform the following construction work in the riverbed:
1. Dewater the Yadkin River to expose the riverbed to the appropriate depth.
2. Excavate the riverbed to weathered bedrock, ensuring that the headwall footings will be
poured at an elevation of 627 feet-MSL.
3. Construct the headwall footings, anchored to the river bottom.
4. Poor the headwall and rough in piping.
5. Directionally bore the raw water intake pipeline through the headwall. All boring
equipment will be stationed inside the caisson installed on the riverbank.
6. Mount stainless steel intake screens to the footings and make all piping connections.
7. After final inspection and acceptance of the underwater work, flood the dewatered
portions of the work area and remove the damming equipment.
8. Length/height of the northernmost wing wall section and final riverbed profile will be
dependent upon the depth of sediment in this area. The wall can be cast in place
underwater and anchored to'the river bottom without additional dewatering.
Page 1 Marziano & McGougan, P.A.
I I Asheboro, North Carolina

DAVIDSON WATER, INC.
RAW WATER
STRUCTURE & INTAKE
DAVIDSON COUNTY, NORTH CAROLINA
D
...a.
p@1m0wm p
JUN 1 6 2008
DENR•WATER QUALITY
WETLANDS AND STORMWATER BRANCH
® m ?
0
08-ceV T8
LOCATION MAP
KTS.
4 i

r
Vemlan: 3
JUNE 2008
5
JOB NO. 26023
MARZIANO & MCGOUGAN, P.A. a
consulting engineers 11x17 DWGS. ARE
1300 SECOND AVENUE SUITE211 • CONWAY,SC29526 TRUE HALF SCALE
Phone: [phone] Fax: [phone]
A ,. ,.,
FINAL DRAWINGS'
NOT RELEASED FOR
CONSTRUCTION
r
........................
GENERAL CONSTRUCTI ON ABBREVIATIONS

-N

e NUMBER OR FOUND
INFL INFLUENT N
SE?

b DIAMETER
INS. INSIDE ?d
AND INV. INVERT ,
< LESS THAN JT
JOINT
.
<= LESS THAN OR EQUAL TO JTS JOINTS
> GREATER THAN LLD. LONG LEG OUT
® AT LB POUND
A.B. ANCHOR BOLT LG LONG
AFF. ABOVE FINISHED FLOOR LP. LOW POINT
ADDL ADDITIONAL mi. MECHANICAL JOINT
ALUM ALUMINUM OR ALUM MATL. MATERIAL

APPROX APPROXIMATE(LY) MA5 MASONRY
ARCH ARCHITECTURAL MAX MAXIMUM
BM BENCH MARK OR BEAM MECH MECHANICAL
BOTT. BOTTOM MFR MANUFACTURER
Z
BIU. BLOCK WALL MH MANHOLE <
C.I. CAST IRON MIN MINIMUM
G/C CENTER TO CENTER MNTG MOUNTING 0 i
CAP CAPACITY NP.W. NONPOTABLE WATER
CIRCUM CIRCUMFERENCE N.TS. NOT TO SCALE U S.?
GL CLAY NO. NUMBER ;
CLR CLEARANCE O.C. ON CENTER
rR CENTERLINE 0/0 OUTSIDE TO OUTSIDE c y'"
GL2 CHLORINE OPNG OPENING
CLARIF CLARIFIER OX OXIDATION ?=
CHEM. CHEMICAL PE. PLAIN END
OF SHEETS
INDEX
N

COL COLUMN
PED PEDESTAL -
a a c
¢
CONC. CONCRETE PL PLATE `c
GONST CONSTRUCTION PLCS. PLACES
CONT CONTINUOUS PROJ PROJECTION
CONTR CONTRACTOR P.S. PUMP STATION
GU COPPER P.v.C. POLYVINYL CHLORIDE 1 COVER SHEET
C.W. CONCRETE WALL R.C.P. REINFORCED CONCRETE PIPE S
D DIAMETER RAD. RADIUS 2 GENERAL NOTES & INDEX
DIA DIAMETER R+qS RETURN ACTIVATED SLUDGE
IP
DUCTILE IRON PIPE
D 3 OVERALL SITE PLAN
.
. RED REDUCER X
p15GH. DISGHAI?iE REF REFERIE'NC£ 4 GRADING/ DEWATERING PLAN W
DP DEEP
DWLS
DOWELS REINF REIN FORCING OR REINFORCED
'
5
RAW WATER INTAKE PLAN & PROFILE
. D REQUIRED
REQ
?
EF. EACH FACE Ss. STAINLESS STEEL 6 RAW WATER INTAKE & PUMP STATION LAYOUT
E.J. EXPANSION JOINT SCH. SCHEDULE
EA EACH SHT SHEET 7 RAW WATER INTAKE HEADWALL LAYOUT & SECTION z
Ems. EFFLUENT 512 SIMILAR 8 RAW WATER PUMP STATION LAYOUT Q
EL ELEVATION SOY SULFUR DIOXIDE
ELEV ELEVATION SPA SPACES 9 RAW WATER PUMP STATION SECTIONS & DETAILS w
EQ EQUAL SQ. SQUARE
EQUIP EQUIPMENT STD. STANDARD 10 EROSION CONTROL DETAILS
0
EXIST. EXISTING 5TL STEEL
11
MISCELLANEOUS DETAILS
z
EXP. EXPANSION STN STAINLESS

FEZ. FLARED END SECTION
SID. SLAB WIDTH
12
MISCELLANEOUS DETAILS ?
Q
F.R.P. FIBERGLASS 5JJID. SIDE WALL DEPTH
REINFORGED PLASTIC T/ TOP OF 13 ELECTRICAL DETAILS
LlJ
FIG FIGURE TCJ,CJ TYP. CONTROL JOINT,
Z
FIN FINISHED CONSTRICTION JOINT
FL. FLANGE THRD THREAD(5XED) Ur
FLR FLOOR TRICK TRICKLING
FTG FOOTING TYP TYPICAL
GALV GALVANIZED U.OTL UNLESS OTHERWISE NOTED
HDWE HARDWARE VERT VERTICAL
HK HOOK W.W.F. WELDED WIRE FABRIC C
HORIZ. HORIZONTAL W/ WITH U W p
N.P. HIGH POINT W/0 WITHOUT Z Q N
HYD HYDRANT WAS WASTE
ACTIVATED SLUDGE

ID. INSIDE DIAMETER L WATER LEVEL
W/ W W ? 0
O.D. OUTSIDE DIAMETER 0
Q Q 06
> W
> ?

SECTION/ )ETAIL LEC%END c
o Q U
0
(j)
C r
-Z) o
o
_
DETAIL CALL-OUT A DETAIL IDENTIFICATION LETTER a
AND DETAIL TITLE (IN SAME STRUCTURE) Q
IDENTIFICATION 2 3 (n
SYMBOL - SHEET NUMBER (IN SAME DISCIPLINE)
WHERE DETAIL 15 DRAWN.
SHEET NUMBER ON WHICH DETAIL
CONDITION OCCURS. (DASH INDICATES
CONDITION OCCURS ON MULTIPLE
Scale: AS SHOWN
SHEETS.) Date: 6.13-2008
Drown: ALG
SECTION CUT SYMBOL - SECTION IDENTIFICATION NUMBER Checked: JWM
IDE-ANTIIFCWATIIONiSYM50L 2 3 _
SHEET NUMBER (IN SAME STRICTURE) FINAL DRAWINGS
Job No.: 26023
W,OARROW) WHERE SECTION IS PRAWN Sheet No.:

SHEET NUMBER (IN SAME STRUCTURE) NOT RELEASED FOR 2
ON WHICH SECTION 15 INITIALLY CUT. CONSTRUCTION 3
1
t;
3 Version:
I
I
APPROXIMATE
TOP OF BANK I
I
WATER LEVEL
DAY OF SURVEY
639: MSL
I
YADKIN RIVER
I
FLOW
I,
I II
I f \
04
I 1
I
I i
i
0
EXIST. PENCE
TO BE FELOCATED
54" D.I.
DISCHARGE,
RAW WATER
PUMP STATION
i
It
1 EXIST. CONC.
O STRUCTURE
i
OVERALL SITE PLAN
SCALE: P•20'

r?

I
it
•
I
I•
I I,I
I
I

I

`hJ
u
ICI
I
r
I
.I
jl
7SM
T/ EXIST. CANC. WALL
ELEV. 663.11' MSL
RAW WATER
LAGOON
a
Z
Q
Ci
4J a a
Zan
Z
J
W
U)
J
J
W
0
Z_ Y
Q U
ZL
WW_tf
Q Q Z
3 W
c
Z?p3
0
U)w00
0 D o
w?
F .
Q
U) >
m
Scale: As SHOWN
Dale: 6-13-2008
Drown: ALG
Checked: JVVM
Job No.: 26023
Sheet No.:
FINAL DRAWINGS
NOT RELEASED FOR
CONSTRUCTION
3
13 Version: 3
RETAINING
WALL OR
HEADWALL
(I
(
i
P 11
11
I I I
I 1
1 1
I I
1
I I
I I
I I
I
II ?`
1
1
1
1

I
I
YADKIN RIVER

l

s3
s

1
FLOW

\
1
1
I
I

I

I
\

1
S
3

r
I
' I

I
I
'
I
i
I
I I

I

/ 1
I
I
1
/
I
I r
r I
I II
RAW W?
INTAKE
NEADW
! r ?
TEMPORARY
IMPACT
PERMANENT
IMPACT

11111111
Illh
1
1j1'
? /
,
1
I
11 i
? /
1
1 1 1 __
1
`, 1 1 ?
? /
1
1
1
`\
,
1
\ ??
?
,
1
1
1
1
\ `, 11 \
`
1
\
II 1
, 11
Il A ? A 11
1
\` 1

/
1
?\ 1 , 11\
I 1
1
i ? 1
1 1
1
?`
`
? I ,
1
1
1
I
I
V
I I III 1/? J i I ,
I 1 l/ I /
/
\ !
\ 1 1 !, ? I I I

,.Irllllr?r, ? s
1
I
1?I
IIIpllllo,///
111 ,IIIIo11ti
SILT FENCE ? ` ?
`
? ,
1
11111 IIII

II I (TYP-)

, ,
,
,
I I I IIII III A % ' ?'
Illlllllt111 1 ; I; ?' ?, II
?' \
,
VIII
11
1
<?
1111111111, A 1 11 i
RAW WATER
1
1
1
11111 IIII 1 v ?v
11111111111 \I ; 1 . PUMP STATION
? I I
1,,111111111 / '
IIII IIII I r /
111111111111 ? , ,,
IIII IIII I I 1 -.?
1111
1
`
1 ? I
I
1
i
11111
I
I
11
1111111 11111111 III I
I II I I I I
,11111111111111111111' ? ? I
111111 IIII II I
1 I I
I
I I
? '1
I
-
1III1111111, ; -
1dill,
1,11111111111111; ,/ 1
,
11 - - .
II
/% '
/ I
1
1
1
f
1
1
1 I
' 11
1111
a 1
1
111
1 SILT FENCE
111111
1 1
1 i
11
1
11'
I (TYP)
1
1
1
1
1
1
1
1
1 ??
1 ( 1
111
11111
)111
11111 1
??

111 ? ///

\
\
STABILIZE SLOPE
CONSTRUCTION
GRADING/ PEWATERING PLAN
SCALE: 1".20'
I I
/ I r
r I !
I I l l ,l l
r
f?
/ I
?1 / r I
I 1 / ?l
1 ? I ? I
II , I N
I I I f
1 I I
m \ II
0 1 11 ?? I ?
I I I,
li i II
I I ??11
1 1 ?' 1 1 1 ?J
I I
I I I I
ff rf I I
? I r 1
I I
I III ?1
I I I I I
I I I I
I III
I I I I
1 I I 'III
1 I '1 'I 11
I 'I 11 I;1
? r i rf rl
I l . rr
,r
I , I rr
J i rf
I f i f I?
EXIST. CONC. f
5TRIUCTURE
1 I li r
/ I I f
1 f
\
\ I/
?v 1?1
TBM
T/ EXIST. CONC. WALL
ELEV. 663.II' MSL
RAW WATER
LAGOON
d
CL
z
d
L
G
c.
?C
d;
z
J
n.
(D
ZZ
UJ
Q
w
Of ?-
w
0
m
C
U W=
? Q Cu
U
?WZL
WW_?
Q Q Z
z?D?
0
0 D o
)
Q H.2
0 Cu
0
Scale: AS SHOWN
Date: 6-13-2008
Drawn: ALG
Checked: JWM
Job No.: 26023
FINAL DRAWINGS
NOT RELEASED FOR
CONSTRUCTION
4
13
RIP RAP DETAIL
NTS
a
z
d
C
}?Jz
tTJ w "=
0 "
do
d= c?
ilk
660 =
64U
W.L. 639'! W.L. 639'!
635 / - I
635
630 R ELEV. 312' C ELEV. 1931.2": a ELEV. 312'
630
M
625 Nr _ ? ..
_ 625
620... 1620
00+00 1+00 0+00 1+00 0+00 1+00
W
YW
Z u-
0
W 0-
F- Q z
?g
rr,
Z_ Y 2
Q U
ZL
WW_tf
Q Q o6 0
Z
Lcu
Z 3
Q O
(A
UA
o
j U)
M
Scale: AS SHOWN
Date: 6-13-2008
Drawn: ALG
Checked: JWM
Job No.: 26023
Sheet No.: 5
)f: 13 Version: 3
\ \ 54"x36" MJ.
54"x36" MJ. TEE REDUCER
54" DISC
LINE ARGE Hill Hill 11"ll, I ---- \
?? IIII (IIII \
IIII IIII VIII VIII _ _
54" M.J. 45' BEND J - 3,-0"x1-0"
MAN DOOR
1 I
36 MJ. SO' BEND
II ?? - II
O ?I ? 11 O
I - ? I
II ? 11
J L
H? PUMP CAN
ITYPJ
I I
I; I
JI L_____
30' DIA
CAISSON
------ , -----_J I
-- - T I I IT I
II I
I I
II II
PUMP PARTITION III
BELOWITYPJ
6" GONG. PAD
36" M.J.
90' BEND
IO'-0"Wx91-0"H
ROLL-UP DOOR
IIII _?? /-
I I ` 6'-04 AIR TANK
I
I 1 42" ISOLATION GATE
ITYP. of 21
4-4" AIR I 1
BURST LINES
I
4"' AU' UJATER NTAKE LINE TO PUMP
I I ` 1STA7ON BORED 49 JACKED FROM
I I 1 1 INTERIOR OF STRUCTURE TO DAYLIGHT
(TYI1. OF 2
RAW WATER INTAKE t PUMP STATION
LOWER LAYOUT
SCALE: 1/4"-1'-0"
o,
z
d
iTlm?x
Oct'
Nay
L-I ? a E
F-
D
Y0
z z
Of 0
F>- Q
>> co
a
Q
IL
06
m
z Y
QU
Z t
WW?tf
06 Z
<<
> W T
C
z3>>
0
U) c) 0
0 D o
Q U>
to
0
Scale:
Date: AS SHOWN
6-13-2008
Drown: ALG
Checked: JWM
FINAL DRAWINGS Job No. : 26023
NOT RELEASED FOR
CONSTRUCTION Sheet N
Of: 13 o.: 6
Version: 3
12" D.I. FLUSH
LINE FROM
12'x12" M.J. TEE
RETAINING WALL 12" WALL PIPE
(TYP. OF 2)
77

45" WALL PIPE
(TYP. OF 4)
12" 90' BEND
(TYP. OF 4)
90' BEND
i7
12" FLARE
(TYP. OF 2)
10l'-2"s
ROCK ANCHOR
• 8'-0" O.C. (TYPJ
CONC.
HEADWALL

9
v 9
60" DIA STAINLESS STEEL TEE
SCREENS WITH 1/8" SLOT OPENING.
SCREEN A55EMBLY SHALL HAVE A
42" FLANGED CONNECTION (TYP.OF 4)
RAW WATER INTAKE NEAMALL PLAN
SCALE:
9
0
ro
0
n
is
60" DIA STAINLE55 STEEL
TEE SCREENS WITH 1/8" SLOT
OPENING. SCREEN ASSEMBLY
SHALL HAVE A 42" FLANGED
CONNECTION
EL. 621.00'
12" 0.1. SO' BEND
4" AIR BURST LINE ?
1?
I
II_
0
11?
I I
I I
I I
I I
I_
u
ROCK ANCHOR
(EPOXY COATED)
12" D.I. WALL PIPE
nM1 ^ J12" MJ.
?I 190' BEND
42" D.I. WALL PIPE
12" D.I.90' BEND
12" FLARE
2n
1 3'-0"
i SECTION
l l SCALE: 3/8"=1'-0"
42"x42" MJ. TEE
42" MJ. 90' BEND
42" M.J. 22 1/1' BEND
42" RAW WATER
INTAKE LINE TO
PUMP STATION EL. 621.00'

6'-6"
2 SECTION
SCALE
9
0
0
m
Oa
z
d
? r
U
Z?z
z
Q
W ?
YV
Q W
U)
z td
De Z
WJ
Q a
J
J
Q
jr- 0
W
N
C
Z_ Y
aV
Z
WLu-
Q< 06 0
Z
?3LLJ
z 7
c
U
a U
Scale: AS SHOWN
Date: 6-13-2006
Drawn: ALG
Checked: JWM
FINAL DRAWINGS Job No.: 26023
NOT RELEASED FOR Sheet No.:7
CONSTRUCTION o,: 13 Version: 3
42" RAW WATER INTAKE LINE 42" RAW WATER INTAKE LINE
TO PUMP STATION BORED t JTO JACKED STATION IBORED NTERIOR t
JACKED FROM INTERIOR CF / JACKED FROM TO INTERIOR OF
STRUCTURE TO DAYLIGHT I I ?1/ STRJCTURE TO DAYLIGHT
/ DIRECTIONAL BORE FROM III ` 1 DIRECTIONAL BORE FROM
/ THIS POINT TO CAISSON I I ` ` THIS POINT TO CAISSON
42" MJ. 22 1/2'
BEND (TYP.OF 2) 4.4" AIR BURST LINES
I I I
42"x42" MAJ. TEE
III
l1YP. OF 1) I I
- 42" MJ. 90' BEND IIII 42" MJ.
I (iTP. OF 4) /190' BEND
'''I IIII '11'I ''I \(? IIII I
III _ IIII Y/?
" MJ.
@ 14-

ACCESS STEPS
J-H Z--d ALUMINUM
0
V
B
54" D.I.
V
LINE S HARGE 1111 IIII I Hill 1111 IIII IIII
ELECTRICAL ELECTRICAL
ROOM +2 ROOM +M
/FUTURE PUMP\
9 1? 111111 Q III 11
m
FUTURE PUMP 02
Lit
-? -
El
36" STEEL PUMP
rTP-)CAL
PUMP 03
HEADER ql?
_?
tl All
lillk`;?
\ AIR
/
\\ I (TYI RESSOR I I /
l1YP.) 1
? I
0
s
4ILETWELL 14'-0"
28'-0"
RAW WATER PUMP STATION LAYOUT
UPPER PLAN
SCALE: 114" - 1'-0"
PRE-ENGINEERS
METAL BUILDING
1 U7" ALUMNUI
HANDRAIL
ALUMINUM
ACCESS
PLATFORM
I
T
SECTION VIEW
S S SCALE: 1/4" - 1'-0"
:EKED STEEL
EAMS
a
z
(?? a c>
Nc-
c _-
N
a,-
a?
0
a?
w
QZ
?0
<F-
w?
m
c
z Y
Q ID
?U
WWZ
QQ.5zo
3:3W
z?: p
0
U) w C)
0 D o
XD
Q .2
O
Scale: AS SHOWN
Date: 6-13-2008
Drawn: ALG
Checked: JWM
FINAL DRAWINGS Job No.: 26023
Sheet No.:
NOT RELEASED FOR 8
CONSTRUCTION 01: 13 Venlon: 3
48"X48" ACCESS
HATCH (TYfl.)
ELECTRICAL
PANELS
1 112" ALUMINUM
HANDRAIL
FF. EL. 6T4.00' MSL
FIRE -ENGINEERED
STEEL SUPPORT
BEAMS
REINFORCED
CONCRETE
SUPPORT WALL
36" S0' BEND
3' MAN DOOR
36" BUTTERFLY VALVE
- 6" CONC. PAD
EL
662.00' MSL
.
-II --1N1_ -I
I11 I II?III ?II?, I ki=i 1I0, -1r=-,, II_II
?
112" EXP. JT. MATL. J T
REINFORCED
CONCRETE
FOOTING 36D.I.
DISCHARSE LINE
36" MW. 90' BEND
NOTE:
STRUCTURAL DRAWINGS WILL BE
PROVIDED BY THE CAISCN
CONTRACTOR SIGNED 1 SEALED
BY A PROFESSIONAL ENGINEER
REGISTERED N THE STATE OF
NORTH CAROLINA
30' DIA CAISSON
628.00'
36" STEEL
HEADER
16" VERTICAL TURBINE
PUMP (TYPJ
FF. EL.
66233'
MSL
10'WxS'H
ROLL- PUMP
UP DOOR COLUMN
(TYP.)
30'-0" DIA.
PUMP
PARTITION
(TYP.)
T
MIN. W/L 6352
I I I I 1
I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
1 I I I
I 1 I I I
z SECTION YIl=-W
\,8L9 SCALE: 1/4" . I'-0'
PRE-ENGINEERED
METAL 15UILDNG
EXHAUST FAN
-AIR COMPRESSOR
AIR TANK
NOTE:
ACCESS STEPS NOT
SHOWN FOR CLARITY.
42" D.I. WALL PIPE
42" D.I. INLET PIPE
BORED 4JACKED
TO DAYLIGHT
NV. 629.43' M;
42" ISOLATION
GATE
d
a
z
Q
G Y
V
U-
G
Qc
Z
IL Q
?Z
C'0cl)
w F_ J
Q U) W
3: Z?
3:0
of Q
U)

Y
Z
_
QU

Z
WW?1=
QQ°6Z
I
LL
T
Z
O
coQU?
O

D c6
0

Scale: AS SHOWN
Date: 6-13-2008
Drawn: ALG
Checked: JWM
FINAL DRAWINGS Job No.: 26023

NOT RELEASED FOR Sheet No.:
9
CONSTRUCTION Of: 13 Version: 3
I
SEED AND MULCH OR
ER051014 CONTROL MAT (TYP.)
CLASS B RIPRAP
S" THICK X WIDTH OF DISTURBED AREA
WITH NON-WOVEN
GEOSYNTHETIC UNDERLINER
FLUSH W/ EXISTING CHAINEL BOTTOM
RIP RAP SLOPE PROTECTION
N.T.S.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES
DEEP OVER ADVERSE SOIL CONDITIONS.
2. RIP THE ENTIRE AREA TO 6" DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPER PHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL-PULVERSIZED, FIRM
REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES
DEEP.
6. COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK
AFTER SEEDING.
1. MULCH IMMEDIATELY AFTER SEEDING.
5. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS
OR RESEED WITHIN THE PLANTING SEASON IF STAND SHOULD BE
OVER 6096 DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES
8. FERTILIZER SHALL BE APPLIED AT THE RATE OF 1000 POUNDS
PER ACRE.
10. LIME SHALL BE APPLIED AT THE RATE OF 3000 POUNDS PER
ACRE.
IL PERMANENT VEGETATION.
A SUMMER (MARCH I - AUGUST 14)
COMMON BERMUDA 25 IbeJACRE
(HULLED)
GERMAN MILLET IC IbeJACRE
B. WINTER (AUGUST 15 - FE15URARY 28)
ANNUAL RYE 40 IbaJACRE
COMMON BERMUDA 30 IbeJACRE
(UNHULLED)
12. RYE GRAIN AND MILLET SHALL BE ADDED IN ORDER TO
ESTABLISH QUICK GROUND COVER FOR EROSION CONTROL
PURPOSES.
13. TEMPORARY VEGETATION:
A (APRIL I - AUGUST 15)
ANNUAL SUDAN GRASS 401beJACRE
(SWEET OF TIFF)
BROWN TOP MILLET 50 Ib6JACRE
5. (AUGUST 0 - MARCH U
RYE GRAIN 55 1beJACRE
14. OAT GRAIN 15 TO BE ADDED IF SEEDING DATE IS BETWEEN
MARCH I AND APRIL 16, AT THE RATE OF 10 POUNDS PER ACRE.
15. OTHER PLANTINGS OR SEEDING AS CONTAINED M THE CRITICAL
AREA STABILIZATION SECTION OF SCS HANDBOOK "EROSION AND
SEDIMENT CONTROL IN DEVELOPING AREAS" MAY BE USED
PROVIDED THE WORK COMPLIES WITH ALL APPLICABLE
SPECIFICATIONS CONTAINED IN 5C5 HANDBOOK
16. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE AND
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED
??N?r? MAx I ??'? ?
?r"yyJU?r?"h ?
r
f~'1
NOTE: PREPARE, SEEDAND INSTALL AS REQUIRED
GRASS (SEEDED) WALE
d
EROSION LINING
CONTROL MA DEPTH
OVERLAP 12" >
AT SEAMS , !rr
STAPLES
, I'
k
BOTH
DIRECTI
NOTE: PREPARE, SEED,AND INSTALL EROSION CONTROL
MAT ON DISTURBED AREA OF DITCH.
EROSION CONTROL MAT SWALE
AJ BURY THE TOP OF THE MAT IN A
TRENCH 6" OR MORE IN DEPTH.
BJ TAMP THE TRENCH PULL OF SOIL. SECURE WITH
STAPLES EVERY 12" ACROSS THE TOP AND
EVERY 3' AROUND THE EDGES AND BOTTOM.
CJ OVERLAP
BURY UPPER END OF LOWER
STRIP AS IN 'A' AND 'B'. OVERLAP
END OF TOP STRIP 18" AND

E.) OVERFALL
TYPICAL STAPLES
'y rB GAUGE WITS
i " yyyy
y y FJ PRESS ENDS OF MAT 4" INTO THE
SOIL AROUND STRUCTURES AND
STAPLE SECURELY.
MAINTENANCE
STAPLE EVERY 12" JUST
BELOW THE ANCHOR SLOT. INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR RILL EROSION
DJ EROSION STOP DISLOCATION, OR FAILURE. WHERE EROSION IS OBSERVED, APPLY ADDITIONAL MULCH. IF
FOLD OF MAT BURIED WASHOUT OCCURS, REPAIR THE SLOPE GRADE, RESEED, AND REINSTALL MULCH. CONTINUE
M SLIT TRENCH AND NSPECTION5 UNTIL VEGETATION IS FIRMLY ESTABLISHED.
TAMPED. DOUBLE ROW
OF STAPLES.
DETAILS FOR STABILIZING SWALES
SOIL EROSION CONTROL NOTES
1. ALL SEDIMENT CONTROL MEASURES SHALL BE INSPECTED ONCE
EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT OF
GRATER THAN 05 INCHES OF PRECIPITATION DURING A 24-HOUR
PERIOD. ALL SEDIMENT CONTROL FEATURES SHALL BE MAINTAINED
UNTIL FNAL STABILIZATION HAS BEEN OBTAINED.
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS
PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION
ACTIVITIES HAVE TEMPORARY OR PERMANENTLY CEASED. BUT IN
NO CASE MORE THAN 14 DAYS AFTER THE CONSTRUCTION ACTIVITY
IN THAT PORTION OF THE SITE TEMPORARY OR PERMANENTLY
CEASED, UNLESS ACTIVITY IN THE PORTION OF THE SITE WILL
RESUME WITHIN 21 DAYS.
3. PROVIDE SILT FENCE AND/OR OTHER DEVICES. AS MAY BE
REQUIRED TO CONTROL SOIL EROSION DURING UTILITY
CONSTRUCTION ALL DISTURBED AREAS SHALL BE CLEANED,
GRADED AND STABILIZED WITH GRASSING IMMEDIATELY AFTER THE
CONSTRUCTION ACTIVITY.
4. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY
MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE
COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL
DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL
DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO
CONTROL EROSION AND/OR OFF SITE SEDIMENTATION. ALL
TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE
CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED.
5. TEMPORARY DIVERSION BERMS AND/OR DITCHES WILL BE
PROVIDED AS NEEDED DURING CONSTRUCTION TO PROTECT WORK
AREAS FROM UPSLOPE RUNOFF AND/OR TO DIVERT SEDIMENT
LADEN WATER TO APPROPRIATE TRAPS OR STABLE OUTLETS.
6. IF NECESSARY, SLOPES WHICH EXCEED EIGHT (8) VERTICAL FEET
SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MATS, IN
ADDITION TO HYDROSEEDNG. IT MAY BE NECESSARY TO INSTALL
TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. TEMPORARY
BERMS MAY BE NEEDED UNTIL SLOPE IS BROUGHT TO GRADE.
1. COMPLY WITH ALL REQUIREMENTS OF SPECIFICATIONS.
FACE DAM WITH
051 WASHED STONE
TO 12" THICKNESS
SIDE BY SIDE, THE ADJACENT EDGES
SHOULD BE OVERLAPPED 12" AND
STAPLED TOGETHER EACH STRIP OF
NETTIYi SHOULD ALSO BE STAPLED
DOWN THE CENTER EVERY 2'. DO NOT
STRETCH WHEN APPLYMG STAPLES
]All MIN
CLASS "A" RIP-RAP
CLASS "A" RIP-RAP
VARIES
C
B" MIN
EXISTING
ROADSIDE DITCH
RIP RAP CHECK DAM DETAIL
N.T.S.
NOTES:
U CHECK DAMS SHALL BE REQUIRED ONLY
IF TEMPORARY DITCH LINERS DO NOT
CONTROL EROSION OR AS DIRECTED BY
THE ENGINEER
2J CONTRACTOR SHALL REMOVE SEDIMENT
ACCUMULATED BEHIND THE DAM TO
PREVENT DAMAGE To CHANNEL
VEGETATION.
3.) CONTRACTOR SHALL REMOVE ROCK
CHECK DAMS AFTER PERMANENT
VEGETATION HAS BEEN ESTABLISHED.
12" DMA. x
12' LENGTH
EXIST. GRADE COMPOSITE
FILLED SILT TUBE
NOTE:
STAKED ON DOWN
STREAM SIDE.
SILT TUBE DETAIL
N.T.S.
INSTALL FILTER
FABRIC UNDER STONE
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
N.T.S.
WIRE FENCING AND 33 L5/FT ' 4" DMA.
FILTER FABRIC METAL TEE POSTS
6'-B O.C. WITH WIRE
REINFORCEMENT
(NN
COMPACTED B4 M
B4CKFILL
EXTEND FABRIC AND
WIRE INTO TRENCH
SILT FENCE DETAIL
N.TS.
a
2
d
c
r??cIa
mo?d, zz
J
Z (n
J
0<
ZW
00
C0
0
W
W
EROSION CONTROL
SEQUENCE OF CONSTRUCTION
1. CLEARING AND GRUBBING THOSE AREAS
NECESSARY FOR INSTALLATION OF PERIMETER
CONTROLS.
2. INSTALLATION OF SEDIMENT BASINS AND
TRAPS.
3. CONSTRUCTION OF PERIMETER CONTROLS.
4. REMAINING CLEARING AND GRUBBING.
5. ROAD GRADING.
6. GRADING FOR THE REMAINDER OF THE SITE.
1. CONSTRUCTION PROTECT STORM DRAINS
UNTIL AFTER COMPLETION OF CONSTRIJCTION.
6. FINAL GRADING, LANDSCAPING AND
STABILIZATION.
S. REMOVABLE OF SEDIMT A?U[LLESDRAWINGS
NOT RELEASED FOR
CONSTRUCTION
N
c
Z_ Y U.J
QU
ZL
QQ°6Z
Lij
Z
0 F_ 3?3
O
U) C)
0
F_ N
Q -O
j
W
O
Scale: AS SHOWN
Date: 6-13-2008
Drawn: ALG
Checked: JWM
Job
10
13 Version: 3

IS" X IB" X ro
CONCRETE PAD w Z: ,
CAST IN PLACE
4
PLATE WiDIRECTIONAL
- SQUARE BLANK BRASS MARKING D15C TO BE ARROW POINTED TO
VALVE DISTANCE TO
IIIIIIII IIIIIIII STAMPED WITH A DISTANCE AND
NEAREST T FOOT
IIIIIIII
IIIIIIII 01111111
? DIRECTION ARROW TO VALVE LOCATION. 4'
4'
CAST IRON I
VIII VALVE BOX I 2" BRASS
MI MARKER PLATE
SQUARE MARKER W/ANCHOR
PAINTED BLUE
I I
I 3/4" CHAMPFER
I AT EACH CORNER
0.,
III= IIIIIIII MECHANICAL JOINT I
I 5" HIGH LETTERS CAST z
BUTTfWLY VALVE W/ NN15W IN CONCRETE AND

II
RESTRAINTS
PAINTED BLACK U
FI I "
I I G
j
NOTES:
?
\
Id INSTALL MARKER POSTS ON EDGE OF
\
\x v ; -
THE PROPOSED WATER MAIN EASEMENT.
c7
me
O 2J PROVIDE MARKER POSTS AT ALL J
G
VALVES. Z ; t
4-N0.3 REINF. BAR
W/ I' GONG COVER 3.1 ABBREVIATIONS STAMPED ON POST ° fl
N ;
(I EA CORNER) AS FOLLOWS:
VALVES AND BLOWOFF ASSEMBLIES Gd
d

My • MAIN VALVE u ;
I I BO • BLOW OFF VALVE
4J MAIN LINE VALVE MARKERS SHALL
BE PAINTED BLUE. HYDRANT VALVE
MARKERS BHALL BE PAINTED RED
BUTTEFJ--LY VALVE ASSEMBLY _

N.TS. V ALVE MARCER POST DETAIL

NT S. J

2'-0" V. DEWEY BROS. MANHOLE Q
RING E COVER NO. MNRGR-
2001 OR EQUAL "SEWER" CAST IN LID

_ Is" X is" X 6" CONCRETE
PAD CAST IN PLACE OR C.P.W. APPROVED

0
n Q PRECA5T ADJUSTABLE ROADWAY W
v E
L VALVE BOX
- z

9 EXISTING GRADE PAVEMENT
v X 6x6 N0.6 SINGLE MAT ?
?.

O
Q
REINF. IN CENTER THIRD W
E OF WALL 4 IN TONGUE
4 GROOVE V
0 0
L) RAMNECK MASTIC (TYPJ IN UNPAVED AREAS TYPICALLY USE
CLAS5 III BACKFILL COMPACTED IN 6" UNDER PAVED AREAS, USE G
p LIFTS TO W% MAX
DRY DENSITY AS PER

=
CLASS II BACKFILL
TAPERED . h COMPACTED IN LIFTS TO
_ m LIFTING NOTES: ASiM D155T. USE CLASS II BAGKFILL = - 95% MAX DRY DENSITY AS
W HOLE I. CONCRETE (4,000 P51 MIND WHERE 50 DIRECTED BY THE ENG. PER ASTM DI5551
Q REINF
IN ADJUSTABLE RINGS aII=
. '
Q TO MEET ASTM. C-4T8-12 ?
U W

CAST-IN-PLACE WIRE MESH-ASTM. A-I 85-69. -
_ I-
- I I' Z Y 2
-
3
PLASTIC STEPS 2. FLAT-TOP MANHOLE TO BE
USED WHERE REQUIRED BY Q
F' U
GRADE. D.I.P. OR P.vL. RISER -- SUPPORT VALVE BOX ON WELL
COMPACTED BACKFILL
DO NOT Z
E 0 LENGTH AS REQUIRED FOR =T= ICI .
111 W - C

DEEP VALVE INSTALLATION. L
ALLOW VALVE BOX REST ON
TO
< < O
C
5
AS SHOWN RUBBER BOOT ANY PORTION OF VALVE. '
Q a Z

n
W W/CLAMP -
All
II
I
-
I W
3
li 1 1 1LI I?

NOTE: .
Z 0
0 THE CONTRACTOR SHALL =
N
T
S O
Q
U
ADJUST RIM OF MANHOLE O
E
: U
9 TO MATCH GRADE 0
c
, . 1. CENTER VALVE BOX OVER OPERATING _
N
GROUT NUT TO INSURE FREE VALVE OPERATION. p
2
USE 6" RISER PIPE ON 4' 4 VALVES Q
.
.
"
"
3. USE 8
RISER PIPE ON 8 Q
1=? - = VALVES AND LARGER
NOTE:
ICI '
?
" 04 a 12" EW
" I
SEE TYPICAL VALVE DETAIL
F
N
5 5
NO. 6
6xb OR
OTES NOT SHOWN. MECHANICAL JOINT PLUG Seale: AS SHOWN
WIU. MESH VALVE W/ RESTRAINTS Date: 6-13-2008
Drawn: ALG
Checked: JWM
PRECAST MANHOLE DETAIL TYPICAL VALVE BOX ASSEMBLY FINAL DRAWINGS Job No.: 26023
KTS. NTS
NOT RELEASED FOR Sheet No.:
?
CONSTRUCTION 3
13
Version:
10f:-
w
e
NOTE: t
d?

CONTROL JOINTS e 5' W,
EXPANSION JOINTS ® 25' SIDEWALK SHALL BE
5' WIDE UNLESS FORM JOINT BETWEEN SLABS WITH
JOINTING TOOL TO PROVIDE
CONC
?

OTHERWISE NOTED .
1
21 s
y
FIBERGLASS RE INFORCED CONCRETE /
NOM. 3" WIDE TOOLED SURFACE
PROFILED AS SHOWN

*
II
-
I
4" WASHED STOKE
?
GOMPACTED SUBGRADE
SIDEWALK DETAIL

Ntb.
1/2" PREMOLDED EXP. MAT'L
PIPE (SIZE VARIES) EXPANSION JT DTL. D+
"Y' a 12, O.L
NOTE: AROUND PERT "04TIES 41
4
ENCASE PIPES UNDER SHOWN
1 1/2"1 1/2"
(J r
ALL STRUCTURES 5'-0,!
BEYOND OUTSIDE OF 0 u
BUILDING. t
PIPE DIA 'X" "Y"
LESS THAN 6° "4 3" GLR e °
b U L
e
6" GROVEL @" TO 24' e' "4 (TYP)
SURFACE COURSE
30" TO 48" 12" 45
z x s
20'-0"

SLOPE TO ROAD GREATER

THAN 48" 1'_6 ' ?

FORM JOINT BETWEEN SLABS WITH
Q
Nz
1/4" PER I'-0" DITCH AS REQUIRED CONC. JOINTING TOOL TO PROVIDE
3" WIDE TOOLED SUWACE
NOM
d e
- `'..?;''"?''-?'r;e»?- `..F'?- „4'.` +'h=• - - TYPICAL PIPE .
PROFILED AS SHOUdyyOL JOINT DTL. v `p
8' B-BASE - - - - ` - - - ENCASEMENT DETAIL
III-ITi=III-I i I-ITi-I I
_ITi=Iii-I LI I'
1-1 1
I l-1 I I=
1 N.T.S. CONTROL JOINT ANp
-
=
-
-
COMPACTED SUBGRADE
? EXPANSION JOINT DETAIL
(CL OR BETTER) NTS
TYPICAL GRAVEL ROAD SECTION NOTE.
T
S PROVIDE CONTROL JOINTS IN
'
"
N.
.
. O.C, PROVIDE EXP.
-0
WALKS 11 5 J
JTS • MIN. 25'-0" O.C. 4 e ALL
EDGES W/ OTHER MATERIALS Q

l1J

Z)
0

2" MESH FABRIC

(TYPICAL)
CHAIN LINK FABRI
GR055 BRACING
(TYPICAL)
C BARBED WIRE

3 STRANDS, 4 POINT SUPPORTING APo'15 Q

J

J
DOUBLE SWING
GATE (TYPICAL) AT ENDS AND
CORNERS, 3/8"0 TOP RAIL BARB WIRE (TYPICAL) Ljj
MIN. (TYP) U
lV /
VJ

-, I Li

L WIRE TIES a 2"
p 10"0 STEEL .. STRETCHE
BAR TYP. R Or- TYP. N
PIPE FILLED
' B
Z Y
W/ CONCRETE
L o
(PAINT) . ASPHALT PAVING Q N

.o, OR CONCRETE
LOCKING U
?

-
BAR HOG RINGS AT
2'-0"OL,TYP. W Z
C
Q f- az$ Z
? Q
-

B
CONCRETE FOOTING
-III III . D
?a 11? =
D III I? III=ll -II?IL
D D P TURdBUCKL
TYP. a I a I III=11
11
DD P
h? I I a ,.,l aNTi r - [
Z D 7
0 Q 0
I' I<D I la°I c

2"0 LINE
4" 4 GATE
J
ST (TYP) POST ITYP °I
NO-1 GAGE E 5DI°I m

TENSION WIR

Cf)
0
C:
?
D

L_.
a D J3000 P
(TYP) .
PO
SI CONC. L a ° J
-aJ
L;_ J a
j
m
? o
2' 0" 2'_ p 6
4"b GORdER
a }? AS SHOWN ON PLANS 10.0° 10'-0" POST (TYP.)
BOLLARD DETAIL
Scale: AS SHOWN
N.T.S. Date: 6-13-2008
Drawn: ALG
Checked: JWM
CHAIN LINK FENCE W/ DOUBLE SWING GATE DETAIL
FINAL DRAWINGS Job No.: 26023
N.T.S.
Sheet No.:
NOT RELEASED FOR 12
CONSTRUCTION 13 V
i
3
:
ers
on:
l"
ROUCv H
SURFACE
a(d/3 ATERSTOP 0
/b d/b
3 " MAX)
d/4
2" M
d 1P_ 12" WATER5TOP I C 12"
CENTERED
WM4=? Lm
NOTE: ALL WATERSTOPS b" PVC "DUMBELL" TYPE ION.
SEE GENERAL NOTES.
STANDARD CONSTRUCTION
JOINT DETAILS NO SCALE
112' _
2 (TYP)
TYP)
Il14LL5 }BIAS. JOISTS AND STRUCTURAL SLABS
J--1
3" m v
PILE
COLLMS BASE SLABS. FIGS 4 GRADE BM5
z TYP REINF BAR CLEARANCES
?Iv (LUNLE55 OTHERWISE NOTED) NO SCALE
BAR DEVELOPMENT
LD*TH (TYP) SEE NOTE 3.
NOTE:
1. $ DENOTES 'CLASS B' LAP SPLICE.
2. VERTICAL REINrFORCDNG NOT SHOWN FOR CLARITY.
DOWER BAIR2 MAY BE USED IN LIEU OF HOOKS.
5ro HK 5ro He
(iTP) (TYP)
"L" INTERSECTION "T" INTERSECTION
SKEWED 'T'
1'7'?TYP WALL INTERSECTION
REINFORCING NO SCALE
CONT KEYWAY - /-CONST JOINT
COAT PVC EXTEND 50% OF REIN
WATERSTOP T141RU JOINT
SEE NOTE (EVERt'OTHER BAR EF)
TERMINATE EVERYOT14ER CLASS B TENSION
BAR 2" CLR OF JOINT LAB SPLICE
NOTE:
PROVIDE CONSTRUCTION JOINTS M ALL WALLS AND SLA55
AS NOTED ON THE PLANS AND AT 30'-0' MAX PROVIDE
CONTINUOUS PVC WATERSTOPS AT SLAB JOINTS, AT ALL
EXTERIOR WALL JOINTS AND ANY INTERIOR WALL JOINTS
WHERE DIFFERENTIAL HEIGHTS OF FLUIDS EXIST ON EITHER
SIDE OF WALL. PLACE CONCRETE IN ALTERNATE SECTIONS.
TERMINATE WA1ER5TOP 3" FROM TOP OF WALL
('_r;,'NTYP WALL OR SLAB
CONSTRUCTION JOINT NO SCALE
SEE NOTE I.
(TYP)
i ADDL (2 EA
EJ EACH SIDE
OPNG OR PIPE
PIPE OR OFENIN 33 J
THRI WAIL OR SLAB
NOTE:
1. PROVIDE ADDITIONAL HORIZONTAL AND VERTICAL BARS EQUAL TO
THE NUMBER OF BARS TERMINATED AT OPENING, HALF EACH SIDE
2. AT SINGLE LAYER REINFORCED WALLS OR SLA85, PROVIDE ONLY
SINGLE LAYER OF ADDITIONAL IREINORCM's AT OPNG.
3. TERMINATE REI F w/ STD HK WHERE OPNIG ADJACENT TO WALL OR
SLAB EDGE.
(*_4?TYP ADDITIONAL REINF AT
WALL OR SLAB OPNG NO SCALE
NUT 4 BEARING WASHER
w/lE 3V x644xbV4 (WEDGE WASHER
AS REQUIRED) -?
1111
ULI
PARTIAL
WEATHERED ROCK 1
I'/4"O DYWIDAG GRADE 120
THREADBAR ROCK
ANCHOR (EPOXY COATED)
NOTE: ROCK ANCHORS
TO DEVELOP AN ULTIMATE III
CAPACITY OF 200 kips AND III 1
A SAFE IUOpCMG CAPACITY III
OF 100 kips, TO BE CONIRII 11
BY LOAD TESTS (SEE PLAN) I j
IIII
II I
IIII
III
44 MIN PILOT HOLE 1111
FILL w/4000 PSI GROUT 1111
ICI
LJ
6 ROCK ANCHOR RETAIL
NO SCALE
GENERAL NOTES °""",,,,,°"v°Na
A. FOUNDATIONS.
1. MAXIMUM ALLOWABLE SOIL BEARING PRESSURE = 3.000 PSF, 4.500 PSF TOE PRESSURE FOR RETAINING WALLS. ? rm a ?z(i E
2. FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. e
3. FOOTINGS SHALL BE LOWERED WHEN DIRECTED BY THE ENGINEER TO REACH FIRM, UNDISTURBED SOIL '• yA 2 t
4. CONSTRUCTION J01NTS IN WALL FOOTINGS SHALL BE AT LEAST TWO FEET FROM THE INTERSECTION WITH ANOTHER WALL FOOTING. 5?y` drR
5. ALL FILL OR BACK FILL SHALL BE SELECT MATERIAL FREE FROM ROOTS, TRASH, WOOD SCRAPS AND OTHER EXTRANEOUS
MATERIALS. PLACE IN LIFTS NOT EXCEEDING 8 INCHES AND COMPACT EACH LIFT TO 95% DENSITY AT OPTIMUM
MOISTURE CONTENT AS MEASURED BY ASTM D698.
6. WHERE SOFT SOILS REQUIRE OVER EXCAVATION FOR BUILDING FOUNDATIONS, OVER EXCAVATED AREAS SHALL BE BACK FILLED
WITH CONCRETE
7. EXCAVATIONS AND FORMS SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACING CONCRETE.
B. SEE "CONCRETE' BELOW FOR CONTROLLED LOW STRENGTH MATERIALS (CLSM).
B. CONCRETE
1. CONCRETE SHALL. DEVELOP 4,000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS.
2. CONTROLLED LOW STRENGTH MATERIALS (CLSM) SHALL DEVELOP 300 PS MINIMUM STRENGTH AT 28 DAYS, (U.N.O.)
3. CONCRETE WORK SHALL CONFORM TO ACI 318-95 AND ACI 301-96.
4. CLSM WORK SHALL CONFORM TO ACI REPORT 'CONTROLLED LOW STRENGTH MATERIALS (CLSM); AG 229R-99.
5. PUCE 1/2 INCH EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED.
6. PROVIDE CONSTRICTION OR CONTROL JOINTS IN SLABS AND WALLS AT LOCATIONS SHOWN ON DRAWINGS, AT OFFSETS
AND CHANGES IN DIRECTION, AND AT 30 FEET MAXIMUM. CONSTRUCTION JOINTS IN WALLS SMALL BE LOCATED A
MINIMUM OF 10'-0' FROM WALL INTERSECTIONS.
7. CHAMFER EXPOSED EDGES OF CONCRETE 3/4 INCH, UNLESS OTHERWISE NOTED.
B. CONCRETE SKULL BE CURED A MINIMUM OF 7 DAYS BY ONE OR MORE METHODS SPECIFIED IN ACI 301. (Q„
9. CONTRACTOR SHALL REFER TO DRAWINGS OF OTHER TRADES AND VENDOR DRAWINGS FOR EMBEDDED ITEMS AND RECESSES NOT
SHOWN ON THE STRUCTURAL DRAWINGS. Z
10. CONTRACTOR SHALL VERIFY ALL SIZES AND LOCATIONS OF MECHANICAL AND ELECTRICAL OPENINGS AND EQUIPMENT PADS WITH Q
THE MECHANICAL, ELECTRICAL AND EQUIPMENT DRAWINGS. IT SHALL BE THE RESPONABIUTY OF THE CONTRACTOR TO PROVIDE
ALL OPENINGS AND SLEEVES FOR PROPER DISTRIBUTION FOR All UTILITIES THROUGHOUT THE BUILDING. ]
C. REINPoRCINC STEEL
1. ERE! c
CONFORM TO ASTM A615, GRADE 60. V
2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1B5 OR A497. (r},, ,
3. DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH THE ACI DETAILING MANUAL, SP-66(94).
4. REINFORCING STEEL IN PLACE SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACING CONCRETE. 'u
5. PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AN LONGITUDINAL BARS IN FOOTINGS, GRADE
BEAMS AND WALLS. Wa "'
6. LAP LENGTHS SHALL BE 'CUSS B" TENSION LENGTHS AS SPECIFIED IN TABLE 5-5(B) ON THE CRSI HANDBOOK-1992 UNLESS
OTHERWISE NOTED ON THE DRAWINGS. O u
7. STAGGER SPLICE IN REINFORCING SUCH THAT NOT MORE THAN ONE-HALF OF ALL BARS ARE SPLICED AT ANY ONE LOCATION, Z,
ION. Qc3_,
D. WATERSTOPS N J
1. PRDADE CONTINUOUS PVC WATERSTOPS WHERE SHOWN ON DRAWINGS. AT EXTERIOR WALL CONSTRUCTION JOINTS AND od a :
WHERE DIFFERENTIAL HEIGHTS OF FLUIDS EXIST ON EITHER SIDE OF WALL
2. WATFRSTOPS SHAT BE MANUFACTURED OF VIRGIN MATERIAL COMPOSED OF AN ELASTOMERIC POLYVINYL CHLORIDE Q
COMPOUND MEETING THE REQUIREMENTS OF CORPS OF ENGINEERS CRD-C572. SUBMIT MANUFACTURER'S LITERATURE
SHOWING COMPLIANCE WITH THE JABOVE OINTS SPECIFICATION AND SHOWING WATERSIOP SHAPES FOR USE.
3. WATERSiOP5 AT CONSTRUCTION JOINTS SHALL ALL BE BE 6 6 INCH MINIMUM LENGTH 'DUMBBELL" TYPE UNLESS OTHERWISE
INDICATED ON DRAWINGS. WATERSTOPS AT EXPANSION JOINTS SHALL BE 9 INCH MINIMUM LENGTH "DUMBBELL" TYPE WITH
3/4 INCH MINIMUM INSIDE DIAMETER CENTER BULB, UNLESS OTHERWISE INDICATED ON DRAWINGS.
4. ALL SPLICING OF WAERSTOPS SHALL BE SHOP FABRICATED EXCEPT THAT BUTT SPLICES MAY BE FIELD FABRICATED.
5. HYDROPHILIC WATERSTOPS SHALL BE A NON-BENTONITE, COEXTRUDED, STRIP APPLIED HYDROPHILIC RUBBER CONSISTING OF
CHLOROPRENE RUBBER AND CHLOROPRENE RUBBER MODIFIED TO IMPART HYDROPHILIC PROPERTIES.
6. HYDROPHILIC WATERSTOP SHAT HAVE AN EXPANSION DELAY COATING TO INHIBIT INITIAL EXPANSION DUE TO MOISTURE PRESENT
IN FRESH CONCRETE
7. HYDROPHILIC WATERSTOP VOLUMETRIC EXPANSION RATIO MUST BE A MINIMUM OF 3:1.
E. DESIGN LIVE LOADS.
STRUCTURAL MEMBERS SHALL BE DESIGNED FOR FULL DEAD LOADS AND THE FOLLOWING LIVE LOADS
1. FLOOR LIVE LOAD 300 PSF
2. SNOW 15 PSF (GROUND SNOW LOAD)
3. WIND 80 MPH (BASIC WIND VELOCITY) ASCE 7-93 EXPOSURE C (!7
WIND IMPORTANCE FACTOR = 1.07. INTERNAL PRESSURE GCpi = ±0.25 ,J
CALCULATED WIND BASE SHEARS (MWFRS) BUILDING VP = 19 KIPS, Vy = 21 KIPS
4. LATERAL DESIGN CONTROL SEISMIC CONTROLS Q
5. SEISMIC SEISMIC PERFORMANCE CATEGORY C
COMPLIANCE WITH SECTION 1607.3.6.1.1 TIES AND CONTINUITY? YES. W
EFFECTIVE PEAK VELOCITY-RELATED ACCELERATION .................................. AV = 0.075 Q
PEAK ACCELERATION COEFFICIENT ............................................................... A. = 0.075
SEISMIC HAZARD EXPOSURE GROUP ...................................................-....SHEG = II
SEISMC PERFORMANCE GROUP........... ........................................................SPC = B
SITE C ...........................-....................-................-.......................S = 1.0
Bvslc SRRUCTURA svs EM
X BEARING WALL -DUAL r/SPECIAL MOMENT FRAME
BUILDING FRAME -DUAL w/INIERMEIJUTE R/C OR SPECIAL STEEL
-MOMENT FRAME -INVERTED PENDULUM F-.
RESPONSE MODIFICATION FACTOR ..................................................................... R = 3.5
DEFLECTION AAPURCATION FACTOR .........................................._..................Cd = 3 U
BUILDING HEIGHT LIMIT, FEET. .........................................................................H = NL D
F. ABBREVIATIONS, BUILDING SEISMIC BASE SHEAR ................................................................_....V = 21 KIPS
THE FOLLOWING
THE FOLLOWING UST OF ABBREIMTONS 6 NOT INTENDED TO REPRESENT All THOSE USED ON THESE DRAWINGS, BUT TO
SUPPLEMENT THE MORE COMMON ABBREVIATIONS USED:
1. TYP - TYPICAL
2. SIM - SIMILAR
3. UON - UNLESS OTHERWISE NOTED
4. CUR - CLEAR, CLEARANCE
5. TCJ - TYPKiIL CONTROL JOINT, TYPICAL CONSTRUCTION JOINT
6. FJ -EXPANSION JOINT
C. CONSTRICTION SAFELY.
1. THESE STRUCTURAL DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFELY DURING CONSTRUCTION.
2. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING, SHORING AND GUYING OR FRAMING AGAINST WIND, O3
CONSTRUCTION LOADS AND OTHER TEMPORARY FORCES UNTIL SUCH PROTECTION IS NO LONGER REQUIRED FOR THE SAFE C
SUPPORT OF THE FRAMING, U W =
Z Q N
U
ZL
WW_?
QQ°6Z
W
Z
0
U) C)
o
Q U) 'j
cc
0
Scale: ASSHOIA
Date: 6-13-2006
Drawn: ALG
Checked: JVVM
FINAL DRAWINGS Job No.: 26023
Sheet No.:
NOT RELEASED FOR 13
CONSTRUCTION 13
3
0f:
Version;