3930 East Jones Bridge Road, Suite 220 , Peachtree Corners, GA 30092

Office: 770-263-9118 | Fax: 770-263-9145

June 4, 2026

Mr. Greg Ramsey

Director of Public Works

City of Peachtree Corners

Peachtree Corners, Georgia

RE: Peachtree Corners Overlook and Trail Extension

Peachtree Corners Town Center

Peachtree Corners, Gwinnett County, Georgia

Project No.: PTC 25-10

Dear Mr. Ramsey, Michael Baker International is pleased to submit the enclosed final plans package for the

Peachtree Corners Overlook and Trail Extension project. This submittal includes the plan set and the construction cost estimate for the proposed improvements.

We appreciate the opportunity to continue supporting the City of Peachtree Corners with quality engineering. We look forward to this project becoming a valuable community asset for years to come. Should you have any questions regarding the enclosed materials or require any additional information, please do not hesitate to contact us. Thank you again for the opportunity to serve the City of Peachtree Corners.

Sincerely, MICHAEL BAKER INTERNATIONAL

Kevin F Dascall, PE, PMP

Project Manager

© 2026 Microsoft Corporation © 2026 TomTom © 2026 Zenrin

5'

1000'

7'

968'

5'

968'

965'

SANITARY CLEAN OUT

DEMOLISH ASPHALT

CONCRETE PAVEMENT

AC ASPHALTIC CONCRETE

ALO APPROXIMATE LOCATION OF

B/C BOTTOM OF CURB

BL BREAKLINE

BLDG BUILDING

BP BASIN PROTECTION

BMP BEST MANAGEMENT PRACTICES

BW BOTTOM OF WALL

CL CENTERLINE

C.B. CATCH BASIN

C.B.S. CONCRETE BLOCK STRUCTURE

CN CURVE NUMBER

C.O. CLEANOUT

COMM COMMUNICATIONS

CONC CONCRETE

DIA DIAMETER

Ø DIAMETER

ECP ENTRY CONTROL POINT

EP EDGE OF PAVEMENT

EX. EXISTING

FFE FINISHED FLOOR ELEVATION

F.W. FIRE WELL

GALV. GALVANIZED

GEN. GENERATOR

GSE GROUND SUPPORT EQUIPMENT

HB HAYBALES

HGL HYDRAULIC GRADE LINE

INV INVERT

LOD LIMITS OF DISTURBANCE

LP LOW POINT

MAX MAXIMUM

MECH MECHANICAL EQUIPMENT

MG MATCH GRADE

Scale:

NORTH ARROW

DWG SCALE INDICATOR

DRAWING TITLE INDICATOR

REVISION CLOUD AND NUMBER INDICATOR

C

MH MANHOLE

MIN. MINIMUM

MP MATCH PAVEMENT

MUTCD MANUAL OF UNIFORM

TRAFFIC CONTROL DEVICES

NAS NAVAL AIR STATION

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

O/H OVERHEAD

OWS OIL/WATER SEPARATOR

PCC PORTLAND CEMENT CONCRETE

PIV POST INDICATOR VALVE

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

PVC POLYVINYL CHLORIDE

R RADIUS

RD ROOF DRAIN

RCP REINFORCED CONCRETE PIPE

SAN SANITARY SEWER

sf SQUARE FEET

STD. STANDARD

SWMF STORM WATER MANAGEMENT

FACILITY

TBM TEMPORARY BENCHMARK

TC TOP OF CURB

TS TRANSFER SWITCH

TW TOP OF WALL

TYP. TYPICAL

U/G UNDERGROUND

UG UNDERGROUND

UGC UNDERGROUND

COMMUNICATIONS

UGE UNDERGROUND ELECTRIC

WWF WELDED WIRE FABRIC

XFMR TRANSFORMER

FENCE - CHAIN LINK

SANITARY SEWER PIPE

SILT FENCE

WATER LINE

UNDERGROUND COMMUNICATION

ELECTRIC

STORM SEWER PIPE

ATFP SETBACK

1. HORIZONTAL COORDINATES ARE IN US STANDARD FEET AND REFER TO THE STATE

PLANE COORDINATE SYSTEM, NAD83 AND VERTICAL ELEVATIONS ARE IN STANDARD

FEET AND REFER TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).

SURVEY PROVIDED BY ATLAS TECHNICAL CONSULTANTS LLC.., DATED APRIL 8, 2026.

ADDITIONAL SURVEY PROVIDED DATED 16 SEPTEMBER 2022.

2. SURVEY FOR THE SITE WAS PROVIDED BY ATLAS TECHNICAL CONSULTANTS,

DATED APRIL 27, 2026

3. THE SURVEY PROVIDED DOES NOT GUARANTEE THE EXISTENCE OR NONEXISTENCE,

SIZE, TYPE, DEPTH, MATERIAL OR LOCATION OF ANY UNDERGROUND UTILITIES. ALL

UTILITIES SHOWN ARE BASED ON ABOVEGROUND UTILITY STRUCTURES, AVAILABLE

UTILITY MAPS AND SITE PLANS.

4. THE GEOTECHNICAL ENGINEERING REPORTS, PREPARED BY UNITED CONSULTING., ARE

PROVIDED AS A SEPARATE DOCUMENT. THE CONTRACTOR SHALL BE RESPONSIBLE

FOR REMOVAL/DISPOSAL OF ANY UNSUITABLE MATERIAL FROM THEIR OPERATION,

FURNISHING AND COMPACTING SUITABLE REPLACEMENT BACKFILL MATERIAL IN

ACCORDANCE WITH PROJECT SPECIFICATIONS.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS

AND INSURANCE REQUIRED FOR THE PROJECT.

6. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONFIRM, IN THE FIELD, THE

EXISTING UTILITY LOCATIONS AND ELEVATIONS SHOWN PRIOR TO THE

COMMENCEMENT OF CONSTRUCTION.

7. THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION WITH ALL OTHER UTILITIES

CONSTRUCTION.

8. CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE EROSION CONTROLS DURING

AND FOLLOWING CONSTRUCTION UNTIL ALL DISTURBED AREAS HAVE BEEN STABILIZED

TO AVOID ADVERSE ENVIRONMENTAL IMPACTS TO OFF-SITE PROPERTY AND DRAINAGE

SYSTEMS.

9. THE CONTRACTOR SHALL NOTIFY ALL APPLICABLE UTILITIES COMPANIES 48 HOURS

PRIOR TO INITIATING ANY EXCAVATION ACTIVITIES, OR AS SPECIFIED BY THE UTILITIES

COMPANIES AND THE PERMITS OBTAINED FOR THE WORK.

10. CONSTRUCTION WARNING SIGNS ARE TO BE MOUNTED AND ERECTED BEFORE

CONSTRUCTION CAN COMMENCE. THESE AND ALL TRAFFIC CONTROL DEVICES SHALL

FOLLOW THE STANDARDS SET FORTH BY THE MANUAL OF UNIFORM TRAFFIC CONTROL

DEVICES (MUTCD).

11. THE CONTRACTOR IS RESPONSIBLE FOR CLEARLY IDENTIFYING THE AREA OF

CONSTRUCTION AND SAFELY ROUTING ALL VEHICULAR AND PEDESTRIAN TRAFFIC

AROUND THE CONSTRUCTION AREA. THE CONSTRUCTION AREA SHALL BE CLEARLY

MARKED AT ALL TIMES.

12. THE CONTRACTOR SHALL LOCATE, VERIFY, AND IDENTIFY ALL UTILITY LOCATIONS

PRIOR TO EXCAVATION AND TAKE ALL MEASURES NECESSARY TO PROTECT UTILITIES

DURING CONSTRUCTION. CONTRACTOR SHALL SOFT DIG OR HAND DIG IN AREAS WITH

CONGESTED UTILITY CORRIDORS. SHOULD ANY UTILITY LINE OR COMPONENT BECOME

DAMAGED OR REQUIRE RELOCATION THE CONTRACTOR SHALL IMMEDIATELY NOTIFY

THE RESPONSIBLE UTILITY COMPANY.

13. THE CONTRACTOR SHALL PROTECT EXISTING UTILITIES, SURVEY MARKERS,

MONUMENTS, ETC. DURING CONSTRUCTION. THE CONTRACTOR SHALL

RESTORE/REPLACE ANY DAMAGE CAUSED BY CONSTRUCTION ACTIVITIES.

1. SEWER, WATER, STORM DRAIN AND SLEEVES DEEMED NECESSARY FOR IRRIGATION AND

ELECTRIC (AT A MINIMUM) MUST BE INSTALLED PRIOR TO THE CONSTRUCTION OF CURB,

BASE AND PAVEMENT.

2. SITE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH LIGHTING IRRIGATION

AND ELECTRICAL UTILITY REGARDING REQUIRED CONDUITS.

3. PIPE LENGTHS SHOWN ARE FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE.

4. WATER AND WASTEWATER CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT

SPECIFICATIONS.

5. ALL MANHOLES, INLETS AND CLEANOUTS SUBJECT TO VEHICULAR LOADING, INCLUDING

THOSE AREAS REQUIRING FUTURE MAINTENANCE, SHALL HAVE TRAFFIC BEARING RINGS,

COVERS, GRATES, ETC.

6. ALL STORM SEWER STUB OUTS ARE TO BE CLOSED WITH MASONRY SEAL AT THE STUB END.

7. ALL STORM WATER DRAIN PIPE JOINTS WITHIN 5 FEET OF PAVING SHALL BE WRAPPED WITH

APPROPRIATE FILTER FABRIC UNLESS OTHERWISE NOTED IN THE CONSTRUCTION

DOCUMENTS.

8. THE EXISTENCE, SIZE AND/OR LOCATION OF UTILITIES ARE NOT GUARANTEED. THE

CONTRACTOR SHALL FIELD VERIFY THE SIZE, MATERIAL, AND LOCATION OF ALL UTILITIES

PRIOR TO CONSTRUCTION.

1. THE CONTRACTOR SHALL COORDINATE ALL NOTIFICATIONS AND UTILITY LOCATION

EFFORTS WITH THE UTILITY OWNERS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.

2. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE SEEDED AND MULCHED OR SODDED

IN ACCORDANCE WITH THESE CONSTRUCTION PLANS AND PROJECT SPECIFICATIONS.

3. THE CONTRACTOR IS RESPONSIBLE FOR THE TRENCH SAFETY SYSTEM. THE TRENCH

SAFETY SYSTEM SHALL BE COMPLIANT WITH EM385-1-1.

4. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THE LAYDOWN AREA IS RESTORED TO

EXISTING OR BETTER CONDITIONS.

5. THE CONTRACTOR IS COMPLETELY RESPONSIBLE FOR THE INSTALLATION AND

MAINTENANCE OF SEDIMENT AND EROSION CONTROL MEASURES DURING CONSTRUCTION.

6. THE CONTRACTOR SHALL ADHERE TO ALL NOTES PROVIDED IN THESE CONSTRUCTION

DRAWINGS.

7. ALL CONSTRUCTION LINES & GRADES SHALL BE ESTABLISHED AND MAINTAINED BY THE

CONTRACTOR.

8. ALL EXTERIOR VEHICULAR SIGNAGE SHALL USE A MINIMUM OF TYPE III RETROREFLECTIVE

SHEETING IN ACCORDANCE WITH MUTCD AND ASTM D4956-09 REQUIREMENTS.

REMOVE TREE

REMOVE OBJECT

CONCRETE SIDEWALK

THE CONTRACTOR SHALL COMPLY WITH ALL CODES REGULATING DEMOLITION WORK. THE

CONTRACTOR SHALL ERECT BARRIERS AND WARNING LIGHTS, AS MAY BE NECESSARY OR REQUIRED

TO PROTECT AND PREVENT UNAUTHORIZED PERSONNEL FROM ENTERING THE DEMOLITION WORK

AREA. ALL DEMOLITION OPERATIONS SHALL COMPLY WITH THE REQUIREMENTS OF THE FEDERAL OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA) AND EM-385-1-1 INSOFAR AS THEY APPLY TO

DEMOLITION WORK TO BE PERFORMED UNDER THIS CONTRACT.

1. ALL THE EXISTING FACILITIES TO REMAIN SHALL BE ACCESSIBLE DURING THE ENTIRE

DURATION OF CONSTRUCTION.

2. TEMPORARY PROTECTIVE DEVICES, AS REQUIRED SHALL BE INSTALLED ADJACENT TO

THE DEMOLITION WORK FOR PROTECTION OF PERSONNEL, EXISTING ADJACENT

BUILDINGS, STRUCTURES AND EQUIPMENT AGAINST DUST, FALLING OR FLYING DEBRIS.

ANY DAMAGE TO EXISTING STRUCTURES, FACILITIES AND/OR EQUIPMENT RESULTING

FROM DEMOLITION WORK SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE

GOVERNMENT.

3. ALL DEBRIS, STUMPS AND MATERIALS GENERATED BY PROJECT DEMOLITION SHALL BE

HAULED AWAY AND DISPOSED OF BY THE CONTRACTOR. THE CONTRACTOR SHALL MAKE

HIS OWN ARRANGEMENTS FOR OBTAINING DISPOSAL AREAS. THE CONTRACTOR SHALL

TAKE EVERY PRECAUTION TO PREVENT SPILLAGE OF MATERIALS BEING HAULED IN

PUBLIC STREETS. IT SHALL BE THE CONTRACTOR RESPONSIBILITY TO IMMEDIATELY

CLEAN UP ANY SPILLAGE WHICH MAY ACCIDENTALLY OCCUR.

5. THE CONTRACTOR SHALL MAINTAIN AN ORDER OF NEATNESS AND GOOD HOUSEKEEPING.

TOOLS, SCAFFOLDING AND OTHER DEMOLITION EQUIPMENT SHALL AT ALL TIMES BE KEPT IN

A NEAT AND ORDERLY ARRANGEMENT. AT THE CONCLUSION OF THE DEMOLITION

OPERATIONS, THE ENTIRE WORK AREA SHALL BE LEFT IN A CLEAN CONDITION AS REQUIRED

FOR SUBSEQUENT NEW WORK.

6. CONTRACTOR TO SCHEDULE CLEARING AND GRADING WORK FOR CLEAR ZONES AND

UTILITY TRENCHING SUCH THAT THERE IS NOT MORE THAN 5 DAYS BETWEEN GROUND

DISTURBANCE AND SEEDING. IF THIS CRITERIA IS NOT MET, THE CONTRACTOR SHALL

PROVIDE SILT FENCING AT THE LIMITS OF DISTURBANCE.

BORING

B-3-XX

ELECTRICAL DUCTBANK

FIRE LINE

CONDENSATE LINE

FIRE HOSE LAY

GRAVEL

DEMOLISH CONCRETE

DEMOLISH GRAVEL PARKING LOT

DEMOLISH BUILDING

DEMOLISH LINEAR OBJECT

LOW IMPACT DEVELOPMENT AREA

S

C

B

UNKNOWN WATER LINE

LIMITS OF DISTURBANCE

CO

(8.52)

D

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FH

FORCE MAIN

STEAM CONDENSATE LINE

OVERHEAD COMPRESSED

AIR LINE

UNDERGROUND

COMPRESSED AIR LINE

RIVER ROCK

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WATER LINE

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ELECTRIC

SHEET V-104

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1. CONTRACTOR SHALL POUR NEW CONCRETE SIDEWALK TO THE EDGE

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1. SIDEWALK GRADING ALONG THE PARKING GARAGE IS TO MIMIC THE

EXISTING GROUND SLOPE.

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MATCH LINE - SHEET CG-1051. THIS PROJECT ONLY INVOLVES UTILIZING EXISTING GRADES ON TOP

OF RIDGE.

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Scale: Scale:

Scale: Scale: Scale:

SEE PLAN FOR WIDTH

SLOPE: 1/4 " :1'-0"

NOTE: TO BE USED WHERE ADJACENT TO CURB OR CURB AND GUTTER

CURB OR CURB AND GUTTER

AT PARKING GARAGE

BROOM FINISH

6 X 6 - W1.4 X W1.4 WWR

COMPACTED SUBGRADE

DEFINITION

The planting of perennial vegetation such as trees, shrubs, vines, grasses, or legumes on exposed areas for final permanent stabilization. Permanent perennial vegetation shall be used to achieve final stabilization..

CONDITIONS

Permanent perennial vegetation is used to provide a protective cover for exposed areas including cuts, fills, dams, and other denuded areas.

SPECIFICATIONS

Grading and Shaping

Grading and shaping may not be required where hydraulic seeding and fertilizing equipment is to be used. Vertical banks shall be sloped to enable plant establishment.

When conventional seeding and fertilizing are to be done, grade and shape where feasible and practical, so that equipment can be used safely and efficiently during seedbed preparation, seeding, mulching and maintenance of the vegetation.

oncentrations of water that will cause excessive soil erosion shall be diverted to a safe outlet. Diversions and other treatment practices shall conform with the appropriate standards and specifications.

Seedbed Preparation

Seedbed preparation may not be required where hydraulic seeding and fertilizing equipment is to be used. When conventional seeding is to be used, seedbed preparation will be done as follows:

Broadcast plantings

1. Tillage at a minimum, shall adequately loosen the soil to a depth of 4 to 6 inches; alleviate compaction; incorporate lime and fertilizer; smooth and firm the soil; allow for the proper placement of seed, sprigs, or plants; and allow for the anchoring of straw or hay mulch if a disk is to be used.

2. Tillage may be done with any suitable equipment.

3. Tillage should be done on the contour where feasible.

4. On slopes too steep for the safe operation of tillage equipment, the soil surface shall be pitted or trenched across the slope with appropriate hand tools to provide two places 6 to 8 inches apart in which seed may lodge and germinate. Hydraulic seeding may also be used.

Individual Plants

1. Where individual plants are to be set, the soil shall be prepared by excavating holes, opening furrows, or dibble planting.

2. For nursery stock plants, holes shall be large enough to accommodate roots without crowding.

3. Where pine seedlings are to be planted, subsoil under the row 36 inches deep on the contour four to six months prior to planting. Subsoiling should be done when the soil is dry, preferably in August or September.

Planting

Hydraulic Seeding

Mix the seed (innoculated if needed), fertilizer, and wood cellulose or wood pulp fiber mulch with water and apply in a slurry uniformly over the area to be treated. Apply within one hour after the mixture is made.

Conventional Seeding

Seeding will be done on a freshly prepared and firmed seedbed. For broadcast planting, use a cultipacker seeder, drill, rotary seeder, other mechanical seeder, or hand seeding to distribute the seed uniformly over the area to be treated.

Cover the seed lightly with 1/8 to 1/4 inch of soil for small seed and 1/2 to 1 inch for large seed when using a cultipacker or other suitable equipment.

No-Till Seeding Applying Mulch

No-till seeding is permissible into annual cover crops when planting is done following maturity of the cover crop or if the temporary cover stand is sparse enough to allow adequate growth of the permanent (perennial) species. No-till seeding shall be done with appropriate no-till seeding equipment. The seed must be uniformly distributed and planted at the proper depth.

Individual Plants

Shrubs, vines and sprigs may be planted with appropriate planters or hand tools. Pine trees shall be planted manually in the subsoil furrow. Each plant shall be set in a manner that will avoid crowding the roots. Nursery stock plants shall be planted at the same depth or slightly deeper than they grew at the nursery. The tips of vines and sprigs must be at or slightly above the ground surface. Where individual holes are dug, fertilizer shall be placed in the bottom of the hole, two inches of soil shall be added and the plant shall be set in the hole.

Straw or hay mulch will be spread uniformly within 24 hours after seeding and/or planting. The mulch may be spread by blower-type spreading equipment, other spreading equipment or by hand. Mulch shall be applied to cover 75% of the soil surface.

Wood cellulose or wood fiber mulch shall be applied uniformly with hydraulic seeding equipment.

Anchoring Mulch

Anchor straw or hay mulch immediately after application by one of the following methods:

1. Emulsified asphalt can be (a) sprayed uniformly onto the mulch as it is ejected from the blower machine or (b) sprayed on the mulch immediately following mulch application when straw or hay is spread by methods other than special blower equipment.

SPECIES

BAHIA

BERMUDA

CENTIPEDE

LESPEDEZA

LOVE GRASS

WEEPING

SWITCH GRASS

1. Dry straw or dry hay of good quality and free of weed seeds can be used. Dry straw shall be applied at the rate of 2 tons per acre. Dry hay shall be applied at a rate of 2 1/2 tons per acre.

2. Wood cellulose mulch or wood pulp fiber shall be used with hydraulic seeding. It shall be applied at the rate of 500 pounds per acre. Drystraw or dry hay shall be applied (at the rate indicated above) after hydraulic seeding.

3. One thousand pounds of wood cellulose or wood pulp fiber, which includes a tackifier, shall be used with hydraulic seeding on slopes 3/4:1 or steeper.

4. Sericea lespedeza hay containing mature seed shall be applied at a rate of three tons per acre.

5. Pine straw or pine bark shall be applied at a thickness of 3 inches for bedding purposes. Other suitable materials in sufficient quantity may be used where ornamentals or other ground covers are planted. This is not appropriate for seeded areas.

6. When using temporary erosion control blankets or block sod, mulch is not required.

7. Bituminous treated roving may be applied on planted areas on slopes, in ditches or dry waterways to prevent erosion. Bituminous treated roving shall be applied within 24 hours after an area has been planted. Application rates and materials must meet Georgia Department of Transportation specifications.

Wood cellulose and wood pulp fibers shall not contain germination or growth inhibiting factors. They shall be evenly dispersed when agitated in water. The fibers shall contain a dye to allow visual metering and aid in uniform application during seeding.

Mulching

Mulch is required for all permanent vegetation applications. Mulch applied to seeded areas shall achieve 75% soil cover. Select the mulching material from the following and apply as indicated:

The combination of asphalt emulsion and water shall consist of a homogeneous mixture satisfactory for spraying. The mixture shall consist of 100 gallons of grade SS-1h or CSS-1h emulsified asphalt and 100 gallons of water per ton of mulch.

Care shall be taken at all times to protect state waters, the public, adjacent property, pavements, curbs, sidewalks, and all other structures from asphalt discoloration.

2. Hay and straw mulch shall be pressed into the soil immediately after the mulch is spread. A special “packer disk”' or disk harrow with the disks set straight may be used. The disks may be smooth or serrated and should be 20 inches or more in diameter and 8 to 12 inches apart. The edges of the disks shall be dull enough to press the mulch into the ground without cutting it, leaving much of it in an erect position. Mulch shall not be plowed into the soil.

3. Synthetic tackifiers or binders approved by DOT shall be applied in conjunction with or immediately after the mulch is spread. Synthetic tackifiers shall be mixed and applied according to manufacturer's specifications. Refer to Tb - Tackifiers and Binders.

4. Rye or wheat can be included with Fall and Winter plantings to stabilize the mulch. They shall be applied at a rate of one-quarter to one half bushel per acre.

5. Plastic mesh or netting with mesh no larger than one inch by one inch may be needed to anchor straw or hay mulch on unstable soils and concentrated flow areas. These materials shall be installed and anchored according to manufacturer's specifications.

Irrigation

Irrigation shall be applied at a rate that will not cause runoff.

SEEDING RATES FOR

PERMANENT SEEDING

RATE Per 1,000 sq.ft.

1.4 POUNDS

BLOCK SOD

0.2 POUND

ONLY

1.7 POUNDS

0.1 POUND

0.9 POUND

RATE Per Acre *

60 LBS.

10 LBS.

BLOCK SOD

ONLY

75 LBS.

4 LBS.

40 LBS.

PLANTING

DATES **

1/1-12/31

2/15-7/1

4/1-7/1

1/1-12/31

2/1-6/15

3/15-6/1

* Unusual site conditions may require heavier seeding rates ** Seeding dates may need to be altered to fit temperature variations and conditions.

-P,C

C

DEFINITION

The establishment of temporary vegetative cover with fast growing seedings for seasonal protection on disturbed or denuded areas.

CONDITIONS

Temporary grassing, instead of mulch, can be applied to rough graded areas that will be exposed for less than six months. Temporary vegetative measures should be coordinated with permanent measures to assure economical and effective stabilization. Most types of temporary vegetation are ideal to use as companion crops until the permanent vegetation is established.

eeded.

SEEDING RATES FOR

TEMPORARY SEEDING

SPECIES

RATE Per

1,000 sq.ft.

Rye

Ryegrass

Annual Lespedeza

Weeping Lovegrass

Sudangrass

Browntop Millet

Wheat

3.9 pounds

0.9 pound

0.1 pound

0.9 pound

1.4 pounds

0.9 pound

4.1 pounds

RATE Per Acre *

3 bu.

40 lbs.

60 lbs.

4 lbs.

40 lbs.

40 lbs.

3 bu.

PLANTING

DATES **

9/1-3/1

8/15-4/1

1/15-3/15

2/15-6/15

Seeding

3/1-8/1

4/1-7/15

9/15-2/1

* Unusual site conditions may require heavier seeding rates ** Seeding dates may need to be altered to fit temperture variations and conditions.

Temporary vegetation can, in most cases, be established without the use of mulch. Mulch without seeding should be considered for short term protection.

Refer to Ds1 - Disturbed Area Stabilization (With Mulching Only).

Irrigation

During times of drought, water shall be applied at a rate not causing runoff and erosion. The soil shall be thoroughly wetted to a depth that will insure germination of the seed. Subsequent applications should be made when needed.

Select a grass or grass-legume mixture suitable to the area and season of the year. Seed shall be applied uniformly by hand, cyclone seeder, drill, cultipacker seeder, or hydraulic seeder (slurry including seed and fertilizer). Drill or cultipacker seeders should normally place seed one-quarter to one-half inch deep. Appropriate depth of planting is ten times the seed diameter. Soil should be “raked” lightly to cover seed with soil if seeded by hand.

Mulching

Grading and Shaping

Excessive water run-off shall be reduced by properly designed and installed erosion control practices such as closed drains, ditches, dikes, diversions, sediment barriers and others.

No shaping or grading is required if slopes can be stabilized by hand-seeded vegetation or if hydraulic seeding equipment is to be used.

Seedbed Preparation

When a hydraulic seeder is used, seedbed preparation is not required. When using conventional or handseeding, seedbed preparation is not required if the soil material is loose and not sealed by rainfall.

When soil has been sealed by rainfall or consists of smooth cut slopes, the soil shall be pitted, trenched or otherwise scarified to provide a place for seed to lodge and germinate.

Lime and Fertilizer

Agricultural lime is required unless soil tests indicate otherwise. Apply agricultural lime at a rate of one ton per acre. Graded areas require lime application. Soils can be tested to determine if fertilizer is needed. On reasonably fertile soils or soil material, fertilizer is not required. For soils with very low fertility, 500 to 700 pounds of 10-10-10 fertilizer or the equivalent per acre (12-16 lbs./1,000 sq. ft.) shall be applied. Fertilizer should be applied before land preparation and incorporated with a disk, ripper or chisel.

3' MIN.

12" MIN.

18" MIN.

1.5' MAX.

3' MAX. 3' MAX.

SILT FENCE - TYPE NON-SENSITIVE

SIDE VIEW

FLOW

18" MIN.

30" MIN.

6"

2"

6' MAX. O.C.

FABRIC

TRENCH

6"

18" MIN.

30" MIN.

FRONT VIEW

NOTES:

1. USE STEEL OR WOOD POSTS OR AS SPECIFIED BY THE EROSION, SEDIMENTATION,

AND POLLUTION CONTROL PLAN.

2. HEIGHT (*) IS TO BE SHOWN ON THE EROSION, SEDIMENTATION, AND POLLUTION

CONTROL PLAN.

Scale:

S

2'-0" MIN, TYP.

32-0003

SEE SHEET

GUARDRAIL, TYP.

BOTTOM OF CURB INTERIOR

SLAB FINISHED GRADE =

TOP OF WALL =

EL. 1009.50

LEVEL AT

TOP OF CURB

MICHAEL BAKER INTERNATIONAL

(770) 263-9118

PEACHTREE CORNERS, GEORGIA 30092

3930 E JONES BRIDGE RD, SUITE 220

47'-1½" = TOTAL LENGTH OF WALL

UNDERCUT DETAILS

32-0004 FOR

WALL, SEE SHEET

UNDERCUT BELOW

STA 1+00 STA 1+25

TOP OF FOOTING

S 53°-39'-58.7" E

BOTTOM OF FOOTING

EL. 1009.00

EXTERIOR LEVEL AT

BOTTOM OF CURB

SCALE: ¼" = 1'-0" (UNLESS OTHERWISE NOTED)

N.

EXISTING GUARDRAIL

FOR MORE INFORMATION

SEE SHEET CG-102SEWER BELOW,

EXISTING 8" DIA. DIP SANITARY

ON INVERT

FOR MORE INFORMATION

SEE SHEET CG-102

SEWER MAN HOLE,

EXISTING SANITARY

FOR MORE DETAILS

CIVIL SITE PLANS

SEESIDEWALK,

5'-0" PROPOSED

ELEVATION

17.50' RT

STA 1+15.00

FRONT FACE OF WALL

S T

A

.0

.5

R

T

F R

O N

T F

A C

E O

F W

A L

L

S T

A

.0

.5

R

T

B E

G

IN

W A

L L

S T

A

.0

.5

R

T

E N

D W

A L

L

PLAN

S T

A

.0

.5

R

T

F R

O N

T F

A C

E O

F W

A L

L

S T

A

.0

.5

R

T

B E

G

IN

W A

L L

S T

A

.0

,2

.5

R

T

E N

D W

A L

L

E L

.8

E L

.0

E L

.8

E L

.8

E L

.8

E L

.8

2.50' RT

STA 1+00.00

BEGIN WALL

2.50' RT

STA 1+30.00

END WALL

BUILT BACK

FINISHED GRADE TO BE

FRONT FACE OF WALL =

EXISTING GROUNDLINE AT

NOTES:

8.

7.

6.

5.

4.

3.

** 2.

* 1.

BRIDGE PLAZA. SEE GENERAL NOTES FOR DETAILS.

CULTURED STONE FACING FOR PEDESTRIAN

CULTURED STONE FACING SHALL MATCH EXISTING

IN PRICE BID FOR `LUMP - BRICK MASONRY."

COST FOR CULTURED STONE WILL BE INCLUDED

SEE DRAWING 32-0004 FOR UNDERCUT DETAILS.

SEE DRAWING 32-0003 FOR SLAB SECTIONS.

SEE DRAWING 32-0002 FOR WALL SECTIONS.

c SIDEWALK.

STATIONS AND OFFSETS ARE MEASURED ALONG

ELEVATIONS MEASURED AT BOTTOM OF FOOTING.

INTERIOR FACE OF CURB.

ELEVATIONS MEASURED AT TOP OF WALL AT

NOTES FOR DETAILS.

FOR PEDESTRIAN BRIDGE PLAZA. SEE GENERAL

GUARDRAIL SHALL MATCH EXISTING GUARDRAIL

BID FOR `LF - HANDRAIL SPECIAL DESIGN."

COST FOR GUARDRAIL WILL BE INCLUDED IN PRICE

WALL DESIGN DATA

SHEET 32-0003

SEE SLAB DETAILS

AT FRONT FACE OF WALL

15'-0" RADIUS MEASURED

FOR MORE DETAILS

SEE CIVIL SITE PLANS

EXISTING SIDEWALK,

CONCRETE WALL

EXISTING

FOR MORE DETAILS

CIVIL SITE PLANS

SEEc SIDEWALK, DESIGNED

DRAWN DESIGN GROUP

CHECKED REVIEWED

APPROVED

R E

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SHEET

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WALL PLAN AND ELEVATION

PEACHTREE CORNERS OVERLOOK

CITY OF PEACHTREE CORNERS

JUNE 2026

KFD

LHO

32-0001

TOE OF FTG.

HEEL OF FTG.

FOR MORE INFORMATION

SEE SHEET CG-102SEWER,

EXISTING 8" DIA. DIP SANITARY

BAR BENDING DETAILS ---------------------------------------- GA. STD. 3901 (8-69)

UNIT WEIGHT --------------------------------------------------------- 120 PCF

ANGLE OF INTERNAL FRICTION ---------------------------------------------- 30°

COHESION -------------------------------------------------------------- 0 PSF

ENGINEERED FILL:

UNIT WEIGHT ---------------------------------------------------------- 50 PCF

ANGLE OF INTERNAL FRICTION ---------------------------------------------- 36°

COHESION -------------------------------------------------------------- 0 PSF

LIGHTWEIGHT BACKFILL:

MAXIMUM ALLOWABLE BEARING PRESSURE ------------------------------------ 2,300 PSF

REINFORCEMENT STEEL ------------------------------------ GRADE 60, o = 60,000 PSI

CONCRETE ------------------------------------------------- CLASS A, y = 3,000 PSI

SPECIFICATIONS ------------------------------------- IBC WITH GA AMENDMENTS, 2024

SUMMARY OF QUANTITIES

608-1010 LUMP LS BRICK MASONRY

515-2050 46 LF HANDRAIL SPECIAL DESIGN

511-1000 4067 LB BAR REINF STEEL

500-3107 32 CY CLASS A CONCRETE, RETAINING WALL

455-1000 97 SY FILTER FABRIC FOR EMBANKMENT STABILIZATION

441-0106 35 SY CONC SIDEWALK, 6 IN

210-0250 370 CY UNDERCUT EXCAVATION

208-0300 268 CY LIGHTWEIGHT EMBANKMENT

208-0100 114 CY IN PLACE EMBANKMENT

NUMBER QUANTITY UNIT PAY ITEM

PAY ITEM

0.2% SLOPE

EXISTING UTILITIES

PROPOSED WALL.

A NEW OUTFALL LOCATION ALONG THE EXISTING SLOPE OUTSIDE THE FOOTPRINT OF THE

THE OUTFALL IS WITHIN THE EXCAVATION AREA. THE EXISTING CPP SHALL BE EXTENDED TO

THE OUTFALL FOR THIS DRAINAGE PIPE WAS UNABLE TO BE LOCATED, BUT IT IS LIKELY

12" DRAIN INLET WITH BURIED 4" CPP APPROXIMATELY 28 FT NORTHEAST OF WALL.

CONTRACTOR IS TO FIELD LOCATE PIPE PRIOR TO EXCAVATION.

BURIED 8" DIP SANITARY SEWER LOCATED APPROXIMATELY 12 FT UNDER WALL FOUNDATION.

SHEET 32-0003

SEE GUARDRAIL DETAILS

A

A

MORE DETAILS

SEE CIVIL SITE PLANS FOR

10'-0" PROPOSED SIDEWALK,

OVERLOOK SLAB

SIDEWALK = BEGIN

END PROPOSED

(AS NECESSARY, TYP.)

TEMPORARY SHORING

SHOWN IN PLAN VIEW FOR CLARITY.

NOTE: EXTERIOR FACE OF CURB NOT

APPROVAL

SEALED UPON

SIGNED AND

PLANS TO BE

(770) 263-9118

PEACHTREE CORNERS, GEORGIA 30092

3930 E JONES BRIDGE RD, SUITE 220

3"

1'-6" 1

⅜

4"

CLR.

3" MIN.

DESIGNED

DRAWN DESIGN GROUP

CHECKED REVIEWED

APPROVED

R E

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WALL SECTIONS AND DETAILS

32-0002

TRANSVERSE FOOTING REINFORCEMENT DETAILS

9" R MAX SPACING

23-3⅞" TO 48'-1 1¾"

LENGTH VARIES

1 2-401 BARS

AT 12" MAX SPACING

PLACED RADIALLY

50-501 BARS

SCALE: ¼" = 1'-0"

GENERAL NOTES

- GEORGIA STANDARD SPECIFICATIONS, 2021 EDITION, AND 2024

SUPPLEMENTAL SPECIFICATIONS AS MODIFIED BY CONTRACT DOCUMENTS.

STEEL - PLACE AND TIE ALL REINFORCING STEEL IN ACCORDANCE WITH THE

DOT SPECIFICATIONS. DO NOT WELD REINFORCING STEEL. MAINTAIN 3

INCH MINIMUM CLEARANCE ON ALL REINFORCEMENT UNLESS OTHERWISE NOTED.

BACKFILL - PLACE BACKFILL ON FRONT FACE SIDE OF WALL BEFORE BACKFILLING BACK

GEORGIA

REINFORCING

SPECIFICATIONS

FACE OF WALL WITH LIGHTWEIGHT FILL.

STONE FACING - WALL FACING SHALL BE CULTURED STONE, STYLE COUNTRY LEDGESTONE

IN COLOR CHARDONNAY. COST FOR CULTURED STONE WILL BE INCLUDED IN PRICE BID

FOR `LUMP - BRICK MASONRY." CULTURED STONE FACING SHALL MATCH EXISTING

CULTURED STONE FACING FOR PEDESTRIAN BRIDGE PLAZA.

EXISTING GUARDRAIL IN PEDESTRIAN BRIDGE PLAZA AND SHALL MATCH COLOR BLACK

GUARDRAIL - GUARDRAIL ON TOP OF CURVED RETAINING WALL SHALL MATCH STYLE OF

LONGITUDINAL FOOTING REINFORCEMENT DETAILS

SCALE: ¼" = 1'-0"

OF EXISTING GUARDRAIL TROUGHOUT TOWN CENTER TRAIL. COST FOR GUARDRAIL WILL

BE INCLUDED IN PRICE BID FOR `LF - HANDRAIL SPECIAL DESIGN."

NOTES:

3.

2.

1.

SEE SHEET 32-0003 FOR STONE FACING ANCHOR DETAIL.

R DENOTES A RADIAL DIMENSION.

WILL BE A FIXED 6" DEPTH FROM LEVEL TOP OF CURB.

STONE FACING CAP EXTENDING FROM VARIABLE CURB

1½"

SHEAR KEY DETAIL

NO SCALE

BEHIND WALL

FINISHED GRADE

8 IN FRONT

FINISHED GRADE

BE PLACED AT EACH WEEPHOLE

CONTAINED IN A BURLAP BAG TO

1 CU. FT. NO. 89 OR 789 STONE

FEET PER DAY.

PERMEABILITY EQUAL TO 100 TO 500

AGGREGATE WITH A COEFFICIENT OF

DOT SPECIFICATIONS, OR OTHER

SUB-SECTION 801.02 OF THE GEORGIA

SAND MEETING REQUIREMENTS OF

CONSISTING OF NO. 10 CONCRETE

AGGREGATE UNDERDRAIN MATERIAL

CONTINUOUS BLANKET OF FINE

DRAINAGE DETAIL

NO. 8 MESH SCREEN

3"

SHEET 32-0003

SEE GUARDRAIL DETAILS

FULL LENGTH OF WALL

STARTING AT CENTER OF WALL,

4" I.D. WEEPHOLES 8'-0" O.C.

LOCATION

NO.

OF

LOC.

MARK

LENGTH

FT. IN.

NO.

BARS

REQ'D.

T Y P E

AG

B

FT. IN.

C

FT. IN.

D

FT. IN.

E

FT. IN.

F

FT. IN.

H

FT. IN.

J

FT. IN.

K

FT. IN.

N h

RETAINING WALL 1

400A 44- 3 17 12 14- 3

400B 45-10 17 12 14- 9

500 12- 7 118 3 12- 1 0- 6

501 8- 2 100 1

401 VARIES 24 12 VARIES

402 47- 3 1 12 15- 1

403 1- 5 33 3 0-11 0- 6

8'-8" R

6'-8" R

1'-0" R 1'-0" R

WALL REINFORCEMENT DETAILS

SECTION A-A

9" MAX, E.F.

12-401 AT

12" MAX, E.F.

50-501 BARS AT

1'-0"

10"

1'-4" R

SHEET 32-0003

SEE GUARDRAIL DETAILS

SEE DETAIL A

OF WALL AT 9" MAX

17-400A AT BACK FACE

OF WALL AT 9" MAX

17-400B AT FRONT FACE

IN FRONT

FINISHED GRADE

59-500 BARS AT 9½" MAX, E.F.

SEE SHEAR KEY DETAIL

REQ'D CONST. JT.

SEE GENERAL NOTES

CULTURED STONE FACING,

SEE STONE FACING CAP DETAIL

FOR STONE FACING CAP

MIN. 2" CLR. 3 SIDES

6" , SEE NOTE 1

1-402 BAR

AT 18" MAX

33-403 BARS

STONE FACING CAP DETAIL

* ¾" CHAMFER

" = 1'-0"2

" (MAX) AT WALL ENDS16

6" (MIN) AT WALL MIDPOINT

INTERIOR CURB HEIGHT VARIES

AND SLOPE OF SLAB,

DUE TO CURVATURE OF WALL

TEMPORARY SHORING - PROVIDE TEMPORARY SHORING AS NECESSARY FOR WALL

CONSTRUCTION.

WELDING - ALL WELDING ON GEORGIA DOT PROJECTS SHALL BE PERFORMED BY GDOT

CERTIFIED WELDERS THAT HAVE IN THEIR POSSESSION A CURRENT WELDING

CERTIFICATION CARD ISSUED BY THE OFFICE OF MATERIALS AND TESTING. USE ONLY

E70XX (EXCLUDING E7014 AND E7024) LOW HYDROGEN ELECTRODES FOR MANUAL

SHIELDED METAL ARC WELDING.

INCIDENTAL ITEMS - INCLUDE THE COST INCIDENTAL TO THE WORK THAT IS NOT

SPECIFICALLY COVERED BY THE GEORGIA STANDARD SPECIFICATIONS, SUPPLEMENTAL

SPECIFICATIONS AND/OR SPECIAL PROVISIONS IN THE OVERALL BID SUBMITTED.

THIS INCLUDES THE COST OF WATERPROOFING, JOINT FILLERS AND OTHER

INCIDENTAL ITEMS NECESSARY TO COMPLETE THE WORK.

1'-0" R

CURVED RETAINING WALL

FRONT FACE OF

SCALE: ½" = 1'-0" (UNLESS OTHERWISE NOTED)

APPROVAL

SEALED UPON

SIGNED AND

PLANS TO BE

SLAB

WALL

CURB

JOINT FILLER

1½" PREFORMED

DETAIL A

NO SCALE

PEACHTREE CORNERS, GEORGIA 30092

3930 E JONES BRIDGE RD, SUITE 220

3'-0" 5'-9" p 5'-1 1" p

9'-0" 10'-0" 9'-0"

28'-0"

R

3'-0"6'-0"5'-1 1" p 5'-1 1" p 5'-1 1" p 5'-9" p

5'-0" MAX SPACING

4" MAX

2⅜"

L

3" MIN. 3" MIN.

14'-0" R

6"

REINFORCED SLAB **

6" WELDED WIRE

1.0% SLOPE

GROUT AFTER POST IS INSTALLED.

WITH NON-SHRINK PORTLAND CEMENT

EMBED 3" DIA. X 4" MIN. SLEEVE. FILL

4 X 4-W2.0 X W2.0 WELDED WIRE FABRIC

6 X 6-W2.9 X W2.9 WELDED WIRE FABRIC OR

SEE DETAIL B

DESIGNED

DRAWN DESIGN GROUP

CHECKED REVIEWED

APPROVED

R E

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SHEET

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WALL SECTIONS AND DETAILS

32-0003

REINFORCEMENT DETAILS

SECTION THRU SLAB

BEHIND WALL

FINISHED GRADE

SEE GUARDRAIL DETAILS

SHEET 32-0002

SEE GENERAL NOTES ON

CULTURED STONE FACING,

RETAINING WALL

BACK FACE CURVED

PROPOSED SIDEWALK

2" CLR.

RECOMMENDED FACING SUPPORT ANGLE LAYOUT

NO SCALE

TYP.

SUPPORT ANGLE,

6'-0" FACING

* * , TYP.

GENERAL NOTES ON SHEET 32-0002

CULTURED STONE FACING, SEE

RETAINING WALL

FRONT FACE OF CURVED

ANGLES SPACED ALONG

c OF FACING SUPPORT

FRONT FACE OF WALL

FINISHED GRADE AT

NOTES:

13.

12.

1 1.

10.

9.

8.

* * * 7.

* * 6.

* 5.

** 4.

* 3.

2.

1.

R DENOTES A RADIAL DIMENSION.

LAYOUT FOR APPROVAL BY THE ENGINEER.

THE CONTRACTOR MAY SUBMIT A PROPOSED FACING SUPPORT ANGLE

IN LIEU OF THE ABOVE RECOMMENDED FACING SUPPORT ANGLE LAYOUT,

DETAILS.

GUARDRAIL FOR PEDESTRIAN BRIDGE PLAZA. SEE GENERAL NOTES FOR

`LF - HANDRAIL SPECIAL DESIGN." GUARDRAIL SHALL MATCH EXISTING

COST FOR GUARDRAIL WILL BE INCLUDED IN PRICE BID FOR

GENERAL NOTES FOR DETAILS.

CULTURED STONE FACING FOR PEDESTRIAN BRIDGE PLAZA. SEE

`LUMP - BRICK MASONRY." CULTURED STONE FACING SHALL MATCH EXISTING

COST FOR CULTURED STONE WILL BE INCLUDED IN PRICE BID FOR

BID FOR `LUMP - BRICK MASONRY."

INCLUDE COST FOR FACING SUPPORT ANGLE AND BOLTS IN THE PRICE

GALVANIZED PER ASTM A153.

FACING SUPPORT ANGLE, BOLTS, WASHERS, AND NUTS SHALL BE

SHALL BE CAST WITH WALL. POST-INSTALLED ANCHORS PROHIBITED.

PER ANGLE SEGMENT. BOLTS SHALL BE EMBEDDED 6" INTO WALL. BOLTS

AND SPACED AT A MAXIMUM OF 6'-0" WITH A MINIMUM OF TWO BOLTS

BOLT HOLES THROUGH FACING SUPPORT ANGLES SHALL BE �" DIAMETER

8" MINIMUM INTO ENGINEERED FILL.

RADIUS WALL FACE AS TO ALLOW STONE FACING TO BE EMBEDDED

FACING SUPPORT ANGLES SHALL BE INSTALLED LEVEL ALONG 15'-0"

GUARDRAIL, PL ⅛X3 END CAPS SHALL BE INSTALLED.

CURB TO PROPSED SIDEWALK. AT ENDS OF CONTINOUS SECTIONS OF

GUARDRAIL SHALL BE INSTALLED CONTINUOUSLY ACROSS RETAINING WALL

REINFORCEMENT MANUFACTUERS.

SEE GDOT QPL#55 FOR LIST OF APPROVED STEEL WELDED WIRE

ON CONCRETE SIDEWALKS FOR MORE INFORMATION ON 6" CONCRETE SLAB.

`SY - CONC SIDEWALK, 6 IN." SEE GDOT STANDARD SPECIFICATION 441

6" WELDED WIRE REINFORCED SLAB SHALL BE PAID FOR AS

ALL GUARDRAIL MEMBERS ARE 6061-T6 ALUMINUM ASTM B221.

INSTALLATION OF GUARDRAIL POSTS.

CONTRACTOR SHALL FOLLOW MANUFACTURER INSTALLATION GUIDELINES FOR

RADIUS.

ALL EDGES OF CONTRACTION JOINTS IN SLAB SHALL BE ROUNDED TO 1/4"

(M

IN

SLAB JOINT DETAIL

R

AT OUTER RADIUS

TYP. BETWEEN JOINTS

7'-3�" (ARC),

INNER RADIUS

BETWEEN JOINTS AT

2'-7�" (ARC), TYP.

NO SCALE

JOINTS, TYP.

CONTRACTION

PROPOSED SIDEWALK

OVERLOOK SLAB AND

JOINT BETWEEN

RETAINING WALL

FACE ON TOP OF

JOINT AT CURB

ANGLE (L 6X3-1/2X1/2)

GR 50 FACING SUPPORT

STONE FACING ANCHOR DETAIL

NO SCALE

ON SHEET 32-0002

SEE GENERAL NOTES

CULTURED STONE FACING,

EMBEDMENT * *

8" (MIN.)

RETAINING WALL

c CURVED

PLATE WASHER EACH END.

HEX NUT AND 3" X 3" X �"

ASTM A-572 GR 50 WITH ASR

* * * c THREADED BOLT, ¾" DIA., IN FRONT

FINISHED GRADE

SIDEWALK

PROPOSED

SLAB

JOINT FILLER

1½" PREFORMED

DETAIL B

NO SCALE

GAURDRAIL ELEVATION

TOP RAIL

* RADIUSED

PICKET, TYP.

¾" SQUARE

TUBE, TYP.

2" SQUARE

TYP.

POST SEAT,

TYP.

STD FLANGE,

WALL

SIDEWALK

PROPOSED

HOLES PER ANGLE * * *

�" DIA. BOLT

MINIMUM OF 2

FACING SUPPORT ANGLE BOLT HOLE LAYOUT

NO SCALE

SCALE: ¾" = 1'-0" (UNLESS OTHERWISE NOTED)

AFTER POST IS INSTALLED.

PORTLAND CEMENT GROUT

SLEEVE. FILL WITH NON-SHRINK

EMBED 3" DIA. X 4" MIN.

GAURDRAIL SECTION

* HSS 4X3X⅛ RADIUSED TOP RAIL

EXTERIOR CURB CONSTANT 6"

6" SLAB

* HSS 2X2X⅛ BOTTOM RAIL, TYP.

* ¾" SQUARE SB ¾ PICKET, TYP.

GLAZING TUBE, TYP.

* 2" SQUARE HSS 2X2X⅛

ENDS OF WALL.

7�" (MAX) AT

MIDPOINT OF WALL

6" (MIN.) AT

HEIGHT VARIES,

*** INTERIOR CURB

APPROVAL

SEALED UPON

PEACHTREE CORNERS, GEORGIA 30092

3930 E JONES BRIDGE RD, SUITE 220

2'-0"

DESIGNED

DRAWN DESIGN GROUP

CHECKED REVIEWED

APPROVED

R E

V

IS

IO

N

S D

A T

E

DRAWING NO.

SHEET

B Y

1 INCH WHEN PRINTED FULL SIZE 207359_Details.dgnLaila.OClaire 6/4/2026 5:49:28 PM

UNDERCUT DETAILS

32-0004

SECTION B-B

GROUND LINE

EXISTING

BACKFILL

SLOPE LIGHTWEIGHT

FILTER FABRIC

1.2

ENGINEERED FILL

13'-0"

2'-0" MIN. AT EDGE OF TOE

8.

7.

6.

5.

4.

3.

2.

1.

R DENOTES A RADIAL DIMENSION.

SEE SHEET 32-0003 FOR STONE FACING ANCHOR DETAIL.

ON PIPE.

EXCAVATION. SEE SHEETS 32-0001 AND CG-102 FOR MORE INFORMATION

CONTRACTOR IS TO FIELD LOCATE EXISTING 8" DIAMETER DIP PRIOR TO

REPORT FOR ADDITIONAL INFORMATION.

ELEVATION 994.00, LEVEL. SEE UNDERCUT DETAILS AND GEOTECHNICAL

UNDERCUT WALL FOUNDATION BY BENCHING INTO EXISTING SLOPE AT

ADDITIONAL LOAD TO EXISTING SOIL NAILS BELOW, CONTRACTOR SHALL

IN ORDER TO MITIGATE AND MINIMIZE ANY POTENTIAL IMPACTS OR

EXCAVATION.

PLAN VIEW OF UNDERCUT TO SHOW LIMITS OF UNDERCUT

OF WALL AT MIDPOINT.

SECTION B-B UNDERCUT TAKEN AT 13'-0" TANGENT FROM FRONT FACE

ENGINEERED FILL SHALL BE BUILT BACK TO EXISTING SLOPE.

EXCAVATION TO EXTEND TO 2'-0" OUTSIDE THE WALL PERIMETER.

NOTES:

END OF LIGHTWEIGHT FILL

EXISTING GROUND LINE =

END OF SLOPE =

EXISTING GROUND LINE

BEGIN ENGINEERED FILL =

AT MIDPOINT

FRONT FACE OF WALL

TOE OF FTG.

B

B

C C

HEEL OF FTG.

PLAN VIEW

NO SCALE

FOR MORE DETAILS

SEE CIVIL SITE PLANS

EXISTING SIDEWALK,

FOR MORE DETAILS

SEE CIVIL SITE PLANS

PROPOSED SIDEWALK,

8" (MIN.) EMBEDDMENT

EL. 994.00, LEVEL

SHEET 32-0002

SEE GENERAL NOTES ON

CULTURED STONE FACING,

SHEET 32-0003

SEE GUARDRAIL DETAILS

(TAKEN AT MIDPOINT OF WALL)

BACKFILL

LEVEL LIGHTWEIGHT

12'-0"

BEGIN SLOPE

2'-0" R 2'-0" R

13'-0" R

SECTION C-C

GROUND LINE

EXISTING

ENGINEERED FILL

BACKFILL

SLOPED LIGHTWEIGHT

FILTER FABRIC

8" (MIN.) EMBEDDMENT

EL. 996.40

SHEET 32-0003

SEE GUARDRAIL DETAILS

SHEET 32-0002

SEE GENERAL NOTES ON

CULTURED STONE FACING,

(TAKEN AT ENDS OF WALL)

EDGE OF EXISTING SIDEWALK

EL. 994.00

FILL LEGEND

ENGINEERED FILL

LEVEL LIGHTWEIGHT BACKFILL

SLOPED LIGHTWEGHT BACKFILL

(AS NECESSARY, TYP.)

TEMPORARY SHORING

2.25

SHOWN IN PLAN VIEW FOR CLARITY.

NOTE: EXTERIOR FACE OF CURB NOT

SCALE: ⅜" = 1'-0" (UNLESS OTHERWISE NOTED)

APPROVAL

SEALED UPON

PROJECT:

SUBJECT: 207359

TASK:

CALC. BY: DATE:

CHK. BY: DATE:

LANDSCAPE

TASK

Calculate total cost per engineer's quantities for Peachtree Corners Overlook project.

No. Abbrev. Title

1 IMS

2 UCG

CALCULATIONS

Unit

CY

CY

LS

SY

CY

LF

LF

United Consulting Geotechnical Services Proposal

7 CLASS A CONCRETE $1,150.00 $8,050.00

LUMP $49,094.92

$2,250.00$18.00UNCLASS EXCAV125

REFERENCES

GDOT Pay Item No.

Peachtree Corners Overlook

3930 E Jones Br. Road, Suite 220

6/4/2026 Peachtree Corners, GA 30092

Engineer's Cost Estimate

Project Cost Estimate

LHO

KFD

PROJECT NO:

6/4/2026

441-0104 579 CONC SIDEWALK, 4 IN $48.00 $27,792.00

515-1002 60 FERROUS METAL HANDRAIL, TWO PIPE $130.00

Georgia DOT Item Mean Summary, 2021 Specifications, 2024-2026

Unit Cost Cost Per Pay ItemQuanitity Description

205-0001

$7,800.00

500-3101

210-0100 LUMP GRADING COMPLETE - PTC TOWN CENTER PATH

IN PLACE EMBANKMENT $14.45 $6,199.05

Civil Site

515-2050 255 HANDRAIL SPECIAL DESIGN $382.19 $97,458.45

208-0100 429

207359_Eng_Cost_Estimate.xlsm 1 of 2

PROJECT:

SUBJECT: 207359

TASK:

CALC. BY: DATE:

CHK. BY: DATE:

LANDSCAPE

Peachtree Corners Overlook

3930 E Jones Br. Road, Suite 220

6/4/2026 Peachtree Corners, GA 30092

Engineer's Cost Estimate

Project Cost Estimate

LHO

KFD

PROJECT NO:

6/4/2026

Unit

CY

CY

CY

SY

SY

CY

LB

LF

LS

15%

UCG Task 1 (drilling, incinometer installation, letter report) : Lump Sum Cost =

UCG Task 2 (daily inclinometer manual readings and plots) : Unit Cost = 500 # of trips = 15 Total Cost =

Total Project Cost = $358,129.61

$19.96 $7,385.20

$67.08

Contingency:

268 LIGHTWEIGHT EMBANKEMENT

208-0100 114 IN PLACE EMBANKMENT

210-0250 370 UNDERCUT EXCAVATION

$14.45 $1,647.30

$90.00 $24,120.00208-0300

441-0106 35 CONC SIDEWALK, 6 IN $2,347.80

511-1000 4067 BAR REINF STEEL

$6.81 $660.57

$1,145.40 $36,652.80

$1.44 $5,856.48

455-1000 97 FILTER FABRIC FOR EMBANKEMENT STABILIZATION

500-3107 32 CLASS A CONCRETE, RETAINING WALL

515-2050 46 HANDRAIL SPECIAL DESIGN $382.19 $17,580.74

608-1000 LUMP BRICK MASONRY LUMP $5,000.00

Geotechnical Monitoring

Estimate is meant to encompass primary civil site and structural costs.

Contractor mobilization, clearing and grubbing, and other miscellaneous contractor items not included in estimate.

Note:

$5,750.00

$7,500.00

Structures

GDOT Pay Item No. Quanitity Description Unit Cost Cost Per Pay Item

$344,879.61Sub-Total Project Cost =

207359_Eng_Cost_Estimate.xlsm 2 of 2