Copyright © 2021 by Pond & Company. All rights reserved. No copying or duplication of these documents is allowed without the expressed written agreement of Pond & Company.

1 2

D

SHEET NUMBER

SUBMITTED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

SHEET TITLE

DRAWING ISSUE

EOR/AOR SEAL

CLIENT INFORMATION

3500 Parkway Lane Suite 500

Peachtree Corners Georgia 30092

ORIGINAL SHEET SIZE:

24" X 36"

PROJECT NAME

CONSULTANT

3 4 5

C

B

A

CITY OF JOHNS CREEK

/8

/2

:3

:0

A M

C R e v it L o c a l\

\1

A u tr e y M ill L it to n B

.r v t

PROJECT SUBMITTAL STAGE

G-001

COVER

SHEET

RTJ

RTJ

MBL

MBD

7/8/2021

PROJECT # - 1210185

AUTREY MILL

PARK

RESTROOM

FACILITY

9770 AUTREY MILL

ROAD, JOHNS

CREEK, GA 30022

SHEET INDEX

SHEET

NUMBER SHEET NAME

GENERAL

G-001 COVER SHEET

G-101 LIFE SAFETY PLAN & BUILDING CODE

SUMMARY

CIVIL

CD-101 DEMOLITION PLAN

CS-101 CIVIL SITEPLAN

CG-001 CIVIL GRADING PLAN

C-501 CONSTRUCTION DETAILS

C-502 CONSTRUCTION DETAILS

C-503 CONSTRUCTION DETAILS

STRUCTURAL

S001 GENERAL NOTES

S101 FOUNDATION PLAN

S201 TYPICAL FOUNDATION DETAILS

S202 TYPICAL FOUNDATION DETAILS

S301 TYPICAL MASONRY DETAILS

ARCHITECTURAL

A-001 GENERAL NOTES, SYMBOLS, AND

MATERIALS

A-101 FLOOR PLAN

A-201 EXTERIOR ELEVATIONS

A-202 INTERIOR ELEVATIONS

A-301 BUILDING SECTIONS

A-501 ARCHITECTURAL DETAILS & DOOR

SCHEDULE

A-571 ADA MOUNTING HEIGHTS & DETAILS

A-701 SPECIFICATIONS

A-702 SPECIFICATIONS

A-703 SPECIFICATIONS

A-704 SPECIFICATIONS

PLUMBING

P0-01 LEGEND, NOTES, DETAILS & SCHEDULES

P0-02 SPECIFICATIONS

P1-01 FLOOR PLANS

MECHANICAL

M-001 NOTES, LEGEND, & SCHEDULES

M-101 MECHANICAL PLAN

ELECTRICAL

E-000 NOTES, DETAILS, AND LEGEND

E-100 ELECTRICAL PLANS

E-200 SPECIFICATIONS

AUTREY MILL PARK RESTROOM FACILITY

9770 AUTREY MILL ROAD

JOHNS CREEK, GA 30022

OWNER

CITY OF JOHNS CREEK

CONTACT: ERICA MADSEN

11360 LASKEFIELD DRIVE, JOHNS CREEK, GA

30097

PHONE: 678-512-3264

EMAIL: ERICA.MADSEN@JOHNSCREEKGA.GOV

PROJECT MANAGER

POND & COMPANY

CONTACT: MITCHELL DAVIS

3500 PARKWAY LANE, SUITE 500

PEACHTREE CORNERS, GA 30092

PHONE: 404-748-4926

EMAIL: DAVISM@PONDCO.COM

ARCHITECTURE

POND & COMPANY

CONTACT: RYAN JENNINGS

3500 PARKWAY LANE, SUITE 500

PEACHTREE CORNERS, GA 30092

PHONE: 678-454-2526

EMAIL: RJENNINGS@PONDCO.COM

MEP ENGINEERING

CONSTRUCTION DOCUMENTS

BID & PERMIT SET

07/08/2021

CIVIL ENGINEERING

POND & COMPANY

CONTACT: JASON BACH

3500 PARKWAY LANE, SUITE 500

PEACHTREE CORNERS, GA 30092

PHONE: 678-459-2564

EMAIL: BACHJ@PONDCO.COM

WESTSIDE ENGINEERING

CONTACT: CHRIS ESSLINGER

5525 INTERSTATE NORTH PARKWAY

SUITE 200 ATLANTA, GA 30328

PHONE: 4049651287

EMAIL: CESSLINGER@WESTSIDE-

ENGINEERING.COM

STRUCTURAL ENGINEERING

MH STRUCTURES

CONTACT: MATT HAMMOND

5077 DALLAS HWY, SUITE 201 POWDER

SPRINGS, GA 30127

PHONE: 404-495-4889

EMAIL: MATT@MHSTRUCTURES.COM

M A

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SHEET NOTES:

1. DEVICES HAVE BEEN SHOWN; BUT THE CONTRACTOR SHALL

ENSURE THE INSTALLATION OF ALL LIFE SAFETY DEVICES

INDICATED ON THE ENGINEERING DRAWINGS.

2. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF ANY

EXISTING FIRE RATED WALLS. ANY WORK DONE AROUND EXISTING

FIRE RATED WALLS SHALL BE DONE WITH CARE SO AS NOT TO

COMPROMISE THE RATING'S INTEGRITY. ANY DAMAGE SHALL BE

REPAIRED IMMEDIATELY.

3. THESE DRAWINGS SHALL BE INDICATED AS “FOR REFERENCE

ONLY.”

4. CONTRACTORS SHALL FOLLOW EM-385-1-1 AND NFPA 241, ALONG

WITH THE INSTALLATION’S FIRE REGULATIONS.

5. FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS

AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE

PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY

AND PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING. SUCH

IDENTIFICATION SHALL:

A. BE LOCATED WITHIN 15 FEET OF THE END OF EACH WALL AND

AT INTERVALS NOT EXCEEDING 30 FEET MEASURED

HORIZONTALLY ALONG WITH WALL OR PARTITION.

B. INCLUDE LETTERING NOT LESS THAN 3 INCHES IN HEIGHT WITH

A MINIMUM 3/8-INCH STROKE IN A CONTRASTING COLOR

INCORPORATING THE SUGGESTED WORDING, “FIRE AND/OR

SMOKE BARRIER – PROTECT ALL OPENINGS,” OR OTHER

WORDING

SHEET LEGEND

45'-0"

TRAVEL DISTANCE

EGRESS CLEAR WIDTH

CAPACITY/NO. OF OCCUPANTS

FULL HEIGHT WALLS (NO RATING)

STARTING POINT FOR TRAVEL DISTANCE

36" 100/100

TRAVEL DISTANCE IDENTIFIER (IN FEET)TD___

F

G

3 4 5

36" 180/1

TD: 14'-0"

RESTROOM

RESTROOM

BUILDING CODE SUMMARY:

PROJECT NAME: JOHNS CREEK - RESTROOM FACILITY

FACILITY DESCRIPTION: THIS PROJECT IS A ONE-STORY

BUILDING FUNCTIONING AS A RESTROOM FACILITY FOR

THE PARK.

BUILDING CODE STANDARD:

INTERNATIONAL BUILDING CODE, 2018 EDITION W/

GEORGIA AMMENDMENTS (2020)

INTERNATIONAL FIRE CODE, 2018 EDITION W/ GEORGIA

AMMENDMENTS (2020)

INTERNATIONAL PLUMBING CODE, 2018 EDITION W/

GEORGIA AMMENDMENTS (2020)

INTERNATIONAL MECHANICAL CODE, 2018 EDITION W/

GEORGIA AMMENDMENTS (2020)

NATIONAL ELECTRIC CODE, 2017 EDITION

INTERNATIONAL ENERGY CONSERVATION CODE, 2015

EDITION W/ GEORGIA SUPPLEMENTS & AMMENDMENTS

(2020)

NFPA 101 - LIFE SAFETY CODE W/ GEORGIA STATE

AMENDMENTS

OCCUPANY CLASSIFICATION (LSC):

UTILITY OCCUPANCY

OCCUPANY CLASSIFICATION (IBC):

SINGLE USE OCCUPANCY: UTILITY

MINIMUM REQUIRED EGRESS WIDTH (LSC)

LIFE SAFETY CODE TABLE 7.3.3.1

EGRESS COMPONENTS OTHER THAN STAIRS = 0.20" PER

OCCUPANT SERVED

MINIMUM EGRESS REQUIRED: 0.20" x 1 OCCUPANTS = 0.20"

MAXIMUM TRAVEL DISTANCE:

200' - 0" REQUIRED = 9' - 6" PROVIDED

MAXIMUM DEAD END CORRIDOR:

50' - 0" REQUIRED WHERE OCCURS = NOT APPLICABLE

COMMON PATH OF TRAVEL:

50 ' - 0" REQUIRED WHERE OCCURS = NOT APPLICABLE

PLUMBING FIXTURE COUNT:

PLUMBING FIXTURE COUNT PROVIDED PER OWNER DIRECTIVE,

AND WILL BE SERVICING A PARK AREA.

CONSTRUCTION TYPE (IBC):

IBC CHAPTER 6

TYPE VB, UN-PROTECTED, COMBUSTIBLE, NON-

SPRINKLERED

GENERAL BUILDING HEIGHT / AREA LIMITATIONS (IBC):

TABLE 504.3

ALLOWABLE HEIGHT = 40' - 0"

ACTUAL HEIGHT = 15' - 6 1/4"

ALLOWABLE AREA = 13,500 S.F.

ACTUAL AREA: 635 S.F. (GROSS)

ALLOWABLE STORIES = 2 STORIES

ACTUAL STORIES = 1 STORY WITH UTILITY BASEMENT

FIRE ALARM SYSTEM (LSC)

LIFE SAFETY CODE CHAPTER 42.3.4

FIRE ALARM SYSTEM NOT REQUIRED

FIRE EXTINGUISHERS (IFC)

FIRE EXTINGUISHERS SHALL BE LOCATED PER

REQUIREMENTS OF IFC SECTION 906 AND NFPA 10.

FIRE SPINKLER SYSTEM (LSC)

LIFE SAFETY CODE CHAPTER 42.3.5

FIRE SPRINKLER SYSTEM NOT REQUIRED

OCCUPANT LOAD (LSC):

UTILITY OCCUPANCY:

1 OCCUPANT PER 500 GROSS

- RESTROOMS

@ 144SF / 500 GROSS

= 0.29 OR 1 OCCUPANT

TOTAL OCCUPANT LOAD = 1 OCCUPANT

TRU

E N

PLAN

NORTH

Copyright © 2021 by Pond & Company. All rights reserved. No copying or duplication of these documents is allowed without the expressed written agreement of Pond & Company.

1 2

D

SHEET NUMBER

SUBMITTED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

SHEET TITLE

DRAWING ISSUE

EOR/AOR SEAL

CLIENT INFORMATION

3500 Parkway Lane Suite 500

Peachtree Corners Georgia 30092

ORIGINAL SHEET SIZE:

24" X 36"

PROJECT NAME

CONSULTANT

3 4 5

C

B

A

CITY OF JOHNS CREEK

/7

/2

:2 :5

A

M C

R e v it L o c a l\

\1

A u tr e y M ill L it to n B

.r v t

PROJECT SUBMITTAL STAGE

G-101

LIFE SAFETY

PLAN &

BUILDING

CODE

SUMMARY

RTJ

RTJ

MBL

MBD

7/8/2021

PROJECT # - 1210185

AUTREY MILL

PARK

RESTROOM

FACILITY

9770 AUTREY MILL

ROAD, JOHNS

CREEK, GA 30022

SCALE: 1/4" = 1'-0"A1

LIFE SAFETY PLAN

SCALE: = 1'-0"

0 4 84

1/4"

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SCALE: NTS

VICINITY MAP

PROJECT SITE

SITE DESIGN TEAM

POND AND COMPANY

3500 PARKWAY LANE SUITE 500

PEACHTREE CORNERS, GA 30092

PHONE (678) 336-7740

FAX (678) 336-7744

WEB: www.pondco.com

PROJECT MANAGER:

RYAN, JENNINGS, AIA

OWNER/DEVELOPER

CITY OF JOHNS CREEK

11360 LAKEFIELD DRIVE

JOHNS CREEK, GA 30097

PLANNING & DEVELOPMENT

PHONE (678) 512-3200

OWNER CONTACT (24-HR):

IT IS THE OWNER'S/DEVELOPER'S RESPONSIBILITY TO BE IN COMPLIANCE

WITH APPLICABLE NATIONAL POLLUTION DISCHARGE ELIMNATION SYSTEM

(NPDES) PERMIT AND CLEAN WATER ACT REQUIREMENTS.

CHAPEL RESTROOM AND

PAVILION FACILITY

SITE CONSTRUCTION DOCUMENTS FOR

JULY 08, 2021

LAND LOTS 110110 & 110139, CITY OF JOHNS CREEK,

FULTON COUNTY, GEORGIA

Know what'sbelow.

before you dig.Call Dial 811

Or Call 800-282-7411

PROJECT DESCRIPTION:

THE PURPOSE OF THIS PROJECT IS THE ADDITION OF A NEW

RESTROOM AND A PAVILION FACILITY WITHIN THE AUTREY

MILL NATURE PRESERVE AND HERITAGE CENTER.

THIS PROJECT WILL INCLUDE OF A CONSTRUCTION OF A NEW

RESTROOM THAT WILL INCLUDE A SEPTIC SYSTEM AS

WASTEWATER TREATMENT. NEW SIDEWALKS WILL BE ADDED

TO CONNECT THE NEW RESTROOM WITH THE PROPOSED

PAVILION AND THE EXISTING FACILITY.

PROJECT INFORMATION:

PROJECT ADDRESS:

AUTREY MILL RD , CITY OF JOHNS CREEK, FULTON GA. 30022

PARCEL ID'S # 11 031001090135

11 041001390070

TOTAL SITE AREA: 46.21 ACRES

ZONING CLASSIFICATION: R-4A

AG-1

BUILDING SETBACKS: (ID 11 031001090135)

FRONT YARD: 35'

SIDE YARD: 7' INTERIOR , 20' STREET

REAR YARD: 25'

BUILDING SETBACKS: (ID 11 041001390070)

FRONT YARD: 60'

SIDE YARD: 25' INTERIOR , 40' STREET

REAR YARD: 50'

100% CONSTRUCTION DOCUMENT SET

CIVIL SITE PROJECT MANAGER:

JASON BACH, PE

Sheet List Table

Sheet Number Sheet Title

G001 COVERT SHEET

CD 101 DEMOLITION PLAN

CS-101 CIVIL SITE PLAN

CG-001 CIVIL GRADING PLAN

C-501 CONSTRUCTION DETAILS

C-502 CONSTRUCTION DETAILS

C-503 CONSTRUCTION DETAILS

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SURFACE IMPROVEMENTS (WALLS,

SLABS, , CURBING, ETC.) TO BE

DEMOLISHED UNLESS OTHERWISE

NOTED

LIMITS OF DISTURBANCE

LEGEND:

CD 101

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SCALE: 1" = 10'

0 5' 30'20'10'

A1

DEMOLITION PLAN

Know what'sbelow.

before you dig.Call Dial 811

Or Call 800-282-7411

1. "DEMOLISH" SHALL MEAN TO REMOVE AN OBJECT IN ITS

ENTIRETY. RESTORE GRADES AND SURFACE

IMPROVEMENTS TO MATCH EXISTING CONDITIONS OR

PER REQUIREMENTS OF NEW WORK, WHICHEVER IS

APPLICABLE.

2. THIS SHEET IS PART OF A MULTI-SHEET SET OF

CONSTRUCTION PLANS AND SHALL BE READ WITH THE

FULL SET TO BEST ENSURE PROPER INTERPRETATION.

3. SEE TREE REMOVAL AND REPLACEMENT PLANS FOR

INFORMATION ON DEMOLITION OF EXISTING TREES.

4. CONTRACTOR SHALL HAVE ALL UTILITIES FIELD

LOCATED PRIOR TO START OF CONSTRUCTION. WATER

LINE ADJACENT TO EXISTING FENCE SHALL BE

POTHOLED TO CONFIRM DEPTH AND EXACT LOCATION

PRIOR TO BEGINNING CONSTRUCTION. ANY DEVIATION

FROM PLANS SHALL BE REPORTED TO THE PROJECT

MANAGER AND ENGINEER PRIOR TO BEGINNING

CONSTRUCTION.

5. CONTRACTOR TO PROVIDE ALL NECESSARY

BARRICADES AND SIGNAGE TO CLOSE SIDEWALK IN

ACCORDANCE WITH CITY OF JOHNS CREEK

REGULATIONS AND REQUIREMENTS.

GENERAL SHEET NOTES

SHEET KEYNOTES

1. APPROXIMATE AREA OF LEVEL 3 SOIL SURVEY. ALL

TREES TO BE REMOVED WITHIN THESE LIMITS. DEPTH

OF SOIL TO BE CUT BASED ON THE INFILTRATION

SYSTEM SPECIFICATION.

2. APPROXIMATE AREA OF IMPROVEMENTS FOR

PROPOSED PAVILION, RESTROOM, AND SIDEWALK.

3. EXISTING SIDEWALK TO BE DEMOLISHED FOR

INSTALLATION OF PROPOSED SEPTIC SYSTEM.

4. DEMOLISH EXISTING WOOD AT TRAIL ENTRANCE

5. REMOVE EXISTING TRAIL SIGN. CONTRACTOR TO

STORE FOR FUTURE REINSTALLATION.

6. DEMOLISH EXISTING CONCRETE BARRIER

7. DEMOLISH 6"X6" WOOD BOLLARDS

8. FENCE TO BE DEMOLISHED

9. EXISTING WATER LINE TO REMAIN. CONTRACTOR TO

PROTECT DURING ALL PHASES OF CONSTRUCTION

10. LONGITUDINAL FENCE TO REMAIN. CONTRACTOR TO

PROTECT DURING ALL PHASES OF CONSTRUCTION

11. EXISTING PAVEMENT AND STRIPING TO REMAIN

12. APPROXIMATELY STUDY AREA OF LEVEL 3 SOIL

TALLAPOOSA 6-20%. SEE REPORT ON SHEET C503

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APPROXIMATELY

STUDY AREA OF LEVEL 3 SOIL

- TALLAPOOSA 6-20%

SEE REPORT ON SHEET C503

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NEW SIDEWALK TO

TIE TO EXISTING

EXISTING FENCE

STREAM

NEW SIDEWALK

TO TIE TO EXISTING

SCALE: 1" = 10'

0 5' 30'20'10'

A1

CIVIL SITE PLAN

CS-101

C I V

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LEGEND

STUDY AREA OF SOIL 3 - TALLAPOOSA 6-20%

Know what'sbelow.

before you dig.Call Dial 811

Or Call 800-282-7411

PROPERTY LINE

FENCE

SHEET KEYNOTES

1. NEW CONCRETE WALKWAY WITH MEDIUM

BROOMED FINISH (DETAIL C1-502)

2. SEPTIC TANK (DETAIL B1-501)

3. INFILTRATION CHAMBER SYSTEMS

(INFILTRATOR -Q4) OR APPROVED

ALTERNATIVE (DETAILS C-501)

4. NEW 1" COPPER WATER LINE TO CONNECT TO

EXISTING LATERAL - COORDINATE WITH OWNER

5. SEAT WALL L=59.0' H=1.5' (SEE ARCHITECTURAL

PLANS)

6. RELOCATED TRAIL SIGN

7. APPROX. EXISTING WATER LINE LOCATION PER

GIS. CONTRACTOR MUST VERIFY LOCATION

PRIOR TO CONSTRUCTION

8. NEW CONCRETE WALKWAY WITH HEAVY

BROOMED FINISH (DETAIL C1-C502)

NOTE:

THE PROPOSED SEPTIC SYSTEM IS

ASSUMED TO SERVE THE NEW

RESTROOM FACILITY.

THE CONTRACTOR IS RESPONSIBLE

FOR INSTALLING THE SEPTIC SYSTEM

IN ACCORDANCE WITH ALL

APPLICABLE REGULATIONS AND

SEPTIC SYSTEM SPECIFICATIONS.

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1. REFER TO SHEET G-001 FOR GENERAL CIVIL NOTES,

LEGENDS, AND ABBREVIATIONS.

2. THIS SHEET IS PART OF A MULTI-SHEET SET OF

CONSTRUCTION PLANS AND SHALL BE READ WITH THE

FULL SET TO BEST ENSURE PROPER INTERPRETATION.

3. REFER TO DEMOLITION PLAN, FOR SOIL REMOVAL

LOCATIONS.

4. CONTRACTOR WILL BE PROVIDED DIGITAL FILE TO

STAKE OUT WALKWAY. COORDINATES PROVIDED ON

THIS SHEET FOR CURVE CENTER POINTS.

5. CONTRACTOR SHALL PREPARE ALL SITE AREAS (I.E.

DRAINAGE, GRADING, TREE REMOVAL, ETC. ) PRIOR TO

SUBCONTRACTOR COMMENCING WORK.

GENERAL SHEET NOTES

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TW

=1042.0

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1041.25

S

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CG-001

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N

SCALE: 1" = 10'

0 5' 30'20'10'

Know what'sbelow.

before you dig.Call Dial 811

Or Call 800-282-7411 A1

CIVIL GRADING PLAN

NOTE:

THE CONTRACTOR SHALL REVIEW

THE SOIL INVESTIGATION REPORT

PRIOR TO BIDDING.

GENERAL SHEET NOTES

SHEET KEYNOTES

1. SEAT WALL, L=59.0' H=1.5' (SEE ARCHITECTURAL

PLANS).

2. SEPTIC TANK (DETAIL B1-501)

3. INFILTRATION CHAMBER SYSTEMS OR

ALTERNATIVE APPROVED (DETAIL A/B/C-501)

4. RAILROAD TIE LEVEL SPREADER (DETAIL A1/C-502)

DIRT STATEMENT

CUT: 136 CUBIC YARDS*

FILL: 24 CUBIC YARDS*

NET: 112 CUBIC YARDS*

*ALL QUANTITIES ARE UNADJUSTED

ESTIMATES FOR PERMITTING PURPOSES

ONLY. THE CONTRACTOR IS RESPONSIBLE

FOR VERIFICATION OF ALL MATERIAL

QUANTITIES.

S O

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E

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C K

D

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D E

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N E

D

B

Y

D E

S C

R I P

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C

4 5

A

B

M A

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A P

P R

SHEET

IDENTIFICATION

NUMBER

D A

T E

F I

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B E

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S I Z

E

S U

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T E

D

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Y

P L O

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S

C A

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P

L O

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D

A T

E

D A

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SEAL

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P O

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P a r k w a y

L a n e

P e a c h t r e e

C o r n e r s

G

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1. REFER TO SHEET G-001 FOR GENERAL

NOTES, LEGEND, AND ABBREVIATIONS.

2. CONTRACTOR TO ENSURE POSITIVE

DRAINAGE AWAY FROM BUILDING AND

TOWARD DRAINAGE STRUCTURES.

3. THIS SHEET IS PART OF A MULTI-SHEET

SET OF CONSTRUCTION PLANS AND SHALL

BE READ WITH THE FULL SET TO BEST

ENSURE PROPER INTERPRETATION.

4. SEE PLANS FOR RETAINING WALL DETAILS.

(C2-502)

5. NO GRADED SLOPE SHALL EXCEED 2H: 1V.

6. SIDEWALK BETWEEN PAVILION AND

RESTROOM MUST COMPLY WITH ADA

REQUIREMENT

-2

-2

NOT TO SCALE

08/05/2013EMB

1 of 1DFH

Drawn by:

INFILTRATOR WATER TECHNOLOGIES

4 Business Park Rd. Old Saybrook, CT 06475

(800) 221-4436

Scale: Checked by: Sheet:

Date:

INFILTRATOR

tanks

INFILTRATOR IM-1060 TANK

1-COMPARTMENT CONFIGURATION

TOP VIEW

RISER CONNECTION (TYP.)

Ø 4 [102]

PVC OR ABS

INLET TEE

Ø 24.0 [610] ACCESS OPENING

WITH LOCKING LID (2)

2 [51] X 2 [51]

FIBERGLASS

SUPPORT

(TYP.)

SECTION A- A'

INLET

OUTLET

A A'

B

B'

LIFTING LUG

(TYP.)

LIFTING STRAP

(TYP.)

P

Ø 4 [102]

PVC OR ABS

OUTLET TEE

S

SEAM CLIP

(TYP.)

LIFTING STRAP

(TYP.)

FIBER-

GLASS

SUPPORT

ISOMETRIC

VIEW

END VIEW SECTION B - B'

SIDE INLET/

OUTLET (TYP.)

ALIGNMENT

DOWEL (34)

CONTINUOUS

ELASTOMETRIC

GASKET

SEAM CLIP

(64)

TANK BOTTOM

HALF

TANK TOP

HALF

S MID-HEIGHT SEAM

SECTION DETAIL

END OUTLET

Q :T ec hn ic al

R es ou rc es N ew /0

2-

-IS

I_ Pr od uc ts /T an ks

/In je ct io n- M ol d ed T an k/

IM

-1

G en er ic

_D ra w in gs

/IM

-1

A N

D

C O

M P.

S

PE

C -0

NOTES:

1. ALL DRAWING DIMENSIONS IN INCHES [MILLIMETERS] OR AS NOTED.

2. EXTERIOR OF ACCESS OPENING LID INCLUDES THE FOLLOWING WARNING IN

ENGLISH, FRENCH & SPANISH: "DANGER DO NOT ENTER: POISON GASES."

3. TANK MARKINGS WILL INCLUDE: MANUFACTURER NAME, MODEL NUMBER,LIQUID

CAPACITY, DATE OF MANUFACTURE, MAXIMUM BURIAL DEPTH, INLET, AND OUTLET.

4. THE TANK MAY BE BACKFILLED WITH SUITABLE NATIVE SOIL. SEE INSTALLATION INSTRUCTIONS FOR GUIDANCE. IF

THE NATIVE SOIL DOES NOT MEET THE INSTALLATION INSTRUCTIONS GUIDANCE THEN BACKFILLING WITH SELECT

MATERIAL WILL BE REQUIRED.

5. MAXIMUM BURIAL DEPTH IS 48 in [1,219 mm].

6. MINIMUM BURIAL DEPTH IS 6 in [152 mm].

7. MAXIMUM VEHICLE LOAD IS 4,500-lb [20-kN] AXLE LOAD.

8. TANK IS FOR NON-TRAFFIC APPLICATIONS.

9. AIRSPACE IS 16.5%.

10. OUTLET TEE IS COMPATIBLE WITH EFFLUENT FILTER.

11. INTERIOR LENGTH TO WIDTH RATIO IS 2.3:1 (118.8-INCH INTERIOR LENGTH /

51.7-INCH INTERIOR WIDTH = 2.3).

INLET/

OUTLET

TEE

LID

ACCESS PORT RIM

FLEXIBLE RUBBER

GASKET (TYP.)

P PIPE PENETRATION

SECTION DETAIL

NOTES:

*LENGTH, NUMBER OF TRENCHES, AND INSTALLATION DEPTH BY DESIGN.

*SEE INSTALLATION INSTRUCTIONS

NATIVE BACKFILL

TOPSOIL

(CHAMBER SECTION) (END CAP VIEW)

PRESSURIZED PIPE DRILL

POINTS LOCATIONS

(2 PLACES)

(EFFECTIVE LENGTH)

TOP VIEW

SIDE VIEW END VIEW

QUICK4 PLUS ALL-IN-ONE 12 END CAP

INSPECTION PORT

2" diam.

INFILTRATOR WATER TECHNOLOGIES

QUICK4 PLUS STANDARD CHAMBER

PRODUCT SPECIFICATIONS

(NOT TO SCALE)

INSPECTION PORT

4" diam.

ESTABLISH VEGETATIVE COVER

FROM SEPTIC

TANK

TO NEXT

TRENCH

NATIVE BACKFILL (TYP.)

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SHEET

IDENTIFICATION

NUMBER

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Y

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C-501

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D

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A I L

S

NO SCALE

B1

1-COMPORTMENT CONFIGURATION TANK

NO SCALE

B4

TYPICAL TRENCH DETAIL

A4

TYPICAL SLOPING TRENCH SECTION DETAIL

C4

STANDARD CHAMBER DETAILS

NO SCALE

NO SCALE

SUMMARY OF SEPTIC SYSTEM REQUIRED

NO SCALE

A1

FIELD SUMMARY

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IDENTIFICATION

NUMBER

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C o r n e r s

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C-502

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C1

SIDEWALK

SCALE: N.T.S.

VARIES

1/2" EXPANSION JOINT BETWEEN WALK AND

ADJACENT STRUCTURE OR CURB

NOTE:

PROVIDE 0.5 INCH THICK

TRANSVERSE EXPANSION JOINTS

AT CHANGES IN DIRECTION

WHERE SIDEWALK ABUTS CURB,

STEPS, RIGID PAVEMENT, OR

OTHER SIMILAR STRUCTURES;

SPACE EXPANSION JOINTS EVERY

30 FEET MINIMUM.

EXPANSION JOINT

4" THICK CONCRETE - CLASS "B", 2,200 PSI AT 28 DAYS

NOTE:

PROVIDE CONTRACTION JOINTS

SPACED EVERY 5 LINEAR FEET

UNLESS OTHERWISE

INDICATED. CUT CONTRACTION

JOINTS ONE INCH DEEP WITH A

JOINTING TOOL AFTER THE

SURFACE HAS BEEN FINISHED.

CONTRACTION JOINT

1/4" RADIUS

FINISH

1/8"

1/2"

PREMOLDED JOINT FILLER

EXTENDING TO BOTTOM

SURFACE OF CONCRETE.

PROVIDE SEALANT ABOVE

FILLER IN ACCORDANCE

WITH SPECIFICATIONS.

12" COMPACTED

SUBGRADE

STRUCTURE, PAVEMENT, OR

CURB EDGE (IF APPLICABLE)

M

I N

GRASSED AREA

(FINISHED GRADE)

A1

RAILROAD TIE LEVEL SPREADER

SCALE: N.T.S.

CL SWALE

CL SWALE

00.25'00.25'

00.00'

00.00'

HALF TIE, RAISED AT END

WHOLE TIE SET LEVEL

EXISTING UNDISTURBED SOIL

-2

-2

L I C

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N

D

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C

4 5

A

B

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A P

P R

SHEET

IDENTIFICATION

NUMBER

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F I

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SEAL

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P a r k w a y

L a n e

P e a c h t r e e

C o r n e r s

G

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P h o n e

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F I

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W I T

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B L A

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P

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C T

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A D

C

D

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A R

C U

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P L O

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SUMMARY OF SOIL INVESTIGATION REPORT

-2

-2

GENERAL NOTES

1. These notes complement the drawings and should not be considered inclusive of all items.

2. Where a detail is shown for one condition, it shall apply for all like or similar conditions, even though not specifically shown on the drawings.

3. The contractor is responsible for means, methods, and sequences of construction to meet the requirements of the construction documents.

4. It is the contractor's responsibility to be in compliance with all applicable OSHA regulations.

5. Contractor is responsible for all temporary shoring and erection bracing required during construction.

6. All retaining walls relying on top slab for lateral support shall be braced until the slab has cured for a minimum of three days.

7. Contractor shall verify all dimensions and conditions before executing work. Notify the architect and engineer in writing of any discrepancy.

8. Coordinate structural contract documents with architectural, mechanical, electrical, plumbing, and civil documents. Notify the architect and engineer in writing of any conflict and/or omission.

9. Coordinate and verify floor and roof opening sizes and locations with architectural, mechanical, electrical, and plumbing documents. For additional openings, inserts, sleeves, curbs, and pads not shown in the structural documents, see architectural, mechanical, electrical, and plumbing documents.

10. Shop drawings shall be independently developed. Reproduction of structural design drawings for use as shop drawings is prohibited.

SUBMITTALS

1. All submittals shall be submitted to the architect for approval prior to work.

2. The contractor shall review all shop drawings prior to submittal to the architect and/or engineer for review of general compliance, dimensions, and quantity. Shop drawings submitted to the architect shall be stamped by the contractor to indicate completion of review.

3. Contractor is not relieved of any requirements of the contract documents by virtue of the structural engineer's review of shop drawings, product data, etc., unless the contractor has clearly and explicitly informed the structural engineer in writing of any deviations or substitutions at time of submission, and the structural engineer has given written approval for the specific deviations or substitutions.

4. The review of shop drawings by the structural engineer is to make sure the main structural intent is correct. Review will exclude dimensions and quantities.

5. Each submittal will be reviewed and returned within 10 business days. Expedited review may be requested but may not be possible.

6. Submit concrete mix designs for approval prior to pouring concrete. Refer to concrete notes, plans, and details for mix design requirements.

7. Submit rebar drawings for approval prior to rebar placement. Drawing shall include the following at a minimum: rebar size, quantity, steel grade, bend schedule & diagram, lap slices, layout drawing for placement, and details as required for placement.

8. Submit steel decking drawings showing layout, decking type, attachment details, and all other information required to convey the design intent to the contractor for use as erection drawings.

9. Submit steel joists drawings showing layout, joist designation, type, number, and spacing. Also, include anchorage details, bracing, bridging, details, and all other information required to convey the design intent to the contractor for use as erection drawings.

10. Submit structural steel shop drawings showing fabrication of structural-steel components. Drawings should include details and an erection plan.

11. Submit wood truss shop drawings for approval prior to fabrication. Drawings shall include the following as a minimum: engineer's stamp, design loads, detailed truss layout, truss/wall connection loads, truss bracing requirements, and field erection requirements. The truss submittal package shall meet the requirements of section 2303.4 of the 2018 IBC. Shear and uplift anchorage requirements shall be clearly noted on the shop drawings so that these designed connections can be verified.

12. Submit precast concrete shop drawings for approval prior to fabrication. Shop drawings shall include design loads, layout plans, and all necessary details. Shop drawings shall be stamped by a professional engineer.

APPLICABLE CODES FOR DESIGN:

1. International Building Code: 2018 IBC with Ga. Amendments (2020)

RISK CATEGORY:

1. Risk category: II

STRUCTURAL LOAD CRITERIA:

1. DEAD LOADS:

A. Self Weight

2. SUPERIMPOSED DEAD LOAD: 10 PSF

3. LIVE LOADS:

A. Roof 20 PSF (reducible per IBC)

4. SNOW LOAD CRITERIA:

A. Snow Load Importance Factor; Is: 1.0 B. Ground Snow Load, Pg: 5 PSF

5. WIND LOADS PER IBC 2018, ASCE 7-16

A. Basic Wind Speed (3 second gust)

a. Vult: 105 MPH

b. Vasd: 82 MPH

B. Wind Exposure: B C. Internal Pressure Coefficients: Per Manuf. Design D. Components & Cladding Pressures: Per Manuf. Design

6. SEISMIC DESIGN DATA

A. Seismic Importance factor; Ie: 1.0 B. Seismic Site Class: D

C. SS: 0.204

D. S1: 0.088

E. SDS: 0.218

F. SD1: 0.142

G. Seismic Design Category: C H. Basic Seismic Force Resisting System (Based on ASCE 7-16 Table 12.2-1)

a. Timber Frames (Section G.6)

• Response Modification Coefficient, R: 1.5

• System Overstrength Factor, Ωo: 1.5

• Deflection Amplification Factor, Cd: 1.5

I. Seismic Response Coefficients, CS: Per Manuf. Design J. Seismic Base Shear:

a. Plan North / South: Per Manuf. Design

b. Plan East / West: Per Manuf. Design

K. Seismic Forces Analysis per Equivalent Lateral Force Procedure L. FUTURE EXPANSION: Not Applicable

M. DEFLECTION CRITERIA:

a. Purlins and Rafters: Vertical deflection: D+Lr = L/120, Lr = L/180.

b. Girts: Horizontal deflection: E or W = L/120 (10 yr wind.)

c. Roof Panels: Vertical deflection: D+Lr = L/120, Lr = L/180.

d. Wall Panels: Horizontal deflection: E or W = L/120 (10 yr wind.)

e. Frame Drift: Horizontal deflection: E or W = H/100 (10 yr wind.)

PRE-ENGINEERED BUILDING NOTES:

DESIGN:

1. The building shall be designed by the manufacturer as a complete system. All components of the system shall be supplied or specified by the Timber manufacturer.

2. Use rigid frames, and x-bracing for building stability unless otherwise noted on the plans. Fixed-base columns are not allowed.

3. All columns, x-bracing locations shall be coordinated with the architectural plans to avoid interference with doors, windows, etc. Approval from the architect must be obtained for any additional columns required that are not shown on the plan.

4. Design members to meet the deflection criteria shown in the "Design Loads" section of the "General Notes." The 10 year wind load may be used for the calculation of wind deflection.

SUBMITTALS:

1. Shop drawings shall be provided to the architect for approval prior to fabrication. The drawings must be signed and sealed by a qualified professional engineer licensed in the state of the project location.

2. The shop drawings shall contain column reactions to coordinate foundation design, anchor bolt layout, framing layout, framing member sizes, building sections, elevations, details, timber species and grade, and any additional information relevant to the understanding of the building layout.

3. The anchor bolt layout must be submitted with column reactions prior to foundation work beginning, and it is recommended to submit anchor bolt plans prior to the framing submittal for approval of column locations.

4. Framing drawings shall show all primary and secondary framing members, roof and/or wall panel layout, trim, flashing, ridge vents, equipment supports, joint conditions, installation details. Provide typical details for pipe supports, pipe penetrations through roof and wall, doors, windows, trim, gutters, downspouts, and other relevant details to the project.

5. Manufacturer's samples shall be provided to the architect for color selection.

FOUNDATIONS:

1. All foundations to be supported on suitable bearing material as determined by the owner's on-site geotechnical representative. Notify the architect / engineer immediately if suitable bearing material cannot be obtained, prior to installing foundations.

2. Sub-grade shall be compacted to 98% of standard proctor (ASTM 695,) unless a site-specific geotechnical report recommends otherwise.

3. If after excavation, the condition of the soil indicates a safe bearing capacity of less than 2000 psf, the architect / engineer shall be notified prior to placement of any foundation.

4. Plumbing lines that run parallel with wall footings shall be at least 2'-0" from the edge of the footing.

5. Plumbing lines that cross wall footings shall either cross below the footing with at least 12" of compacted fill between the top of the pipe and the bottom of the footing, or cross above the footing and through the wall. All pipes that cross footings, either above or below, shall be sleeved. Coordinate sleeve requirements with plumbing plans.

6. Piping (including conduit) shall not be embedded in or pass through foundations without written consent of the structural engineer.

CONCRETE & REINFORCING:

1. Construction of control joints shall be provided in floor slabs on grade such that the maximum span between joints is 16.0 ft., or as shown on the drawings.

2. Interior slabs-on-grade shall have a 10-mil polyethylene vapor retarder placed between the bottom of slab and sub-base. The vapor retarder joints shall be lapped at least 6 inches and taped. Provide a 4” subbase layer of compacted graded aggregate beneath the vapor barrier.

3. Provide (2) #4 bars x 3'-0" long at the mid-depth of slab at all re-entrant corners and at all discontinuous control joints in a slab-on-grade.

4. All bar splices shall be at a minimum the following lengths (unless noted otherwise on the drawings): 36" for #6 bars, 30" for #5 bars, and 24" for #4 bars. Welded lap splices are not allowed. Mechanical couplers can be used instead of lap slices; mechanical coupler product data must be submitted to SEOR for approval.

5. Corner bars are to be provided at all corners and intersections of reinforcement.

6. Extend wall footing reinforcing bars continuously through column footings.

7. Isolate columns from the slab with a diamond or circular box-out. The size should be adequate to allow for the column base plate and leveling. Isolation pockets shall be cleaned of debris and base plates shall be packed with a non-shrink grout (4000 psi minimum) prior to filling with concrete.

8. All concrete shall meet the following requirements:

A. General concrete requirements:

1. All concrete, unless noted otherwise, shall be normal weight and have the following minimum 28-day compressive strength.

A. Foundations: 3,000 psi B. Slab-on-grade: 3,000 psi

2. Portland cement: ASTM C 150. Type I

3. Fly ash, if used: ASTM C 618, class F or C, maximum 25%, by weight, of total cementitious material.

4. Ground granulated blast-furnace slag (GGBFS), if used: ASTM C 989, grade 100 or 120, maximum 25%, by weight, of total cementitious material.

5. Combined fly ash and GGBFS shall not exceed 33%, by weight, of total cementitious material.

6. Do not use admixtures containing calcium chloride.

7. Air-entraining admixture: ASTM C 260 (as needed; follow manufacturing dosage)

8. Water-reducing admixture: ASTM C 494/C 494M, type A (as needed; follow manufacturing dosage.)

9. Normal weight aggregates shall meet ASTM C 33 with a maximum size of 1" unless noted otherwise on plans

10. Welded wire reinforcement shall meet ASTM A 1064

11. Reinforcing bars shall meet ASTM A615, grade 60, deformed

12. All concrete exposed to weather shall be air-entrained with air content at point of placement of 3 - 6%

13. Do not air-entrain slab concrete (entrapped air content not to exceed 3%)

14. Slump limit: 5 inches

15. Maximum water / cement ratio:

1. Slabs-on-ground: 0.50

CONSTRUCTION TESTING:

1. It is the responsibility of the contractor to schedule the required testing with a third-party testing agency.

2. Concrete:

A. Test composite samples of fresh concrete obtained according to ASTM C172:

a. Testing frequency: one composite sample for each 100 cu yd or fraction thereof of each concrete mixture placed each day.

b. Slump: ASTM C143; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture.

c. Air content: ASTM C231 pressure method, for normal-weight concrete; ASTM C173 volumetric method, for lightweight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

d. Concrete temperature: ASTM C1064; one test hourly when air temperature is 40 degrees f and below or 80 degrees f and above, and one test for each composite sample.

e. Cast and laboratory cure two sets of two standard cylinder specimens for each composite sample.

f. Compressive-strength tests: ASTM C39; test one set of two laboratory-cured specimens at 7 days and one set of two specimens at 28 days. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from the same composite sample and tested at age indicated.

g. Strength of each concrete mixture will be satisfactory if every average of and three consecutive compressive-strength tests equals or exceeds specified compressive-strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.

h. Test results shall be reported in writing to the EOR, concrete manufacturer, and contractor within 48 hours of testing.

i. Refer to the schedule of special inspections for additional requirements.

3. Soils:

A. Compaction tests for soils shall be according to ASTM D1556, ASTM D2167, ASTM D2937, and ASTM D6938, as applicable.

a. Paved and building slab areas: at subgrade and at each compacted fill and backfill layer, at least one test for every 2000 sq. ft. But in no case shall be fewer than three tests.

b. Foundation wall backfill: at each compacted backfill layer, at least one test for every 100 ft or less of wall length but no less than two tests.

c. Refer to the schedule of special inspections for additional requirements.

d. For areas not meeting project compaction and bearing pressure requirements, follow the third-party testing agency's recommendations for meeting project requirements.

SPECIAL INSPECTIONS:

1. Special inspection reports and a final report in accordance with Section 1704.2.4 shall be submitted to the building official prior to the time that phase of the work is approved for occupancy. Special inspection reports and a final report in accordance with Section

1704.2.4 shall be submitted to the building official prior to the time that phase of the work is approved for occupancy.

2. Refer to separate documentation for the statement of special inspections and the schedule of special inspections.

ABBREVIATIONS

ADD'L

ADJ.

A/E A.F.F.

ALT

ARCH.

BC

BLDG

BOTT.

B/

CANT.

CFMF

C.J.

CL

CLR

CMU

COL.

CONC.

CONT.

DBA

DIM.

DWL

EA.

E.E.

E.F.

E.S.

E.W.

EIFS

ELEV.

EMBED.

EOR

EQ.

E.W.T.

EX.

EXP. JT.

FFE

FFL

F.M.

FT

FTG

FDN

GALV.

GA.

G.C.

GR.

HK

HORIZ.

HVAC

ID

INSUL.

INFO.

INT.

JT

K

KSF

LDT

LLH

LLV

MANUF.

MAX.

MECH.

MEP

MEZZ.

MIN.

MISC.

MHS

N/A

NIC

NTS

o/c

OD

OFS

O.H.

OPP.

PAF

PL.

PREFAB.

PT

REINF.

REQ'D

RTU

SCHED.

SIM.

SOG

SP

SPEC.

STIFF.

STRUCT.

T&B

TBD

TC

T.D.

TEMP.

T/

TYP.

U.N.O.

VAR.

VERT.

WF

W.P.

WWF

W/

ADDITIONAL

ADJUSTABLE

ARCHITECT/ENGINEER

ABOVE FINISHED FLOOR

ALTERNATE

ARCHITECT

BOTTOM CHORD

BUILDING

BOTTOM

BOTTOM OF

CANTILEVER

COLD FORMED METAL FRAMING

CONTRACTION JOINT

CENTER LINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

DEFORMED BAR ANCHOR

DIMENSION

DOWEL

EACH

EACH END

EACH FACE

EACH SIDE

EACH WAY

EXTERIOR INSULATION & FINISHING SYSTEM

ELEVATION

EMBEDMENT

ENGINEER OF RECORD

EQUAL

END WALL TRUSS

EXISTING

EXPANSION JOINT

FINISHED FLOOR ELEVATION

FINISHED FLOOR LINE

FIELD MEASURE

FOOT/FEET

FOOTING

FOUNDATION

GALVANIZED

GAUGE

GENERAL CONTRACTOR

GRADE

HOOK

HORIZONTAL

HEATING, VENTILATION & AIR CONDITIONING

INSIDE DIAMETER

INSULATION

INFORMATION

INTERIOR

JOINT

KIPS

KIPS PER SQUARE FOOT

LARGE DIAMETER TAPCON

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MANUFACTURER

MAXIMUM

MECHANICAL

MECHANICAL, ELECTRICAL, PLUMBING

MEZZANINE

MINIMUM

MISCELLANEOUS

MH STRUCTURES

NOT APPLICABLE

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE OF STUD

OPPOSITE HAND

OPPOSITE

POWER ACTUATED FASTENER

PLATE

PREFABRICATED

PRESSURE TREATED

REINFORCE (D) (ING) (MENT)

REQUIRED

ROOF TOP UNIT

SCHEDULE

SIMILAR

SLAB-ON-GROUND

SOUTHERN PINE

SPECIFICATION

STIFFENER

STRUCTURAL

TOP AND BOTTOM

TO BE DETERMINED

TOP CHORD

TURN DOWN

TEMPERATURE

TOP OF

TYPICAL

UNLESS NOTED OTHERWISE

VARIES

VERTICAL

WIDE FLANGE

WORK POINT

WELDED WIRE FABRIC

WITH

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

R

S

T

U

V

W

MATERIALS LEGEND

STEEL

EARTH

ROCK

CONCRETE

GRAVEL

CMU

Sheet Number:

Project Number:

No. PE038341

PROFESSIONAL

G

E O R G

I

A

M A

T T

H EW B . H A M

M O

N D

E

NG I N E E

R

R

EG

ISTERED

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

Sheet Name:

0632102

S001

J O

H N

S C

H R

E E

K G

A

A U

T R

E Y

M

IL

L P

A R

K

O W

N E

R

C

IT

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F J

O H

N S

C R

E E

K

C H

A P

E L R

E S

T R

O O

M A

N D

P A

V

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ISSUED DATE: 07/08/2021

GENERAL NOTES

N O

Is s u a n c e D e s c ri p ti o n

D a te

C O

N S

T R

U C

T

IO

N D

O C

U M

E N

T S

/0

/ 2

11 5/8" 8'-4 3/4" 9'-0 1/8" 4"

/4

/8

/8

C.J.

C .J

C

.J

NOTE 2

8 #5@48

W.C.J

3 4 5

F

G

18'-8 1/2"

T.D.

T.D.

T .D

S202

S202

S202

S202

S202

S202

S202

T/WALL

+2'-0"

S201

TYP.

S202

P-2

P-2

TYP.

8"

S201

FOUNDATION PLAN NOTES:

1. TOP OF SLAB ELEVATION IS 0'-0" WITH RESPECT TO GROUND FLOOR REFERENCE ELEVATION, U.N.O. SEE CIVIL DRAWINGS FOR DATUM ELEVATION. ELEVATIONS NOTED ON PLAN ARE RELATIVE TO GROUND FLOOR REFERENCE ELEVATION, U.N.O.

2. SLAB ON GROUND IS 4" THICK, U.N.O. REINFORCE CONCRETE SLAB W/ 6x6-W2.1xW2.1 W.W.F. SEE GENERAL NOTES FOR

ADDITIONAL INFORMATION.

3. TOP OF FOOTING ELEVATION IS -1'-0" FROM TOP OF SLAB ELEVATION, U.N.O.

4. 'C.J.' INDICATES CONTRACTION JOINT PER DETAIL . CONTRACTION JOINTS SHALL ONLY BE CUT IN SLAB ON GROUND

& TOPPING SLABS. DO NOT CUT IN STRUCTURED SLABS. SEE FOR CONSTRUCTION JOINT DETAIL.

5. INDICATES REINFORCING AT CONTRACTION JOINT ENDS, SEE DETAIL FOR ADDITIONAL INFORMATION.

6. ALL EXPOSED CORNERS OF CONCRETE PEDASTALS/PIERS AND CONCRETE WALLS SHALL RECIEVE A 3/4" CHAMFER.

7. REFER TO MANUFACTURER FOR COLUMN BASE CONNECTION.

8. EXTERIOR CMU WALLS SHALL BE SUPPORTED AT THE TOP BY A PEMB GIRT DESIGNED TO RESIST OUT-OF-PLANE LATERAL

LOADS (WIND & SEISMIC) WITH A DEFLECTION LIMIT OF L/240 FOR 10 YEAR WIND.

1/S201 2/S201

6/S201

NOTE:

FOUNDATIONS (FOOTINGS AND PIERS) HAVE BEEN SIZED BASED ON

ASSUMED COLUMN SIZES AND COLUMN REACTIONS. ACTUAL COLUMN

SIZES, BASE CONNECTIONS, AND COLUMN REACTIONS MUST BE SUBMITTED

FOR APPROVAL PRIOR TO POURING

FOUNDATIONS AND SLAB CONCRETE. FOUNDATIONS MAY REQUIRE

ADJUSTMENTS BASED ON ACTUAL COLUMN SIZES AND COLUMN REACTIONS.

NOTE:

FOUNDATIONS (FOOTINGS AND PIERS) HAVE BEEN SIZED BASED ON

ASSUMED COLUMN SIZES AND COLUMN REACTIONS. ACTUAL COLUMN

SIZES, BASE CONNECTIONS, AND COLUMN REACTIONS MUST BE SUBMITTED

FOR APPROVAL PRIOR TO POURING

FOUNDATIONS AND SLAB CONCRETE. FOUNDATIONS MAY REQUIRE

ADJUSTMENTS BASED ON ACTUAL COLUMN SIZES AND COLUMN REACTIONS.

FOUNDATION LEGEND

W.C.J. WALL CONTROL JOINT; REFER TO DETAIL

T.D. TURN-DOWN SLAB; REFER TO DETAIL

F-# FOOTING MARK; REFER TO FOOTING SCHEDULE ON

P-# CONCRETE PIER MARK, REFER TO PIER SCHEDULE ON

T/ SPOT ELEVATION

X'-X"

2/S301

4/S201

S101

S202

1'-6" 27'-0" 1'-6"

1 2

A

B

C

D

E

C.J. C.J.

C .J

C

.J

T.D.

T.D.

T .D

T .D

NOTE 2

X -B

R A

C

IN

S U

P P

LI

E

R T

.D

X -B

R A

C

S U

P P

LI

E

R

X -B

R A

C

S U

P P

LI

E

R X

-B R

A C

S

U P

P

LI

E R

T .D

S201

S202

S202

S201

T/ PIER

+4'-4", TYP.

F4.0

P-1

F4.0

P-1

F4.0

P-1

F4.0

P-1

F4.0

P-1 F4.0

P-1

F4.0

P-1

F4.0

P-1

F4.0

P-1

F4.0

P-1

Sheet Number:

Project Number:

No. PE038341

PROFESSIONAL

G

E O R G

I

A

M A

T T

H EW B . H A M

M O

N D

E

NG I N E E

R

R

EG

ISTERED

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

Sheet Name:

0632102

S101

J O

H N

S C

H R

E E

K G

A

A U

T R

E Y

M

IL

L P

A R

K

O W

N E

R

C

IT

Y O

F J

O H

N S

C R

E E

K

C H

A P

E L R

E S

T R

O O

M A

N D

P A

V

IL

IO

N

F A

C

IL

IT

Y

ISSUED DATE: 07/08/2021

FOUNDATION PLAN

S101 SCALE: 1/4" = 1'-0"

2 RESTROOM FOUNDATION PLAN

S101

3 FOOTING SCHEDULE

FOOTING SCHEDULE

Type Width Length Thickness Top Reinf. Bott Reinf. Count Volume

F4.0 4' - 0" 4' - 0" 1' - 4" NONE 4 #5, E.W. 10 213.33 CF

Grand total: 10 10 213.33 CF

GROUND FLOOR REFERENCE ELEVATION = +0'-0"

S101 SCALE: 1/4" = 1'-0"

1 PAVILLION FOUNDATION PLAN GROUND FLOOR REFERENCE ELEVATION = +0'-0"

N O

Is s u a n c e D e s c ri p ti o n

D a te

C O

N S

T R

U C

T

IO

N D

O C

U M

E N

T S

/0

/ 2

W.W.F.

KEYED JOINT

t2

VAPOR BARRIER

2t

OVERLAP VAPOR BARRIER

TAPE VAPOR

BARRIER

SEAM

1/2" DIA. x 12" LONG SMOOTH (A36) DOWEL @ 24" o/c

• 6" EMBEDMENT IN EACH

SIDE OF SLAB

• GREASE DOWEL ONE SIDE

OF JOINT

W.W.F.

6" t2

W.W.F.SAWN JOINT

WIDTH: 1/8"

DEPTH: 1/4 OF "t" t

W.W.F.

2-#5 CONT. (TOP & BOTT.)

GRADE

t2

8"

M

IN

M A

X

M

A X

D

IA

M

IN

36 DIA.

2'-0" MIN.

HORIZ. REINF.

BEND OR LAP OUTSIDE

BARS OR PROVIDE

CORNER BARS AS

SHOWN (LARGER BAR

SIZE GOVERNS LAP)

36 DIA.

2'-0" MIN.

@ FOOTING CONERS @ FOOTING INTERSECTION

2#4 1" CLEAR FROM TOP OF SLAB.

3#4 T&B FOR SLABS ≥ 6".

DO NOT ADD BARS AT JOINTS, UNLESS

SHOWN OTHERWISE.

2"

1" C

LR

1' -6

1' -6

1'-6"1'-6"

C.J.

C .J

C.J.

AT DISCONTINUOUS JOINTSAT RE-ENTRANT CORNERS

Sheet Number:

Project Number:

No. PE038341

PROFESSIONAL

G

E O R G

I

A

M A

T T

H EW B . H A M

M O

N D

E

NG I N E E

R

R

EG

ISTERED

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

Sheet Name:

0632102

S201

J O

H N

S C

H R

E E

K G

A

A U

T R

E Y

M

IL

L P

A R

K

O W

N E

R

C

IT

Y O

F J

O H

N S

C R

E E

K

C H

A P

E L R

E S

T R

O O

M A

N D

P A

V

IL

IO

N

F A

C

IL

IT

Y

ISSUED DATE: 07/08/2021

TYPICAL FOUNDATION

DETAILS

S201

3 TYPICAL DEPRESSED SLAB-ON-GRADE

S201

2 TYPICAL SLAB CONSTRUCTION JOINT

S201

1 TYPICAL SLAB CONTROL JOINT

S201

4 TYPICAL TURN-DOWN SLAB

S201

5 TYPICAL CORNER REINFORCING

S201

6 TYPICAL SLAB-ON-GROUND ADDITIONAL REINFORCING

N O

Is s u a n c e D e s c ri p ti o n

D a te

C O

N S

T R

U C

T

IO

N D

O C

U M

E N

T S

/0

/ 2

8" CMU - FILL W/

GROUT @ BARS

DOWEL

• MATCH WALL REBAR SIZE & SPACING

• SKEW HOOK TO MAINTAIN 3" CLEAR COVER

• ALTERNATE HOOK SIDE EVERY OTHER BARSLAB

• SEE PLAN

2'-0"

HORIZ. JOINT

REINF. @ 16" o/c

REBAR

• SEE FDN. PLAN FOR

SIZE & SPACING

(3) #4 CONT.

12"

24"

8"

#4 CONT.

8" CMU-FILL W/

GROUT @ BARS

OPTIONAL

COLD JOINT

(3) #5 CONT.

#4 BENT @ 18" o/c

• IF COLD JOINT IS USED

2'-0"

C L

R

HORIZ. JOINT

REINF. @ 16" o/c

DOWEL W/ STD HOOK

• MATCH WALL REBAR SIZE &

SPACING

• SKEW HOOK TO MAINTAIN 3"

CLEAR COVER

• ALTERNATE HOOK SIDE

EVERY OTHER BAR

RUN TURNDOWN

BARS THRU FOOTING

W.W.F.

PRE-ENGINEERED

GLULAM COLUMN

BY OTHERSBASE CONNECTION

PER SUPPLIER

12"

24"

8"

#4 CONT.

OPTIONAL

COLD JOINT

(3) #5 CONT.

#4 BENT @ 18" o/c

• IF COLD JOINT IS USED

2'-0"

C L

R

(4) #6 VERTS

#4 TIES

• 2@2"

• REST AT 12"

PRE-ENGINEERED

GLULAM COLUMN,

• BASE CONNECTION

BY SUPPLIER

PIER SCHEDULE

P-1 TOP OF PIER = 4'-4"

1'-6"

TYP.

2" CLR.

(5) #4 VERTS

#4 WALL REINF.

AT 8" o/c

PRE-ENGINEERED

GLULAM COLUMN,

• BASE CONNECTION

BY SUPPLIER

P-2 TOP OF PIER = 2'-0"

8"

C.L.

FTG.

3/4" CHAMFER

(TYP.)

SLAB-ON-GROUND,

SEE PLAN

SEE PIER SCHEDULE

FOR SIZE & REINF.

PRE-ENGINEERED.

GLULAM COL. BY OTHERS

• BASE CONNECTION

PER SUPPLIER.

SEE FTG. SCHEDULE FOR SIZE & REINF.

EQ EQ

CLR.

2"

TURNDOWN SLAB BEYOND

T/ SLAB

SEE PLAN

T/ FOOTING

SEE PLAN

T/ PIER

SEE PLAN

C L

R

CLR.

3"

SEE PLAN

SLAB

• SEE PLAN

REBAR

• SEE FDN. PLAN FOR

SIZE & SPACING

(3) #5 CONT.

T/MASONRY

SEE PLAN

T/SLAB

SEE PLAN

1'-6"

SLAB

• SEE PLAN

#4@8" o/c

(3) #5 CONT.

T/PIER

SEE SCHED.

T/SLAB

SEE PLAN

1'-6"

HOOK BARS INTO

WALL STEM

Sheet Number:

Project Number:

No. PE038341

PROFESSIONAL

G

E O R G

I

A

M A

T T

H EW B . H A M

M O

N D

E

NG I N E E

R

R

EG

ISTERED

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

Sheet Name:

0632102

S202

J O

H N

S C

H R

E E

K G

A

A U

T R

E Y

M

IL

L P

A R

K

O W

N E

R

C

IT

Y O

F J

O H

N S

C R

E E

K

C H

A P

E L R

E S

T R

O O

M A

N D

P A

V

IL

IO

N

F A

C

IL

IT

Y

ISSUED DATE: 07/08/2021

TYPICAL FOUNDATION

DETAILS

S202 SCALE: 3/4" = 1'-0"

2 INTERIOR WALL FOOTING

S202 SCALE: 3/4" = 1'-0"

1 TURNDOWN SLAB FOOTING W/ COLD JOINT

S202 SCALE: 3/4" = 1'-0"

4 PRE-ENGINEER COLUMN FOOTING

S202 SCALE: 1" = 1'-0"

6 PIER SCHEDULE

S202 SCALE: 3/4" = 1'-0"

5 COLUMN PIER

S202 SCALE: 3/4" = 1'-0"

3 INTERIOR WALL FOOTING

S202 SCALE: 3/4" = 1'-0"

7 PIER FOOTING

N O

Is s u a n c e D e s c ri p ti o n

D a te

C O

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T

IO

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U M

E N

T S

/0

/ 2

(S

EE

S C

H

ED

LA

P

SP

LI

C E

(S

EE

S C

H

ED

LA

P

SL

IC

E

CMU

• SEE PLAN

REINF.

• SEE FDN. PLAN

FOR SIZE & REINF.

BOND BEAM

• REINF. W/ #5 BAR (U.N.O.)

• FILL W/ GROUT

* USE APPROVED MECHANICAL

COUPLER.

LAP SPLICE LENGTHS(in.)

#4 #5 #6 #7 #8

N/A N/A

6" CMU 8" CMU 12" CMU

C

LR

3"

CLR.

3"

DOWEL

• MATCH WALL BAR SIZE & SPACING

• HOOK INTO FOOTING (8" @ #4, 10" @ #5, 12" @ #6)

• ALTERNATE HOOK EVERY OTHER DOWEL

M

A X

G R

O U

T L

IF

T

S

DIFFERENT HATCHING

TYPE SHOWN INDICATE

CHANGE IN GROUT LIFTS

HORIZ. JOINT

REINF. @ 16" o/c

CROOK IN BAR IS GRAPHICAL

REPRESENTATION FOR LAP SPLICE AND

IS NOT BENT TO BE AN ACTUAL BEND IN

THE BAR, TYP. @ SIMILAR

CMU

HORIZ. JT. REINF. @

16" o/c

-TRUSS OR LADDER

TYPE

- WIRE SIZE: 9 GA

(W1.7)

(1) VERT. (BAR FULL

HEIGHT) SIZE TO

MATCH ADJACENT

WALL VERT. REINF.

(EA. SIDE OF JOINT)

CAULK JOINT

EA. FACE

RUBBER STRIP IN

SASH BLOCK

CMU BOND BEAM

RAKE JOINT &

CAULK EA. FACE

CONT. HORIZ. REINF.

NOTES:

a. MAXIMUM CONTROL JOINT SPACING: 25' - 0" (UNLESS SHOWN OTHERWISE ON PLANS.)

b. CONTROL JOINTS MUST BE LOCATED A MINIMUM OF 1' - 4" FROM EDGES OF OPENINGS

PROVIDE REINFORCING BAR IN

CORNER CELL AND FILL SOLID W/

GROUT (ONLY REQ'D. IN

REINFORCED WALLS)

HORIZONTAL JOINT

REINFORCEMENT @ 16"o/c

- TRUSS OR LADDER TYPE

- WIRE SIZE: 9 GA (W1.7)

PROVIDE

PREFABRICATED 32"

CORNER SECTION

NOTE:

a. WHERE BOND BEAMS ARE IN WALLS, PROVIDE CORNER BARS TO LAP WITH BOND BEAM BARS.

HORIZONTAL JOINT

REINFORCEMENT @ 16"o/c

- TRUSS OR LADDER TYPE

- WIRE SIZE: 9 GA (W1.7)

PROVIDE

PREFABRICATED 32"

TEE SECTION

PROVIDE REINFORCING BAR IN

END CELL AND FILL SOLID W/

GROUT (ONLY REQ'D. IN

REINFORCED WALLS)

SEE PLAN FOR SIZE

AND SPACING OF

REINFORCING

NOTE:

a. WHERE BOND BEAMS ARE IN WALLS, PROVIDE CORNER BARS TO LAP WITH BOND BEAM BARS.

FULL MORTAR BED AT FOOTING

FACE SHELL BEDDING

WEB BEDDING AT GROUTED CELLS

FILL REINFORCED CELLS WITH 2000

PSI GROUT (MORTAR IS NOT

ACCEPTABLE)

VERTICAL REINFORCING

CONCRETE FOOTING

DOWEL MAY BE

BENT UP TO 1"

LATERALLY PER 6"

VERTICALLY

2'-0"

HORIZONTAL JOINT

REINFORCEMENT @ 16" o/c

BOND BEAM W/ #4

BAR (UNLESS

OTHERWISE

DETAILED) IN TOP

COURSE

VERTICAL BAR IN 1ST

CELL AT ENDS OF

WALL & ON EACH

SIDE OF OPENINGS

VERTICAL BAR ABOVE OPENINGS

WHERE OPENING WIDTH

EXCEEDS SPACING OF BARS AS

SHOWN ON PLANS

VERTICAL BARS (SIZE

@ SPACING AS SHOWN

ON PLANS)

2'-0"

U-BLOCK LINTEL (SIZE &

REINFORCING PER U-BLOCK

LINTEL SCHEDULE) EXTEND REINF.

PAST OPENING A MIN. OF 24" CONTROL JOINT @ 25'-0"

o/c MAX. (STEEL COLUMNS

WITHIN WALL ACT AS A

CONTROL JOINT)

WHERE MULTIPLE BARS

ARE REQUIRED AT

ENDS OF SHEAR

WALLS, WHERE SHOWN

ON THE PLANS, ONLY

ONE BAR SHALL BE

PLACED PER CELL

INTERIOR CONCRETE MASONRY PARTITION WALLS: GENERAL REQUIREMENTS

NOTE: THE FOLLOWING ONLY APPLIES TO INTERIOR, NON-STRUCTURAL CONCRETE MASONRY PARTITION WALLS.

1. ALL WALLS MUST HAVE HORIZONTAL 9 GAUGE (W1.7) JOINT REINFORCEMENT @ 16" o/c {TRUSS OR LADDER TYPE.}

2. WALLS MUST SPAN EITHER HORIZONTALLY OR VERTICALLY BETWEEN SUPPORTS.

3. UNREINFORCED CMU WALLS MAY SPAN A MAXIMUM DISTANCE AS SHOWN IN THE CHART BELOW.

4. FOR A HORIZONTAL SPAN, THE CMU MUST BE TIED/ANCHORED INTO AN ADJACENT WALL OR COLUMN AT BOTH ENDS.

5. FOR A VERTICAL SPAN, THE CMU MUST BE BRACED AT THE TOP TO THE FLOOR OR ROOF STRUCTURE ABOVE (SEE TYPICAL DETAILS

BELOW.)

NOMINAL

CMU SIZE

4" 6" 8" 12"

MAXIMUM

SPAN (FT.)

(S E

E C

H A

R T

M A

X

IM

U M

S P

A N

METAL STUDS @ 48" o/c

(ALTERNATE SIDES OF

WALL)

8" METAL STUDS, CONT.

ATTACH TO DECK W/ #10 SELF-

DRILLING SCREW @ 24" o/c

SLAB

CMU WALL

CEILING

VERTICAL SPAN BRACE OPTION "A"

CONT. STUD

TRACK

STUD

3-5/8", 20 GA.

6", 20 GA.

MAX. LENGTH

(FT.)

VERTICAL SPAN BRACE OPTION "B"

CEILING

SLAB

CMU WALL

TIE WALL TO ADJACENT

WALL WITH PRE-

FABRICATED TEE OR "L"

JOINT REINFORCEMENT

TIE WALL TO COLUMNS

WITH TRIANGULAR

COLUMN TIES

HORIZONTAL SPAN SUPPORT

MAXIMUM SPAN

WIRE-BOND #1700 CONTROL

JOINT ANCHOR

• BEND 90 DEGREES

• ATTACH TO EXISTING WALL

W/ (2) 3/16" x 1-1/4"

TAPCONS

HORIZONTAL SPAN SUPPORT AT EXISTING

NEW CMU WALL

EXISTING CMU WALL

NOTE: PROVIDE WIRE-BOND #1700 ANCHOR WHERE

NEW WALLS ABUT EXISTING WALLS AND WHERE

TEE OR "L" JOINT REINFORCEMENT HAS BEEN

MISSED IN NEW CONSTRUCTION.

M A X. L

E N G

TH

MAX.

SPAN

4'-0" 6'-0" 8'-0" 10'-0" 12'-0"

L

IN

T E

L

D E

E P

LINTEL

DEPTH

8" 8" 8" 16" 16"

BOTT.

REINF.

1 - #4 1 - #4 1 - #6 1 - #6 1 - #6

8" NORMAL

WEIGHT BLOCK

BOTT. REINF.

(PER SCHED.)

1 - #5 BAR

NOTES:

a. U-BLOCK LINTEL SCHEDULE SHALL BE USED FOR

ALL CMU BLOCK OPENINGS UNLESS OTHERWISE

NOTED ON THE PLANS.

b. 8" MINIMUM BEARING IS REQUIRED.

c. BLOCK SHALL BE LAID IN RUNNING BOND.

d. CONCRETE BLOCK UNITS MUST COMPLY WITH

ASTM C 90, NORMAL WEIGHT. UNIT

COMPRESSIVE STRENGTH SHALL BE 1900 PSI

MINIMUM.

e. FILL BEARING CELLS OF BLOCK W/ GROUT DOWN

TO FOOTING.

f. LINTEL SHALL BE FILLED SOLID W/ 2000 PSI

GROUT.

g. REINFORCING BARS SHALL BE ASTM 615 GRADE 60.

h. MORTAR SHALL BE TYPE "S".

i. WHERE VERTICAL CONTROL JOINT OR

EXPANSION JOINT IS CLOSER THAN 16" TO

EITHER SIDE OF OPENING, NOTIFY ENGINEER.

U-BLOCK LINTEL SCHEDULE

L

IN

T E

L

D E

E P

Sheet Number:

Project Number:

No. PE038341

PROFESSIONAL

G

E O R G

I

A

M A

T T

H EW B . H A M

M O

N D

E

NG I N E E

R

R

EG

ISTERED

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

Sheet Name:

0632102

S301

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ISSUED DATE: 07/08/2021

TYPICAL MASONRY

DETAILS

S301

1 TYPICAL REINFORCED MASONRY WALL SECTION

S301

2 TYPICAL CMU CONTROL JOINT

S301

3 TYPICAL MASONRY WALL CORNER

S301

4 TYPICAL WALL INTERSECTION

S301

5 TYPICAL WALL MORTAR REQUIREMENTS

S301

6 DOWEL BEND LIMIT IN CMU

S301

7 TYPICAL REINFORCED MASONRY WALL

S301

8 TYPICAL INTERIOR CMU DETAILS

S301 SCALE: 1 1/2" = 1'-0"

9 8" U-BLOCK LINTEL SCHEDULE

N O

Is s u a n c e D e s c ri p ti o n

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GENERAL ARCHITECTURE NOTES:

1. THE DRAWINGS INDICATE THE GENERAL EXTENT OF

WORK. THE DRAWINGS ARE NOT INTENDED TO

INDICATE OR DESCRIBE ALL WORK REQUIRED FOR

THE FULL PERFORMANCE AND COMPLETION OF THE

REQUIREMENTS OF THE CONTRACT DOCUMENTS.

2. THE ENUMERATION OF PARTICULAR…