Attachment 03 CRWC Full Set Drawings (Signed).pdf

PROJECT DIRECTORY

STRUCTURAL ENGINEER

MH STRUCTURES

POWDER SPRINGS, GA 30127

404.317.0746

MATT HAMMOND, P.E.

MATT@MHSTRUCTURES.COM

PROJECT SITE

LAKE RABUN

OWNER

USDA

U.S. FOREST SERVICE,

SOUTHERN REGION

1720 PEACHTREE STREET, NW

SUITE 716 NORTH

ATLANTA, GA 30309

CIVIL ENGINEER

CROFT & ASSOCIATES, INC.

3380 BLUE SPRINGS ROAD

KENNESAW, GA 30144

770.529.7714

CHRIS JUNG, P.E.

CJUNG@CROFTAE.COM

ARCHITECT

CROFT & ASSOCIATES, INC.

3380 BLUE SPRINGS ROAD

KENNESAW, GA 30144

770.529.7714

ANTHONY IORILLO

ANTHONY@CROFTAE.COM

MEP ENGINEER

CROFT & ASSOCIATES, INC.

3380 BLUE SPRINGS ROAD

KENNESAW, GA 30144

770.529.7714

MILES JOHNSON

MJOHNSON@CROFTAE.COM

LOW VOLTAGE SYSTEMS ENGINEER

J & A ENGINEERING CONSULTANTS

4994 LOWER ROSWELL ROAD, SUITE 1

MARIETTA, GA 30068

770.817.4220

STUART WALL

SWALL@JAENGINEERING.NET

CHATTOOGA RIVER

WORK CENTER

PROJECT

12445222C008

FOREST SERVICE REGION 8

UNITED STATES DEPARTMENT OF AGRICULTURE

PROJECT FINANCED BY

2"

ARCHITECT

CROFT & ASSOCIATES, INC.

2"1'-8"2"1'-8 1/2"

8'-0"

BLACK LOGOS

8'x4' EARTH CONTACT

PLYWOOD, PAINTED

WHITE

4x4x8' POST

3' MIN. DEPTH

IN GROUND

ARIAL BLACK

3" BOLD TEXT

ARIAL BLACK

2" BOLD TEXT

ARIAL BLACK

3" TEXT

M

IN

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

Croft & Associates 3380 Blue Springs Road

Kennesaw, Georgia 30144

770.529.7714 (p) www.croftae.com

G-001

COVER SHEET

2022-419

SLA

MJ

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

AWI

05-10-24

A PROJECT FOR

UNITED STATES DEPARTMENT OF AGRICULTURE

U.S. FOREST SERVICE, SOUTHERN REGION

CHATTOOGA RIVER WORK CENTER

9975 Highway 441S Lakemont, GA 30552

DRAWING ISSUANCE LOG

N U

M B

E R

SHEET NAME 2

-1 -0

S

U B

M

IT

T A

L

-0 -2

S

U B

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IT

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S

U B

M

IT

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-1

-1

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D 's

-0 -2

M O

D P

-0 -0

S

IG

N A

P P

R O

V A

L S

E T

-0 -1

R E

V

IS

IO

N

GENERAL

G-001 COVER SHEET X X X X X X

LS101 LIFE SAFETY PLAN X X X X X X

1 SURVEY X X X

CIVIL

C-001 GENERAL NOTES X X X X

C-100 SITE & UTILITY PLAN X X X X

C-101 TRUCK MOVEMENT PLAN X X X

C-102 GRADING PLAN X X X

C-103 EROSION CONTROL PLAN X X X

C-500 CIVIL DETAILS 1 OF 3 X X X

C-501 CIVIL DETAILS 2 OF 3 X X X

C-502 CIVIL DETAILS 3 OF 3 X X X

C-800 SANITARY SEWER PROFILE X X X

STRUCTURAL

S-001 GENERAL NOTES X X X X

S-002 TYPICAL WOOD & SLAB DETAILS X X X X

S-003 TYPICAL WOOD DETAILS X X X X

S-101 FOUNDATION PLAN X X X X

S-102 ROOF FRAMING PLAN X X X X

S-201 WIND PRESSURE PLAN X X X X

ARCHITECTURAL

A-001 WALL TYPES X X X X X

A-100 SLAB PLAN X X X X

A-101 FLOOR PLAN X X X X X

A-131 REFLECTED CEILING PLAN X X X X

A-151 ROOF PLAN AND DETAILS X X X X

A-201 EXTERIOR ELEVATIONS X X X X

A-301 BUILDING SECTIONS X X X X

A-351 DETAILS X X X X X

A-352 DETAILS X X X X

A-353 DETAILS X X X X

A-401 ENLARGED RESTROOM PLAN AND INTERIOR ELEVATIONS X X X X

A-402 STANDARD RESTROOM DETAILS & MILLWORK X X

A-601 DOOR SCHEDULE AND WINDOW SCHEDULE X X X X

A-701 FINISH SCHEDULES X X X X

PLUMBING

P-001 PLUMBING CALCULATIONS AND LEGEND X X X X

P-101 UNDERGROUND PLUMBING AND SANITARY PLANS X X X X

P-102 DOMESTIC WATER, AIR, AND GAS PLAN X X X X

P-501 PLUMBING DETAILS X X X

P-601 PLUMBING SCHEDULES X X X X

P-901 PLUMBING RISERS X X X

MECHANICAL

M-001 MECHANICAL LEGEND AND SCHEDULES X X X X

M-101 MECHANICAL PLAN X X X X

ELECTRICAL

E-001 ELECTRICAL GENERAL NOTES X X X X

E-100 ELECTRICAL SITE PLAN X X X X

E-101 FLOOR PLAN - LIGHTING X X X X

E-102 FLOOR PLAN - POWER X X X X

E-401 ELECTRICAL DETAILS X X X X

E-501 ELECTRICAL SCHEDULES X X X

LOW VOLTAGE SYSTEMS

LV-000 COVER PAGE X

LV-101 SITE PLAN X

LV-201 LEVEL 1 - FLOOR PLAN X

LV-301 LARGE SCAPE X

LV-401 ONE-LINE DIAGRAMS X

LV-501 DETAILS X

LV-502 DETAILS X

LV-503 DETAILS X

Grand total: 54

0 1 2 3 FT

3/4" = 1'-0"

G-001

PROJECT SIGN

DEDUCTIVE ALTERNATES

N0. DESCRIPTION

1 CHANGE WIDTH OF CONCRETE APRON. REPLACE A PORTION OF THE CONCRETE APRON

WITH GRAVEL PAVEMENT IN THE SCOPE ACCORDING TO THE FOLLOWING: ALONG THE

PERIMETER OF THE BUILDING REDUCE THE WIDTH OF THE CONCRETE FROM 9’ WIDE TO 6’

WIDE. REPLACE THE REMOVED CONCRETE PAVEMENT.

2 REMOVE PARKING BUMPERS. REMOVE FROM THE SCOPE 24 METAL PIPE BOLLARDS AT

CORNERS OF THE BUILDING AND AT OVERHEAD DOORS, LEAVING THE THREE BOLLARDS AT

THE COMPRESSOR.

3 REPLACE ROOF SYSTEM WITH PLYWOOD. IN THE SCOPE REPLACE THE SIPS ROOF PANELS

WITH 5/8” THICK WOOD SHEATHING. THE SHEATHING SHALL BE LAID WITH THE STRONG

DIRECTION OF THE PANEL PERPENDICULAR TO THE TRUSSES AND BE LAID WITH

STAGGERED JOINTS. THE SHEATHING SHALL BE ATTACHED TO STRUCTURE WITH 8D NAILS

SPACED AT 6-INCHES ON-CENTER ALONG THE EDGES AND IN THE FIELD OF THE PANEL;

BOUNDARY EDGES SHALL ALSO BE ATTACHED WITH 8D NAILS SPACED AT 6-INCHES

ON-CENTER. PANEL EDGES DO NOT NEED TO BE BLOCKED BUT PROVIDE “H” PANEL EDGE

CLIPS AT MID-SPAN ALONG UNSUPPORTED EDGES OF PANELS. RIGID INSULATION TO

ACHIEVE THE REQUIRED R VALUE IS TO BE FASTENED PER MANUFACTURER DIRECTIONS TO

THE PLYWOOD DECKING.

4 REDUCE ACCESS PANEL. REMOVE FROM SCOPE FIVE (5) ATTIC ACCESS PANELS.

5 REMOVE URINAL (1 EA.). REMOVE FROM SCOPE THE URINAL IN TOILET #103, AND

ASSOCIATED PLUMBING.

6 REMOVE HAND DRYERS (2). REMOVE FROM SCOPE TWO (2) HAND DRYERS FROM TOILET

#103 AND TOILET #105, AND ASSOCIATED ELECTRICAL.

7 REMOVE PROPANE SOURCE FOR RADIANT HEAT AND USE ELECTRIC. REPLACE PROPANE

RADIANT HEATERS IN THE WORK BAY WITH ELECTRIC RADIANT HEATERS FROM THE SCOPE:

MECHANICAL DEDUCTIONS: REMOVE (3) 50MBH IR PROPANE-FIRED UNIT HEATERS FROM

WORK BAY #101.

PLUMBING DEDUCTIONS: REMOVE (1) 60-GALLON 120 MBH PROPANE-FIRED HIGH-RECOVERY

WATER HEATER FROM JANITOR #104. REMOVE ALL PROPANE GAS SUPPLY PIPING SCOPE AND

ACCESSORIES FROM THE BUILDING AND ALL PROPANE GAS SUPPLY PIPING SCOPE

ASSOCIATED WITH THE SITE THAT SERVES THIS FACILITY.

ELECTRICAL DECUCTIONS: REMOVE (1) 20-AMP BREAKER AND (4) SETS EACH OF (2) #12 AND

(1) #12GROUND FEEDERS WITHIN 1/2" CONDUIT SERVING THE (3) PROPANE-FIRED IR

HEATERS AND THE (1) PROPANE-FIRED WATER HEATER.

MECHANICAL ADDITIONS: ADD (9) 60-INCH 5.0-KW 240V ELECTRIC IR HEATERS SPACED

EVENLY IN THE LOCATIONS PREVIOUSLY INDICATED FOR THE GAS-FIRED IR HEATERS, WITH

OUTERMOST HEATERS IN EACH SECTION BEING PLACED AS CLOSE TO THE ENDS OF THE

EXISTING LOCATIONS AS POSSIBLE TO ENSURE COVERAGE AND MAXIMUM FREEZE

PROTECTION FOR THE WATER SUPPLY REEL PIPING ADJACENT TO THE ROLLUP DOORS.

PLUMBING ADDITIONS: ADD (1) 60-GALLON COMMERCIAL ELECTRIC TANK-TYPE WATER

HEATER WITH MINIMUM 7.5KW 240V ELECTRIC HEATING ELEMENT.

ELECTRICAL ADDITIONS: INCREASE INCOMING SERVICE FEEDER SIZE TO 2-SETS 4-600KCMIL

AND 1#1/0 GROUND INSIDE 3-1/2” CONDUIT TO INCREASE MAIN SERVICE SIZE FROM 240V /

600A TO 240V / 800A. ADD (1) NEW PANELBOARD, PANELBOARD “C”, 240V / 200A MLO, FED BY

(2) #3/0 AND (1) #6 GROUND INSIDE 2” CONDUIT FROM PANELBOARD “A” TO SERVE THE NEW IR

HEATERS AND THE NEW WATER HEATER. ADD (9) SETS EACH OF (2) #8 AND (1) #10 GROUND

FEEDERS WITHIN 3/4" CONDUIT SERVING THE (9) 5.0-KW ELECTRIC IR HEATERS. ADD (1) SET

OF (2) #8 AND (1) #10 GROUND FEEDERS WITHIN 3/4" CONDUIT SERVING THE NEW 7.5-KW

ELECTRIC TANK WATER HEATER.

8 REMOVE LIGHT DUTY CONCRETE PAVEMENT EXCEPT AT DOORS (HEAVY DUTY CONCRETE

PAVING TO REMAIN AT WIDTH OF VEHICLE AND MAN DOORS). REPLACE A PORTION OF THE

CONCRETE APRON WITH GRAVEL PAVEMENT IN THE SCOPE ACCORDING TO THE

FOLLOWING: ALONG THE PERIMETER OF THE BUILDING REMOVE THE 6’ WIDE CONCRETE

LEAVING THE CONCRETE AT OVERHEAD AND MAN DOORS.

RECOMMENDED BY:

FOREST ENGINEER DATE

ENGINEERING STAFF OFFICER DATE

DISTRICT RANGER DATE

FOREST SUPERVISOR DATE

RO FACILITIES PROGRAM MANAGER DATE

APPROVED BY:

DIRECTOR OF ENGINEERING DATE

X

S H

O W

E R

48' - 10"

31' - 11"

28' - 8"

48' - 8"

R

P 160

303 SF

STORAGE

303 SF

FIRE CACHE

3010 SF

WORK BAY

FEC

FEC

FEC

FEC

DRINKING

FOUNTAIN

R

P 160

MESHED

PARTITION

CAGED AREA

(TYP. 4)2 HR RATED

FIRE BARRIER

WALL

INDUSTRIAL OCC.PER NFPA 101 - 3,619

SF(DIAGONAL HATCH)

STORAGE OCC. PER NFPA 101 - 726

SF(CROSS HATCH)

CONC. SIDEWALK

CONC. SIDEWALK

TOILET

JAN

LAUNDRY

TOILET

TD1

FE1

FE2

EYE WASH/

SHOWER

STATION

R

P 160

TD2

AIR

COMPRESSOR

• INTERNATIONAL BUILDING CODE, 2018 EDITION

(WITH 2020, & 2022 GEORGIA AMENDMENTS)

• INTERNATIONAL EXISTING BUILDING CODE, 2018 EDITION

(WITH 2021 GEORGIA AMENDMENTS)

• INTERNATIONAL FIRE CODE, 2018 EDITION

(NO GEORGIA AMENDMENTS)

• INTERNATIONAL MECHANICAL CODE, 2018 EDITION

(WITH 2020 GEORGIA AMENDMENTS)

• INTERNATIONAL PLUMBING CODE, 2018 EDITION

(WITH 2020, & 2022 GEORGIA AMENDMENTS)

• INTERNATIONAL FUEL GAS CODE, 2018 EDITION

(WITH 2020, & 2022 GEORGIA AMENDMENTS)

• NATIONAL ELECTRICAL CODE, 2020 EDITION

(WITH 2021 GEORGIA AMENDMENTS)

• INTERNATIONAL ENERGY CONSERVATION CODE, 2015 EDITION

(WITH 2020, & 2022 GEORGIA AMENDMENTS & SUPPLEMENTS)

• THE ADOPTED EDITION OF THE NFPA CODES AND STANDARDS AS

MODIFIED BY THE GEORGIA STATE FIRE MARSHAL

• NFPA 10, 2018 EDITION, STANDARD FOR PORTABLE FIRE

EXTINGUISHERS

• NFPA 13, 2019 EDITION, STANDARD FOR THE INSTALLATION OF

SPRINKLER SYSTEMS

• NFPA 70, 2017 EDITION, NATIONAL ELECTRIC CODE

• NFPA 72, 2019 EDITION, NATIONAL FIRE ALARM AND SIGNALING CODE

• NFPA 101, 2018 EDITION, LIFE SAFETY CODE

• ADA STANDARDS FOR ACCESSIBLE DESIGN, 2010 EDITION

• ADA STANDARDS FOR ACCESSIBLE DESIGN AS ADOPTED BY

OCGA TITLE(S) 25 AND 30

APPLICABLE CODES:

FEC

23'-0"

23'-0"

LIFE SAFETY LEGEND:

2-HOUR FIRE RATED WALL

EXIT SIGN

EMERGENCY LIGHT

TRAVEL DISTANCE

FIRE EXTINGUISHER & CABINET

FIRE EXTINGUISHER & BRACKET

DOOR RATING (MINUTES)

TRAVEL DISTANCE TO FEC

DOOR EGRESS LOAD TAG

P = PROVIDED R = REQUIRED

FEB

R

P 160

CODE RESEARCH:

GROUP S-1

STORAGE

TYPE VB

TYPE V(000)

OCCUPANCY CLASSIFICATION & TYPE OF CONSTRUCTION

INTERNATIONAL

BUILDING CODE

EDITION

NFPA 101

APPLICABLE CODE OCCUPANCY CLASS. TYPE OF CONST.

2018 EDITION

THIS BUILDING IS NON-SPRINKLERED

STORAGE

EXITS PROVIDED

SIZE # OF DOORS NUMBER OF OCCUPANTS

= 480 OCC. PROVIDED FOR@ 160 OCC/ DR3 DOOR(S)3'-0"

INDUSTRIAL

/ NON-

SEPARATED

BUILDING HEIGHT, STORIES AND AREAS PER IBC TABLES 504.3,

504.4 AND 506.2:

• HEIGHT ALLOWED = 40'-0" / ACTUAL = 21'-0"

• STORIES ALLOWED = 1 / ACTUAL = 1

• AREA ALLOWED = 9,000 SF / ACTUAL = 4,335 SF

PROVIDED

MIN. ALLOW

WATER

CLOSET(S)

URINAL(S) LAV(S) DF(S) BATHTUB(S)/

SHOWER(S)

OTHER

(SERVICE

SINK)

N/A

N/A 0%

OF

REQD.

WC(S)

M

PLUMBING FIXTURE COUNT PER IBC 403.1 (2018)

5,047 - BUILDING AREA UNDER ROOF

4,208 - LEASABLE AREA

FEC

T .O

O

P E

N

IN

G

A F

F

GA AMENDMENT 120-3-3-.04 (3)(i)12 DELETES 906.9 of the 2018 INTERNATIONAL

FIRE CODE AND REFERS TO NFPA 10. GA AMENDMENT 120-3-3-.04 (6)(a) AMENDS

6.1.3.8.1 AND 6.1.3.10.5 OF THE 2018 NFPA 10:

6.1.3.8.1 PORTABLE FIRE EXTINGUISHERS </= 40LB SHALL HAVE T.O.

EXTINGUISHER </= 48" AFF.

6.1.3.8.2 PORTABLE FIRE EXTINGUISHERS > 40 LB SHALL HAVE T.O.

EXTINGUISHER =/< 42" AFF.

6.1.3.8.3 IN NO CASE SHALL THE CLEARANCE BETWEEN THE BOTTOM OF

THE FIRE EXTINGUISHER AND THE FF BE < 4".

6.1.3.10.5 CABINETS OR WALL RECESSES FOR FIRE EXTINGUISHERS SHALL

BE INSTALLED W/ T.O. OPENING AT 50" AFF.

6.1.3.10.6 FOR FIRE RESISTANCE-RATED WALLS, ONLY SURFACE MOUNTED

CABINETS OR LISTED FIRE-RATED CABINETS SHALL BE INSTALLED.

S E

T A

T

A F

F i f

L

B

S E

T A

T

A F

F i f

L

B

LIGHT SWITCHES, DIMMERS, ACCESS CONTROL DEVICES

NON-ACCESSIBLE THERMOSTAT / H.M.I.

FIRE STROBE / LIGHT SENSOR / MOTION DETECTOR

EDGE OF WALL OR LATCH SIDE OF DOOR FRAME

NOTES:

1. COORDINATE WITH SPECIFIC WALL ELEVATION AND LOCATION.

2. GROUP AND ALIGN ALL WALL-MOUNTED DEVICES ON EACH WALL IN AN ORGANIZED

MANNER. VERIFY WITH ARCHITECT IN CASE OF CONFLICT.

3. REFER TO MECHANICAL/HVAC DRAWINGS FOR MOUNTING HEIGHT OF THERMOSTAT

AND OTHER HUMAN MACHINE INTERFACE (H.M.I.) DEVICES

4. REFER TO ELECTRICAL DRAWINGS FOR MOUNTING HEIGHTS OF ALL OTHER DEVICES.

5. FAILURE TO ALIGN DEVICES WILL REQUIRE CORRECTION AT CONTRACTOR'S EXPENSE.

IN CASE OF NARROW WALL OR COLUMN -

CENTER ON WALL OR COLUMN

ACCESSIBLE THERMOSTAT / H.M.I.

U.N.O.

1' - 0"

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

Croft & Associates 3380 Blue Springs Road

Kennesaw, Georgia 30144

770.529.7714 (p) www.croftae.com

LS101

LIFE SAFETY PLAN

2022-419

SLA

MJ

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

AWI

04-01-24

0 5 25 FT10

1/8" = 1'-0"

LS101

LEVEL 1 - LIFE SAFETY PLAN

OCCUPANT LOAD TABLE

RM # RM NAME AREA Occupancy

OCC.

FACTOR

OCC.

LOAD

101 WORK BAY 3010 SF INDUSTRIAL 100 SF 30

102 LAUNDRY 124 SF STORAGE 300 SF 0

103 TOILET 56 SF --- 0 SF

104 JAN 32 SF STORAGE 300 SF 0

105 TOILET 68 SF --- 0 SF

106 STORAGE 303 SF STORAGE 300 SF 1

107 FIRE CACHE 303 SF STORAGE 300 SF 1

3896 SF 33

N

3/4" = 1'-0"

LS101

FIRE EXTINGUISHER MOUNTING HGT

TRAVEL DISTANCES

PATH TOTAL DISTANCE MAX

FE1 28'-8" 75'

FE2 31'-11" 75'

TD1 48'-10" 200'

TD2 48'-8" 200'

1/4" = 1'-0"

LS101

TYPICAL WALL MOUNTED DEVICE ALIGNMENT

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8.

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co m

O ak S t N W

, G ai ne sv ill e, G A

R oc he st er a nd

A ss oc ia te s, L

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TH

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EST ZO

N E

2022-419

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-001

GENERAL NOTES

12/18/2023

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-100

SITE & UTILITY PLAN

N O

R

TH

1" = 20'

0 10 40 FT20

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-101

TRUCK MOVEMENT PLAN

N O

R

TH

1" = 20'

0 10 40 FT20

12/18/2023

SD

SD

SD

SD

SD

SD

SD

SD

ST

ST

ST

ST

ST

ST

ST

ST

ST

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

2022-419

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

N O

R

TH

1" = 20'

0 10 40 FT20

C-102

GRADING PLAN

SD

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

N O

R

TH

1" = 20'

0 10 40 FT20

C-103

EROSION CONTROL

PLAN

Sd1-S

Ds3

Ds3

Ds3

St

St St

CODE PRACTICE DETAIL DESCRIPTIONMAP

SYMBOL

Ds3 Ds3

Sd1-S

Co Co

Co

Sd1-S

Cd

Cd Ss Ss

Ss

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-500

CIVIL DETAILS

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-501

CIVIL DETAILS

SILT FENCE - TYPE SENSITIVE

SIDE VIEW

FRONT VIEW

Sd1-S FASTENERS FOR SILT FENCES

OVERLAP AT FABRIC ENDS

Ds3

Ds3

Ds3

Ds3

PIPE OUTLET TO WELL DEFINED CHANNEL

PIPE OUTLET TO FLAT AREA -- NO WELL DEFINED CHANNEL

RIPRAP OUTLET PROTECTIONSt

CRUSHED STONE CONSTRUCTION EXIT

EXIT DIAGRAM

ENTRANCE ELEVATION

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

C-502

CIVIL DETAILS

STONE CHECK DAM

CROSS SECTION

PROFILE VIEW

TYPICAL INSTALLATION GUIDELINES FOR ROLLED

EROSION CONTROL PRODUCTS (RECP)

BLANKET AND MATTING CROSS-SECTIONS

Cd Ss

12/18/2023

Forest Service

USDA FOREST SERVICE

REGION 8

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

CROFT & Associates 3380 Blue Springs Road Kennesaw, Georgia 30144

770.529.7714 (p) 770.529.7716 (f) www.croftandassociates.com

LMC

CKJ

CKJ

1" = 10'

0 5 20 FT10

C-800

SANITARY SEWER

PROFILE

12/18/2023

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 prior to performing work.

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 fabrication and 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. Show wall steel in elevation. Indicate control joint locations. No fabrication shall begin until shop drawings are completed and approved.

8. 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.

9. Submit structural insulated panel drawings for approval prior to fabrication. Drawings shall include at a minimum the panel materials, plan layout, construction details, show that connection details meet structural loading criteria, and show certification that panels meet all applicable design standards and tests. Shop drawings must be stamped by a professional engineer licensed in Georgia.

CONCRETE & REINFORCING:

1. All concrete work shall conform to ACI 301, "Specifications for Structural Concrete for Buildings". Design is based on ACI 318, "Building Code Requirements for Structural Concrete".

2. Unless noted otherwise, provide a 10-mil polyethylene vapor barrier beneath the interior slab-on-grade with joints lapped not less than 6 inches and taped. In areas with vapor sensitive coverings, humidity control, or storage of moisture sensitive materials in direct contact with the exposed slab-on-ground surface, provide 15 mil polyethylene vapor barrier beneath the floor slab.

3. Contraction joints shall be placed where shown on plans, at column lines and at intermediate lines such that spacing between joints does not exceed 20'-0", with an aspect ratio of panels not to exceed 1.5. Locate construction joints at contraction joints. Provide a 4” subbase layer of compacted graded aggregate beneath the vapor barrier.

4. Use of calcium chloride, chloride ions, or other salts in concrete is not permitted.

5. The air content in all concrete exposed to weather at point of placement shall be proportioned according to ACI 318 Table 19.3.3.1 for exposure class F1, moderate. Provide air content that complies with floor system fire rating requirements.

6. See construction testing section of the general notes for minimum concrete testing requirements.

7. Begin curing slabs immediately after finishing concrete. Curing method shall be compatible with adhered finishes. A moist cure or dissipating curing compound shall be used at cementitious finishes. Submit product data to the architect for review.

8. Horizontal construction joints are permitted only where indicated. The architect shall approve the location of vertical construction joints. Construction joints shall be thoroughly roughened by mechanical means, and cleaned.

9. Detail concrete reinforcing and accessories in accordance with ACI "detailing manual", SP-66(04). Submit shop drawings for approval, showing all fabrication dimensions and locations for placing reinforcing steel and accessories. Do not begin fabrication until shop drawings are completed and reviewed.

A. Detail all concrete walls and beams in elevation unless specifically approved otherwise. Cut sections showing bar locations and concrete cover.

10. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted otherwise.

11. Welded wire fabric (mesh) shall conform to ASTM A1064 and shall be provided in flat sheets (rolls not permitted). Lap two squares at splices.

12. Tie all reinforcing steel and embedments securely in place prior to placing concrete. Provide sufficient supports to maintain the position of reinforcing within specified tolerances during all construction activities. "Sticking" dowels into wet concrete is not permitted.

13. Provide continuous reinforcing wherever possible; splice only as shown or approved; stagger splices where possible. 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. Dowels shall match the size and spacing of the specified reinforcing and shall have full tension lap splices.

14. Wall footing reinforcing bars shall run continuous through column footings.

15. Reinforcing steel shall have the following concrete cover unless noted otherwise:

A. Concrete cast against earth (not formed): 3" B. Formed concrete exposed to earth or weather:

a. #6 through #18 bars: 2"

b. #5 bars and smaller: 1-1/2"

C. Concrete not exposed to earth or weather:

a. Slabs and walls: 1"

b. Beam stirrups and column ties: 1-1/2"

16. Do not place pipes or ducts exceeding one-third wall thickness within the wall unless specifically shown and detailed on structural drawings.

17. Pipes and conduit shall not be placed within elevated slabs, they must be properly hung from structure beneath. Refer to mechanical, electrical and plumbing drawings for utility support.

18. Concrete mix designs, in accordance with ACI 318 section 5.3, shall be submitted to the testing agency and the architect.

19. All concrete shall meet the following requirements:

A. General concrete requirements:

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

1. Slab-on-grade: 3,000 PSI

b. Portland cement: ASTM C150. Type I

c. Fly ash, if used: ASTM C618, class F or C, maximum 25%, by weight, of total cementitious material.

d. Ground granulated blast-furnace slag (GGBFS), if used: ASTM C989, grade 100 or 120, maximum 25%, by weight, of total cementitious material.

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

f. Do not use admixtures containing calcium chloride.

g. Air-entraining admixture: ASTM C260 (as needed; follow manufacturing dosage)

h. Water-reducing admixture: ASTM C494 / C494M, type A (as needed; follow manufacturing dosage.)

i. Normal weight aggregates shall meet ASTM C33 with a maximum size of 1" unless noted otherwise on plans

j. Welded wire reinforcement shall meet ASTM A1064

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

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

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

n. Slump limit: 5 inches

o. Maximum water / cement ratio: 0.50

WOOD:

1. Sawn members that are headers, joists, rafters, and posts shall be Spruce-Pine-Fur (SPF) of #2 grade or better; wall studs shall be Spruce-Pine-Fur of #3 or stud grade.

Southern Pine is an acceptable substitute for Spruce-Pine-Fur.

2. All references to "nails" on the plans shall be common nails unless noted otherwise on the plans.

3. All wood embedded or in contact with concrete, masonry, earth or directly exposed to weather shall be pressure treated.

4. Refer to the "Wood Truss Notes" for additional notes for the wood truss manufacturer.

5. Refer to the "Wood Framing Fastening Schedule" on the plans for typical framing attachments not otherwise detailed.

6. Refer to the "Wood Sheathing Attachment Plan" for the required nailing pattern.

7. All metal (plates, nails, bolts, etc.) In contact with pressure treated and fire-retardant wood shall have G185 zinc galvanized coating.

8. Top and bottom plates of all walls shall be the thickness of a nominal 2x and at least equal to the stud width.

9. A double top plate shall be provided for all load bearing stud walls. The top plate shall be nailed together with 16d common wire nails @ 16" on-center. Top plate splices shall have (8) 16d nails on each side of splice, and the splice shall be lapped with adjacent wall at intersections and corners.

10. Provide double joists directly under partition walls which run parallel to framing.

11. Provide triple studs at all corners and at all beam bearings through to foundation, unless noted otherwise.

12. Refer to the typical wood details for limitations of cutting, notching, and boring of studs and joists.

13. All wood connectors and product model numbers are based off Simpson Strong-Tie. Alternate connectors shall meet or exceed the design values specified by Simpson

Strong-Tie.

WOOD TRUSSES:

1. Wood trusses are a deferred submittal. See deferred submittal section of the general notes. Submittal shall include species, sizes, lumber grades, and connection details.

2. Submit calculations and shop drawings for details, fabrication, and erection of wood trusses:

A. Coordinate calculations with shop drawings.

B. Drawings shall clearly indicate location of details for erection.

C. Drawings shall include design loads.

D. Drawings shall include truss layout, spacing, type, material member properties and all details of connections including type, size, and spacing of connectors.

E. Drawings shall include truss/wall connection loads and truss bracing requirements.

F. Provide calculations for all typical and non-typical connections and for attachment to primary structural frame.

3. Fabrication shall not begin until shop drawings are submitted and approved.

4. Wood trusses shall be designed in accordance with the applicable provisions of the latest edition of the National Design Specifications for Wood Construction, Design Specifications For

Metal Plate Connected Wood Trusses, The Truss Plate Institute, and Section 2303.4 of the 2018 International Building Code.

5. Wood roof trusses shall be designed for:

A. TC Dead Load = 10 psf B. BC Dead Load = 10 psf C. TC Live Load = 20 psf or 300 lbs anywhere (worst of) D. BC Mechanical Live Load = 10 psf E. WL per Components & Cladding Wind Pressure Plan on S-201 F. TC Snow Load = As required by code G. Roof Truss Live Load Deflection: L/240 & 5/8"

6. Truss layout on the plan is generic in nature; the truss manufacturer shall locate trusses to meet all plan requirements.

7. Shear and uplift anchorage requirements shall be clearly noted on the shop drawings so that these designed connections can be verified.

8. The wood truss cross-section shown in building sections are schematic in nature. The roof truss manufacturer is responsible for the exact truss layout that meets the intent of the structural and architectural drawings & details.

9. Gypsum board attached directly to the bottom chord of the truss shall be considered adequate for bracing truss bottom chord. Where gypsum board is attached to the bottom chord of the truss by resilient channels or hat channels, the bottom chord of the truss shall not be considered braced and the truss manufacturer shall design & provide bracing for the bottom chord.

The truss manufacturer shall coordinate ceiling type and locations with the architectural drawings.

10. All truss-to-truss connections shall be furnished by the truss manufacturer.

11. The top chord shall be considered permanently braced by the wood roof sheathing.

12. Trusses shall be permanently restrained and braced in a manner consistent with good building practices as outlined in BCSI and in accordance with the requirements of the construction documents. Trusses shall furthermore be anchored or restrained to prevent out-of-plane movement so as to keep all truss members from simultaneously buckling together in the same direction. Such permanent later restraint shall be accomplished by: (a) anchorage to solid end walls; (b) permanent diagonal bracing in the plane of the web members; or (c) other suitable means.

13. Truss temporary bracing, permanent truss restraint bracing, & truss member/component bracing shall be designed and specified by the truss design engineer and shall be furnished by the contractor.

14. All bracing for the trusses shall follow current BCSI standards.

15. Permanent building stability bracing to transfer lateral load forces to the lateral load resisting system has been designed by the structural engineer of record and is shown on the plans.

16. The roof truss manufacturer is responsible for all the gable end wall trusses.

STRUCTURAL INSULATED PANELS (SIPs):

1. SIPs and SIP connections shall be designed by a professional engineer licensed in Georgia to meet all project requirements. The SIP engineer shall be responsible for the design of the panel and connections to meet the following loading conditions: uplift, gravity, and shear. Refer to the plans for the required loading.

2. Exterior facing of panel shall be plywood. Interior facing of panel shall be OSB.

3. Refer to specification section 06 1219 for additional requirements.

DELEGATED DESIGN:

1. Delegated designs include, but are not limited to, the following building components:

A. SIPs and SIP Connections B. Wood trusses

2. Shop drawings and calculations for these components shall be submitted to the architect unless noted otherwise. Deferred submittals shall be sealed, signed, and dated by the delegated component Structural engineer registered in the project state. Refer to other sections of these general notes for specific requirements of deferred submittals. Review of deferred submittals shall be for general conformance with the contract documents and shall not relieve the contractor and its engineer of the full responsibility for design. Do not begin fabrication until deferred submittals are approved.

3. Deferred submittal building components shall accommodate allowable building deflections and drift as set forth by the building code and construction tolerances as defined by the AISC “code of standard practice for steel buildings and bridges” and ACI “specification for tolerances for concrete construction and materials”. See specifications for design criteria.

APPLICABLE CODES FOR DESIGN:

1. International Building Code: 2018 IBC with Ga. Amendments (2020 & 2022)

RISK CATEGORY:

1. Risk category: II

STRUCTURAL LOAD CRITERIA:

1. DEAD LOADS:

A. Roof: 20 PSF

2. LIVE LOADS:

A. Roof: Live Load: 20 PSF & 300 lbs. (not concurrent) B. Floor (Slab-on-grade): 125 PSF & 3000 lbs. (not concurrent)

3. SNOW LOAD CRITERIA:

A. Snow Load Importance Factor; Is: 1.0 B. Ground Snow Load, Pg: 10 PSF C. Flat-Roof Snow Load, Pf: 6.3 PSF D. Sloped-Roof Snow Load, Pf: 5.0 PSF (Balanced snow load for design) E. Exposure Factor, Ce: 0.9 F. Thermal Factor, Ct: 1.0

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

A. Basic Wind Speed (3 second gust)

a. Vult: 107 MPH

b. Vasd: 83 MPH

B. Wind Exposure: B C. Internal Pressure Coefficients: +0.18, -0.18 D. Refer to drawing on S-201 for velocity pressures for components & cladding design.

5. SEISMIC DESIGN DATA

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

C. SS: 0.289

D. S1: 0.097 E. Fa: 1.3 F. Fv: 1.5

G. SDS: 0.251

H. SD1: 0.097

I. Seismic Design Category: B J. Basic Seismic Force Resisting System

a. Light Frame (Wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance (Section A.15)

• Response Modification Coefficient, R: 6.5

• System Overstrength Factor, Ωo: 3.0

• Deflection Amplification Factor, Cd: 4.0

K. Seismic Response Coefficients, CS: 0.039 L. Seismic Base Shear:

a. Plan North / South: 8 kips

b. Plan East / West: 8 kips

M. Seismic Forces Analysis per Equivalent Lateral Force Procedure

FOUNDATIONS:

1. The design of foundations, retaining walls and slabs-on-ground are based on the recommendations in the geotechnical report from GEOHYDRO ENGINEERS dated November 22, 2022 (Project # 222708.20). Foundation sizes are based on an allowable bearing pressure of 2,000 PSF.

2. Retaining walls are based on the following Equivalent Lateral Fluid Pressure criteria:

A. Active Pressure: 42 PCF B. At Rest Pressure: 63 PCF C. Passive Pressure: 375 PCF D. Coefficient of Friction: 0.4 (ultimate level)

3. 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, footings, slabs, or walls.

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

5. Coordinate flooring elevations with below slab plumbing, and lower footing elevations as required to avoid interference. All top of footings required to be lower further than 2'-8" below finished floor elevation shall be coordinated with the structural engineer.

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

7. 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.

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

9. Where footing steps are necessary, they shall be no steeper than one vertical to two horizontal.

10. Basement walls (walls supported at the top and bottom by slabs or floor framing) require the following precaution: do not backfill against the wall before the slabs at top and bottom are cast and have reached 75% of design strength.

A

B

C

D

E

F

G

H

I

J

K

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

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

L

M

N

O

P

R

S

T

U

V

W

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/

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

ABBREVIATIONS

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

12-18-2023

S-001

GENERAL NOTES

2022-419

MH

MH

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

MH

2 ADDITIONAL 20d

NAILS AT ENDS

WINDOW SILL PLATE

BOTTOM PLATE

FULL

HEIGHT

(KING) STUD

JACK STUD

HEADER

DOUBLE

TOP

PLATE

UPPER TOP PLATE LAPS

OVER

CONTINUOUS BOTTOM PLATE

PLATE PLATE

PLATE

BLOCKING

SHIM

NAILER

STUD

STUD

STUD PLATE

STUD

PLATE

POST POST

END JOINT

TYPICAL DETAIL - Nailing Built-up Beams and Girders TYPICAL DETAIL - Wall Opening

TYPICAL DETAIL - Multiple Studs at CornersTYPICAL DETAIL - Wall Framing at Intersecting Partitions

TYPICAL DETAIL - Top Plate Intersection Detail

20d @ 32" o/c

& BOT ROWS

STAGGER TOP

5/8" MIN.

FROM STUD

FACE

NOTCH 25%

MAX. OF STUD

WIDTH

BORED HOLES:

• MAX. DIA. = 40% OF

SINGLE STUD WIDTH

• MAX. DIA. = 60% OF

DOUBLE STUD WIDTH,

PROVIDED NOT MORE

THAN TWO SUCCESSIVE

DOUBLE STUDS ARE

BORED

BORED HOLES:

MAX. DIA. = 60%

OF STUD WIDTH

NOTCHING LIMITS

STUD

SIZE

2x4 2x6 2x8

25%

NOTCH

7/8" 1 3/8" 1 13/16"

40%

NOTCH

1 3/8" 2 3/16" 2 7/8"

BORING LIMITS

STUD

SIZE

2x4 2x6 2x8

40%

DIA.

1 3/8" 2 3/16" 2 7/8"

60%

DIA.

2" 3 1/4" 4 1/4"

EXTERIOR AND LOAD BEARING WALLS INTERIOR, NON-LOAD BEARING WALLS

TYPICAL DETAIL - STUD WALL NOTCHING & BORING LIMITS

5/8" MIN.

FROM STUD

FACE

NOTCH 40%

MAX. OF STUD

WIDTH

4' - 0" M

IN.

(8) 16d NAILS

ON EACH SIDE

OF SPLICE

16d NAILS @ 16" o/c

2x STUD WALL

2x DOUBLE TOP

PLATE SAME

WIDTH AS STUDS

NOTE:

TOP PLATE SHALL OVERLAP AT

CORNERS AND ADJACENT WALL

INTERSECTIONS. PROVIDE NAILED

SPLICE CONNECTION SHOWN AT

ALL SPLICES, INCLUDING CORNERS

AND INTERSECTIONS.

TYPICAL DETAIL - Top Plate Splice Detail

(8) 16d NAILS

ON EACH SIDE

OF SPLICE

16d NAILS @ 16" o/c

LOAD BEARING WOOD HEADER SCHEDULE

MARK

H-1

H-2

H-3

MAX.

SPAN (ft.)

4'-0"

5'-0"

6'-0"

SIZE

(3) 2x8

(3) 2x10

(3) 2x12

JACK

STUDS

2 ADDITIONAL NAILS AT EACH END

NAILING PATTERN FOR EACH PLY

• 16d @ 16" o/c (TOP & BOTT)

1/2" SHEATHING SPACERS

NOTES:

- NAIL ALL HEADERS, BEAMS, AND LINTELS w/ 16d NAILS @ 16"

TOP & BOTTOM (MIN.)

- NAIL EACH ADDITIONAL PLY WITH AN ADDITIONAL ROWS OF

NAILS.

- ALL HEADERS TO BE PLACED DIRECTLY ABOVE OPENING.

- NAIL ALL JACK STUDS AND KING STUDS TOGETHER WITH 16d NAILS @ 24" o/c

CONNECTION

1. Blocking between joists or rafters to top plate

2. Ceiling joists to plate

3. Ceiling joists, laps over partitions

(see 2012 IBC Table 2308.10.4.1)

4. Ceiling joists to parallel rafters

(see 2012 IBC Table 2308.10.4.1)

5. Rafter to plate

(see 2012 IBC Table 2308.10.4.1)

6. Built-up girder and beams

7. Collar tie to rafter

8. Jack rafter to hip

9. Jack rafter to hip

10. Roof rafter to 2-by ridge beam

LOCATION

toenail toenail face nail face nail toe nail face nail at top and bottom staggered on opposite side face nail at ends and at each splice face nail toenail face nail toenail or face nail

FASTENING

3 - 8d common 3 - 8d common 3 - 16d common minimum

3 - 16d common minimum

3 - 10d common

20d common @ 32" o/c

2 - 20d common 3 - 10d common 4 - 16d common 3 - 16d common 2 - 16d common

TYPICAL WOOD FRAMING FASTENING SCHEDULE

11. Sole plate to joist or blocking

12. Sole plate to joist or blocking at braced wall panel

13. Top plate to stud

14. Stud to sole plate

15. Stud to sole plate

16. Double studs 17.Double top plates 18.Double top plate splice

19. Top plates, laps and intersections

20. Continuous header, two pieces

21. Continuous header to stud

22. 1" diagonal brace to each stud and plate

23. 1" x 8" sheathing to each bearing

24. Wider than 1" x 8" sheathing to each bearing

25. Built-up corner studs face nail braced wall panels end nail toenail end nail face nail face nail each side of lap splice face nail 16" o/c along each edge toenail face nail face nail face nail 12" o/c

16d @ 16" o/c 3 - 16d @ 16" o/c 2 - 16d common 4 - 8d common 2 - 16d common 16d @ 24" o/c 16d @ 16" o/c 8 - 16d common 2 - 16d common 16d common 4 - 8d common 2 - 8d common 3 - 8d common 3 - 8d common 16d common

26. Joist to sill or girder

27. Bridging to joist

28. 1" x 6" subfloor or less to each joist

29. Wider than 1" x 6" subfloor to each joist

30. 2" subfloor to joist or girder

31. Rim joist to top plate

32. Built-up girder and beams

33. 2" planks at each bearing

34. Joist to band joist

35. Ledger strip

36. Band (rim) joist or blocking to sill plate

Note:

1. Schedule is based on the 2018 IBC Table 2304.10.1

2. 8d common (2-1/2" x 0.131")

3. 10d common (3" x 0.148")

4. 16d common (3-1/2" x 0.162")

5. 20d common (4" x 0.192") toenail toenail each end face nail face nail blind and face nail toenail face nail at top and bottom staggered on opposite side face nail at ends and at each splice face nail face nail face nail at each joist toe nail

3 - 8d common 2 - 8d common 2 - 8d common 3 - 8d common 2 - 16d common 8d @ 6" o/c 20d common @ 32" o/c

2 - 20d common 2 - 16d common 3 - 16d common 3 - 16d common 8d common @ 6" o/c

W A

L L

R O

O F

F L

O O

R

TYPICAL DEPRESSED SLAB-ON-GRADE

t

W.W.F.

KEYED JOINT

TYPICAL SLAB CONTROL JOINT

t

W.W.F.

SAWN JOINT

WIDTH: 1/8"

DEPTH: 1/4 OF "t"

2t

OVERLAP VAPOR BARRIER

TAPE VAPOR

BARRIER

SEAM

3/4" 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" t

TYPICAL SLAB CONSTRUCTION JOINT w/ DOWELS

VAPOR BARRIER,

PER PLAN

STONE BASE, PER PLAN

TYPICAL STEPPED FOOTING

M A

X

1' - 0" 1' - 0"

S T

E P

WALL

FOOTING

BARS

BENT BARS TO MATCH

SIZE & QUANTITY OF

WALL FOOTING BARS

• PROVIDE FULL LAP

SPLICE

C L R

3"

C L

R

STEP SPACING

3'-0" MIN.

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

12-18-2023

S-002

TYPICAL WOOD &

SLAB DETAILS

2022-419

MH

MH

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

OPEN

SHEAR WALL KEYNOTES

1. PROVIDE BLOCKING AT SHEAR WALL SHEATHING JOINTS.

2. "STUD-PACK" AT ENDS OF SHEAR WALL. PROVIDE THE

NUMBER OF FULL HEIGHT STUDS AT ENDS OF SHEAR

WALL AS REQUIRED BY SHEAR WALL SCHEDULE.

3. PROVIDE HOLDOWN AND SLAB ANCHOR PER THE SHEAR

WALL SCHEDULE. ATTACH THE HOLDOWN TO THE STUD-

PACK PER THE HOLDOWN MANUFACTURER'S

INSTRUCTIONS.

4. 2x BLOCKING OVER SHEAR WALL. ATTACH TO TOP PLATE WITH 10d TOENAILS AT 6" o/c ON EACH SIDE OF

BLOCKING.

5. "EDGE" NAILING AT ALL EDGES OF SHEATHING; SEE

SHEAR WALL SCHEDULE FOR NAIL SIZE & SPACING.

6. "FIELD" NAILING AT ALL STUDS EXCEPT THOSE AT EDGES

OF SHEATHING PANELS.

7. SHEAR WALL SHEATHING PANEL; REFER TO SHEAR

WALL SCHEDULE FOR TYPE AND THICKNESS.

8. SIP CONNECTOR. SIZE AND SPACING BY SIP

MANUFACTURER'S PROFESSIONAL ENGINEER. DESIGN

FOR SHEAR LOAD AS INDICATED ON S-102.

TYPICAL SHEAR WALL ELEVATION

(AS SHOWN ON PLANS)

SHEAR WALL LENGTH

NOTE: WHERE THE SHEAR WALL LENGTH IS NOT INDICATED

ON THE PLANS, THE SHEAR WALL SHALL BE LOCATED

BETWEEN WALL OPENINGS .

STRUCTURAL WOOD SHEATHING SCHEDULE

LOCATION

1. Typical Exterior Wall

2. Exterior Shear Wall

APA RATING

24/16 24/16

MINIMUM

THICKNESS

7/16" 7/16"

NAIL

SIZE

6d 8d

BOUNDARY

6" 6"

Unblocked Blocked

FIELD

NAIL SPACING

BLOCKED vs UNBLOCKED

12" 12"

DIAPHRAGM

OPEN

OPEN

EXTERIOR WALL KEYNOTES

1. PROVIDE BLOCKING @ 48" o/c IF WALL IS NOT SHEATHED

ON BOTH SIDES.

2. ROOF TRUSSES. ATTACH EACH TRUSS TO THE TOP

PLATE (OR BEAM) WITH (2)-12d TOENAILS AND A

SIMPSON 'H2.5A' HURRICANE TIE.

3. ATTACH THE DOUBLE 2x TOP PLATE TO THE FULL- HEIGHT VERTICAL STUDS @ 48" o/c WITH A SIMPSON 'H6'

TIE. ALSO PROVIDE THE 'H6' TIE ON THE KING STUD ON

BOTH SIDES OF AN OPENING. THE 'H6' TOP PLATE

ANCHOR SHOULD ATTACH TO THE SAME STUD AS THE

'H8' SILL PLATE TIE.

4. PROVIDE DOUBLE KING STUDS AT OPENINGS.

5. PROVIDE A SIMPSON 'H8' HURRICANE TIE @ 48" TO TIE

STUD TO SILL PLATE. ALSO PROVIDE THE 'H8' TIE ON

BOTH SIDES OF OPENINGS. THE 'H8' SILL PLATE TIE

SHOULD ATTACH TO THE SAME STUD AS THE 'H6' TOP

PLATE TIE.

6. 1/2" DIAMETER SILL PLATE ANCHOR @ 48" o/c, AND

PROVIDE A MINIMUM OF 2 ANCHORS PER SILL PLATE.

PROVIDE ANCHORS AT CORNERS AND EACH SIDE OF

OPENINGS. ACCEPTABLE ANCHORS: 'LDT' (LARGE

DIAMETER TAPCON, BY RED HEAD, 'TITEN HD' BY

SIMPSON STRONGTIE, OR EQUAL.

7. PROVIDE SIMPSON 'LSTA18' STRAP AT ENDS OF HEADER

TO JACK STUD. BEND AND NAIL TOP OF STRAP OVER

HEADER AS REQUIRED.

8. SIP CONNECTOR. SIZE AND SPACING BY SIP

MANUFACTURER'S PROFESSIONAL ENGINEER. DESIGN

FOR SHEAR LOAD AS INDICATED ON S1.1.

5 6

TYPICAL EXTERIOR & LOAD BEARING WALL ELEVATION

WOOD SHEAR WALL SCHEDULE

MARK

SW-1

SHEATHING

7/16" OSB (EXT.)

FASTENERS

OSB: 8d NAILS

FASTENER SPACING

EDGE: @ 6" o/c FIELD: @ 12" o/c

SIMPSON HOLDOWN

AT ENDS OF WALL

HDU5 W/ 5/8" x 6" LDT

ANCHOR

STUD-PACK @ ENDS

OF WALL

(2) 2x6

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

12-18-2023

S-003

TYPICAL WOOD

DETAILS

2022-419

MH

MH

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

H

O W

E R

1 2

A

B

(OUTSIDE FACE OF STUD)

99' - 10"

(O U

T S

ID

E

F A

C E

O F

S T

U D

SLOPE SLAB AT DOORS 1/2"

S-101

S-101

S-101

S-101

6" CONCRETE SLAB ON GRADE OVER 15 MIL

VAPOR RETARDER OVER 4" GAB STONE BASE

• 4000 PSI CONCR. @ 28 DAYS

• REINF. SLAB W/ 6x6-W2.9xW2.9 W.W.F. 2"

FROM TOP OF SLAB

SW-1

HD HD

HD

HD

HD

HD

SW-1SW-1

S W

-1

HD

HD

HD

HD

8" WIDE CONCRETE CURB

• TOP OF CURB +1'-0" ABOVE FFE

8" WIDE CONCRETE CURB

• TOP OF CURB +1'-0" ABOVE FFE

8" WIDE CONCRETE

CURB

• TOP OF CURB +

1'-0" ABOVE FFE

8" WIDE CONCRETE CURB

• TOP OF CURB +1'-0" ABOVE FFE

C.J.

C .J

C .J

C .J

C .J

C .J

C.J.

TOF -1' - 4"

TOF -1' - 4"

TOF -3' - 4"

TOF -1' - 4"

TOF -1' - 4"

SEE SLAB PLAN ON

A1.0 FOR ADDITIONAL

SLAB AND DRAIN INFO

C .J

HD HD

S-101

SLOPE SLAB AT DOORS 1/2"

TRENCH DRAIN,

LOCATION & SPECS.

PER ARCH. & PLUMBING

DRAWINGS

TOF -1' - 4"

S

8' - 0"

S

S

TOF -3' - 4"

TOF -1' - 4"

TOF -2' - 8"

TOF -1' - 4"

TOF -2' - 8"

S S

S

BELOW SLAB

PLUMBING, COORD. w/

PLUMBING PLANS

SLEEVE PIPE

CROSSING BELOW

FTG., COORD. SLEEVE

SPEC. w/ PLUMBING

PLANS

SLEEVE THRU-WALL

PIPE

SLEEVE PIPE

CROSSING BELOW

FTG., COORD. SLEEVE

SPEC. w/ PLUMBING

PLANS

14' - 1" 14' - 1" 14' - 1" 14' - 1" 14' - 1" 14' - 1" 14' - 1"

SW-1

S W

-1

(O U

T S

ID

E

F A

C E

O F

C O

N C

C

U R

B

(OUTSIDE FACE OF CONC. CURB)

99' - 11"

P L A

N

S E

E F

D N

2' - 6"

C L R

CLR

3"

REFER TO FOUNDATION

PLAN FOR SLAB

THICKNESS & REINF.

VAPOR BARRIER

4" GRAVEL BASE

TURN VAPOR BARRIER

UP FOR SLAB/WALL

BOND BREAKER

2x6 STUDS @ 12" o/c

#4 DOWEL @ 18" o/c

(3) - #5 BARS, CONT.

(1 TOP, 2 BOTT.)

#4 CONSTRUCTION

BAR @ 48" o/c

#5 @ 12" o/c

• LOCATE AS SHOWN TO

AVOID INTERFERENCE

WITH WALL ANCHORS

11" 8" 11"

7 1/2"

CLR

5"

EXTERIOR SLAB-ON-GRADE

1/2" PRE-MOLDED JOINT FILLER

1-1/2" CHAMFER

OUTSIDE FACE

OF STUD

REFER TO TYPICAL EXTERIOR &

LOAD BEARING WALL ELEVATION

ON S-003 FOR WALL ANCHORAGE

REQUIRED

SHEATHING (SEE ARCH. PLANS)

2x6 P.T. SILL PLATE

FOUNDATION NOTES

HOLD-DOWN ANCHOR WITH STUD-PACK PER WOOD

SHEAR WALL SCHEDULE ON S-003

TOP OF FOOTING ELEVATION RELATIVE TO FFE 0'-0"

SHEAR WALL; SEE SCHEDULE ON S-003

SLAB CONTROL JOINT; SEE S-002 FOR TYPICAL DETAIL

STEPPED FOOTING MARK; SEE S-002 FOR TYPICAL DETAIL

TOF

SW-#

C.J.

S

8" t

W.W.F.

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

SITE PAVING, SEE

ARCH. PLANS

SLOPE

CONTINUE WALL FOOTING

ACROSS OPENING

CONCR. CURB AT

WALL BEYOND

5077 Dallas Hwy Suite 201 Powder Springs, GA 30127

(404) 495-4889 www.mhstructures.com

Integrity is our foundation.

United States Department of Agriculture Forest Service

USDA FOREST SERVICE

REGION 8

PROJECT NO.

CHECKED

DRAWN

DESIGNER

ARCHIVE NO.

DATE SIGNED

DRAWING TITLE

PROJECT NAME

SHEET

DWG SHEET NO.

12-18-2023

S-101

FOUNDATION PLAN

2022-419

MH

MH

CHATTOOGA

RIVER WORK

CENTER

9975 Highway 441S Lakemont, GA

30552

MH

3/16" = 1'-0"

FOUNDATION PLAN

3/4" = 1'-0"S-101

1 TYPICAL EXTERIOR WALL FOOTING

N

3/4" = 1'-0"S-101

2 TURND DOWN SLAB AT EXTERIOR DOOR

S-201

1 2

A

B

PRE-FAB. WOOD TRUSSES @ 24" o/c

G A

B L E

E N

D W

A L L T

R U

S S

D

IA

P

H R

A G

M L

O A

D