2300227_002_DRC_02_DRWGS_2024_06_14.pdf

G A H

W Y

G A H

W Y 2

GA HWY 360

G A H

W Y 357

G A H

W Y 3

PROJECT

ADDRESS TBD

ELEVATION INDICATION - (FLOORS, ETC...)

DOOR NUMBER INDICATION

TITLE IDENTIFICATION

SECTION LOCATION IDENTIFICATION

PLAN IDENTIFICATION

ELEVATION LOCATION IDENTIFICATION

ROOM NAME AND NUMBER INDICATION

COLUMN INDICATION

ROOF OR RAMP PITCH INDICATION

ROOF OR RAMP SLOPE INDICATION

REVISION INDICATION

REFERENCE SYMBOLS

ELEVATION IDENTIFICATION

NUMBER(S) INDICATES

DIRECTION OF VIEW OR VIEWS

(SAME NUMBER ON SHEET

WHERE DRAWN)

SHEET IDENTIFICATION NUMBER

(INDICATES SHEET NUMBER

WHERE ELEVATION IS DRAWN)

BUILDING SECTION

WALL SECTION

DETAIL SECTION

WALL TAG

PARTITION TYPE INDICATION

0'-0"

GRAPHIC SCALE

(0000)

ROOM IDENTIFICATION NUMBER

COLUMN IDENTIFICATION LETTER OR

NUMBER FOR NEW CONSTRUCTION

PLAN OR SECTION DETAIL

IDENTIFICATION NUMBER

(SAME NUMBER ON SHEET

WHERE DRAWN)

SHEET IDENTIFICATION

NUMBER (INDICATES SHEET

NUMBER WHERE PLAN OR

SECTION DETAIL IS DRAWN)

SHEET IDENTIFICATION NUMBER

(INDICATES SHEET NUMBER WHERE

DETAIL IS TYPICALLY

REFERENCED - NOT ALL INCLUSIVE)

SECTION IDENTIFICATION NUMBER

(SAME NUMBER ON SHEET WHERE

REFERENCED)

SECTION IDENTIFICATION NUMBER

(SAME NUMBER ON SHEET WHERE

DRAWN)

SHEET IDENTIFICATION NUMBER

(INDICATES SHEET NUMBER

WHERE SECTION IS DRAWN)

LOUVER NUMBER INDICATION

SCALE:

NORTH

1/8" = 1'-0"

PLAN TITLE

SCALE:

AE1-01-01 1/8" = 1'-0"

VIEW TITLE

AE1-01-01

AE1-01-01

AE1-01-01

SIM

AE1-01-01

SIM

AE1-01-01

SIM

AE1-01-01

SIM

FINISH FLOOR

0' 0" (0000)

AE1-01-01

SIM

0 1' 2' 1"=1'-0"

GD-1A

A

ROOM NAME

1000 1000

L101A L101A

SLOPE

BUILDING CODE REVIEW SUMMARY (BASED ON 2018 INTERNATIONAL CODES)

2020 NATIONAL ELECTRICAL CODE (NEC 70) WITH GEORGIA

AMENDMENTS (2021)

2018 INTERNATIONAL FIRE CODE (IFC)

2018 INTERNATIONAL PLUMBING CODE (IPC) WITH GEORGIA

AMENDMENTS (2020), (2022), (2023)

2018 INTERNATIONAL MECHANICAL CODE (IMC) WITH

GEORGIA AMENDMENTS (2020)

2015 INTERNATIONAL ENERGY CONSERVATION CODE (IECC)

WITH GEORGIA AMENDMENTS (2020), (2022), (2023)

ADOPTED LOCAL AMENDMENTS:

GOVERNING CODES:

2018 INTERNATIONAL BUILDING CODE (IBC) WITH GEORGIA

AMENDMENTS (2020), (2022)

REFERENCED STANDARDS:

NFPA 13 (2019) STANDARD FOR INSTALLATION OF

SPRINKLER SYSTEMS

NFPA 14 (2016) STANDARD FOR THE INSTALLATION OF

STANDPIPE AND HOSE SYSTEM

NFPA 20 (2016) STANDARD FOR THE INSTALLATION OF

STATIONARY PUMPS FOR FIRE PROTECTION

NFPA 70 (2020) NATIONAL ELECTRIC CODE

NFPA 72 (2019) NATIONAL FIRE ALARM AND SIGNALING CODE

NFPA 101 (2018) LIFE SAFETY CODE

GEORGIA ACCESSIBILITY CODE (120-3-20) BASED ON 2010

ADA STANDARDS FOR ACCESSIBLE DESIGN

2018 INTERNATIONAL FUEL GAS CODE (IFGC) WITH GEORGIA

AMENDMENTS (2020), (2022)

FLOOD HAZARD AREA

NEW CONSTRUCTION NEW BUILD ADDITION

YES NO

FIRE DISTRICT YES NO

FLOOR

FIRST FLOOR

GROSS BUILDING

AREAS

PROPOSED AREAEXISTING AREA

N/A 166 SF

OCCUPANCYOCCUPANCY AND

USE GROUPS

SECTIONGROUPBUILDING

PUMP HOUSE SINGLE USE F-2 LOW HAZARD 306

STRUCTURAL FRAME

BEARING WALLS - EXTERIOR

BEARING WALLS - INTERIOR

NON BEARING WALLS - INTERIOR

FLOOR CONSTRUCTION

ROOF CONSTRUCTION

0 HOUR

0 HR NORTH

0 HOUR

0 HOUR

0 HOUR

0 HOUR

FIRE RESISTANCE

RATINGS FOR

BUILDING ELEMENTS

T601

CONSTRUCTION

CLASSIFICATION

X < 5 II-B

FIRE RESISTANCE

RATING

REQUIREMENTS

FOR EXTERIOR

WALLS BASED ON

FIRE SEPARATION

DISTANCE

T602

FIRE SEPARATION DISTANCE = X (FT) CONSTRUCTION TYPE

5 < X < 10

10 < X < 30

X > 30

1 HOUR

OCCUPANCY GROUP F2

1 HOUR

0 HOUR

0 HOUR

TYPE II-B

0 HR SOUTH 0 HR EAST 0 HR WEST

TABLE 601NONCOMBUSTIBLE

NON BEARING WALLS - EXTERIOR REFER TO T602

II-B

II-B

II-B

FIRE PROTECTION

SYSTEMS

CHAPTER 9

PROTECTION

AUTOMATIC SPRINKLER SYSTEMS (903)

STANDPIPE SYSTEMS (905)

PORTABLE FIRE EXTINGUISHERS (906)

STANDARD

FIRE ALARM & DETECTION SYSTEMS (907)

EMERGENCY ALARM SYSTEMS (908)

SMOKE CONTROL SYSTEMS (909)

SMOKE & HEAT REMOVAL (910)

FIRE DEPARTMENT CONNECTIONS (912)

EMERGENCY RESPONDER RADIO

COVERAGE (916)

SYSTEM TYPE

WET

CLASS 1

CLASS A & B

NFPA 13

NFPA 14

NFPA 10

NFPA 72

IBC 415.5

NFPA

IFC 510

NUMBER OF EXITS

NFPA 101:

7.4.1; 7.5.1

OCCUPANT LOAD PER STORY STORY #

PUMP HOUSE = 2 1

OCCUPANT LOAD

NFPA 101:

7.3.1 (T 7.3.1.2)

OCCUPANCY FLOOR AREA PER OCCUPANT GROSS OR NET

MINIMUM NUMBER OF REQUIRED EXITS

BUILDING

PUMP

HOUSE

GROSS166 SF / 100 OCC. = 2

CLIMATE ZONE: 3AENERGY

CONSERVATION

PRESCRIPTIVE TRADE-OFF ENERGY MODELCOMPLIANCE PATH:

MANDATORY REQUIREMENTS: IECC 2015, CHAPTER 3

INDUSTRIAL

GENERAL

NFPA 1225; CH. 18

PROJECT TEAM

LOCATION MAP

N.T.S.

PROJECT DESCRIPTION LOCATION MAPPROJECT NAME AND ADDRESS

CONSTRUCTION OF NEW FIRE PUMP HOUSE FOR GREENFIELD

MANUFACTURING PLANT

CITY SUBMITTALS

LIST OF CITY SUBMITTALS

1. DOC REL 02 – IFB 06/14/24

2.

3.

4.

LIST OF DEFERRED CITY SUBMITTALS

1.

2.

3.

4.

PROJECT INFORMATION

G H

A F

A R

I A

S S

O C

IA

T

E S www.ghafari.com

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

2170 HIGHLAND AVENUE SOUTH

SUITE 220

/1

/2

:1

:2

A

M

PROJECT NUMBER:2300227.002

ISSUED FOR:BID

ISSUE DATE:06/14/24

HWASHIN GEORGIA

DUBLIN, GEORGIA

00-0-0

DRAWING INDEX - PROJECT

D

O C

R E

L

I F

B

SHEET # SHEET TITLE

00 GENERAL INFORMATION

● GO0-00-00 COVER SHEET

40 CIVIL GENERAL INFORMATION

● CO5-00-01 DETAILS

42 CIVIL SITE

● CS1-00-01 SITE LAYOUT PLAN

43 CIVIL UTILITIES

● CU1-00-01 SITE UTILITY PLAN

44 CIVIL GRADING

● CG1-00-01 OVERALL GRADING PLAN

60 STRUCTURAL

● S00-00-01 STRUCTURAL ABBREVIATIONS AND SYMBOLS

● S00-00-02 STRUCTURAL GENERAL NOTES

63 STRUCTURAL SUPERSTRUCTURE

● SF1-00-01 STRUCTURAL FRAMING AND FOUNDATION PLAN

● SF5-00-01 STRUCTURAL SECTIONS AND DETAILS

71 ARCHITECTURAL SITE

● AS1-00-00 ARCHITECTURAL SITE PLAN

73 ARCHITECTURAL ELEMENTS

● AE1-01-01 ARCHITECTURAL FLOOR PLAN

● AE2-00-01 ARCHITECTURAL BUILDING ELEVATIONS, SECTIONS AND DETAILS

104 FIRE SUPPRESSION

● FX0-00-01 FIRE SUPPRESSION GENERAL INFORMATION

● FX5-00-01 FIRE SUPPRESSION DETAILS

110 PLUMBING GENERAL INFORMATION

● PO0-00-01 PLUMBING GENERAL INFORMATION

160 MECHANICAL GENERAL INFORMATION

● MO0-00-01 MECHANICAL GENERAL INFORMATION

170 ELECTRICAL

● EO0-00-01 ELECTRICAL GENERAL INFORMATION

172 ELECTRICAL SITE

● ES1-00-01 ELECTRICAL SITE PLAN

177 ELECTRICAL POWER

● EP1-01-00 ELECTRICAL POWER PLAN

OWNER

HWASHIN AMERICA CORPORATION

661 MONTGOMERY HWY

GREENVILLE, AL 36037

CIVIL ENGINEER

KADRE ENGINEERING

P.O. BOX 101205

IRONDALE, AL 35210

CONTACT: BRIAN HATCHER

PHONE: 205.305-4079

EMAIL: bhatcher@kadre-eng.com

STRUCTURAL ENGINEER

ARCHITECT

GHAFARI ASSOCIATES, INC.

2170 HIGHLAND AVE S, #220

BIRMINGHAM, AL 35205

CONTACT: SCOTT HEYWOOD

PHONE: 205.585-5535

EMAIL: sheywood@ghafari.com

ELECTRICAL ENGINEER

MECHANICAL ENGINEER

GHAFARI ASSOCIATES, INC.

2170 HIGHLAND AVE S, #220

BIRMINGHAM, AL 35205

CONTACT: SETH MICHAEL

PHONE: 205.613.0889

EMAIL: smichael@ghafari.com

GHAFARI ASSOCIATES, INC.

2170 HIGHLAND AVE S, #220

BIRMINGHAM, AL 35205

CONTACT: GREGORY ENOS

PHONE: 205.662.2147

EMAIL: genos@ghafari.com

GHAFARI ASSOCIATES, INC.

2170 HIGHLAND AVE S, #220

BIRMINGHAM, AL 35205

CONTACT: STEVEN BOWKER

PHONE: (734) 718-0502

EMAIL: sbowker@ghafari.com

CONCRETE PAVING

PORTLAND CEMENT CONCRETE PAVEMENT (4,000 PSI/650 FLEXURAL)

CRUSHED AGGREGATE BASE COURSE, COMPACTED TO 98% (ASTM D 1557)

9.0"

4.0"

CONTROL JOINT CONSTRUCTION JOINT

AT POUR BREAKS AND

PAVEMENT TIE POINTS

EXPANSION JOINT

LEGEND:

W = WIDTH OF SAWCUT

D = DEPTH OF SEALANT (1.0 TO 1.5 x W) FOR POURED SEALANT; 0.5 W FOR SILICONE

SEALANT; A MINIMUM OF 38" REQUIRED

T = DEPTH OF INITIAL SAWCUT TYPE JOINT FORMER (CONTRACTION JOINT)

a. 1/4" SLAB THICKNESS ±1/2" FOR PAVEMENTS LESS THAN 12 INCHES

b. DIAMETER OF BACKER MATERIAL = W + 1/8"

NOTES:

1. TOP OF SEALANT MUST BE 116" TO 14" BELOW TOP OF PAVEMENT.

2. PLACE EXPANSION JOINTS AT POUR BREAKS (80' MAX SPACING FOR CONCRETE

PAVING AND 50' MAX SPACING FOR CONCRETE SIDEWALKS) OR WHERE

PAVEMENT ABUTS PERMANENT STRUCTURES (BUILDING, POLES, INLETS, ETC.)

JOINT

BOTTOM

PAVEMENT

SURFACE

PAVEMENT

SURFACE

BACKER

MATERIAL

BACKER

MATERIAL

JOINT

FILLER

POUR BREAK/

BUTT JOINT

POURED

JOINT

SEALER

CONCRETE JOINT DETAIL

CONCRETE PAVING REINFORCEMENT MUST BE 4X4 W2.9/W2.9 WELDED WIRE FABRIC PLACED AT MID-DEPTH. 34" DOWELS AT 12"O.C. (ONE END GREASED) LOCATED AT EXPANSION JOINTS AND POUR BREAKS WITH 6" EMBED LENGTH. SEE CONCRETE JOINT DETAIL FOR ADDITIONAL JOINTING INFORMATION. FIBER REINFORCEMENT MAY BE ALLOWED AS AN ALTERNATE. CONTRACTOR

SHALL PROVIDE DESIGN FROM FIBER MANUFACTURER TO KADRE PRIOR TO INSTALLATION.

W

T

D D

PAVEMENT

SURFACE

W1/8" 1/2"

W 1/2"

JOINT SPACING

PAVING

TYPE

SIDEWALK

CURB & GUTTER

VALLEY GUTTER

80' MAX

EXPANSION

50' MAX

30' MIN / 100' MAX

12' MAX

CONTROL

5'

5' MIN / 15' MAX

30' MIN / 100' MAX 5' MIN / 15' MAX

SCARIFY AND RECOMPACT THE UPPER 12" IN CUT AREAS TO 95% MODIFIED PROCTOR (ASTM D-1557)

OR PER ON-SITE GEOTECHNICAL RECOMMENDATIONS

PVC D.I.

BENEATH EXISTING IMPROVED SURFACES

UNSTABLE

PVC D.I.

HDPE

UNSTABLE

HDPE

APPROVED

BACKFILL TO BE

COMPACTED IN

12" TO 18" LIFTS

APPROVED

BACKFILL TO BE

COMPACTED IN

12" TO 18" LIFTS

APPROVED

BACKFILL TO BE

COMPACTED IN

12" TO 18" LIFTS

I.D. + 24" I.D. + 24" I.D. + 24"

6" BEDDING

6"

EXISTING UNIMPROVED SURFACES

EXISTING ROADWAY

APPROVED

BACKFILL

6"- 8" LAYERS

95% STANDARD

PROCTOR

APPROVED

BACKFILL

6" - 8" LAYERS

95% STANDARD

PROCTOR

TRACER WIRE

(FORCE MAIN)

6" BEDDING

6"

I.D. + 24" I.D. + 24" I.D. + 24"

SUBGRADE

EXISTING ROADWAY

SUBGRADE

EXISTING ROADWAY

SUBGRADE

APPROVED

BACKFILL

6" - 8" LAYERS

95% STANDARD

PROCTOR

UNDISTURBED

SOIL OR ROCK

UNDISTURBED

SOIL OR ROCK

UNDISTURBED

SOIL OR ROCK

UNDISTURBED

SOIL OR ROCK

UNDISTURBED

SOIL OR ROCK

UNDISTURBED

SOIL OR ROCK

PIPE BEDDING DETAIL

NO. 57 CRUSHED

STONE NO. 57 CRUSHED

STONE

NO. 57 CRUSHED

STONE OR SANDNO. 57 CRUSHED

STONE OR SAND

6" BEDDING6" BEDDING

6" BEDDING6" BEDDING

NOTES:

1. BEDDING MATERIALS FOR PVC AND HDPE PIPE SHALL BE 1/4" TO 1 1/2" GRADED CRUSHED STONE SUCH AS: 56,57,6,67,68,7,OR 78, STONE PER ALDOT STANDARD SPECS. SAND OR GRAVEL MAY BE

USED AS BEDDING MATERIAL FOR D.I. PIPE.

2. WIDTH VARIES BASED ON WALL STABILITY. STABLE WALLS WIDTH AS NEEDED TO JOIN PIPE AND

COMPACT HAUNCHING AND INITIAL BACKFILL. UNSTABLE WALLS: WIDTH TO BE A MINIMUM OF

FIVE TIMES PIPE DIAMETER.

3. FLOWABLE FILL CAN BE USED AS BACKFILL, BUT MUST HAVE PRIOR APPROVAL AND MUST BE

ALLOWED TO SETUP FOR 24 HOURS PRIOR TO TOPPING.

4. APPROVED BACKFILL MATERIAL INCLUDES 825 B, FLOWABLE FILL AND APPROVED DIRT.

ALTERNATIVE MATERIAL MUST BE APPROVED BY PROJECT MANAGER PRIOR TO USE.

TOP 6"-8" TO

98% STANDARD

COMPACTION

TOP 6"-8" TO

98% STANDARD

COMPACTION

TOP 6"-8" TO

98% STANDARD

COMPACTION

CO5-00-01

DETAILS

24"

IMPROVED

SUBGRADE

CONCRETE SHALL

BE KEPT CLEAR OF

PIPE JOINTS(TYP.)

CONCRETE

BLOCK(TYP.)

CROSSTEE

ALL BEARING SURFACES SHALL

BE AGAINST UNDISTURBED

GROUND (TYP.)

C.I. CAP

CONCRETE BLOCK

(TYP.)

ELBOW

CONCRETE

BLOCK(TYP.)

DEAD END

BEARING AREAS EACH DIRECTION

OF THRUST IN SQUARE FEET

PIPE

SIZE

TEES &

DEADENDS

90°

ELBOWS

45° ELBOW CROSSES IN

DIRECTION OF FLOW

22-1/2°

ELBOWS

6" 8"

10" 12" 14" 16"

4.0 7.0 9.5

13.5 18.0 23.0

5.5 9.5

13.5 19.0 23.5 33.0

3.0 5.0 7.0

10.0 14.0 18.0

2.0 3.0 4.0 5.0 7.0 9.0

SIDE EXCAVATIONS(TYP.)

THRUST BLOCK

ALL BEARING SURFACES SHALL

BE AGAINST UNDISTURBED

GROUND (TYP.)

FLOW

HEAVY DUTY TRAFFIC RATED

CLEANOUT HANDHOLE RING

AND COVER (H-20 LOADING)

FINISHED

GRADE

REQUIRED CONCRETE COLLAR

12"X12" SQUARE CAST IN PLACE

OR 18" DIA. ROUND PRECAST

CLEANOUT IN PAVED AREAS

BRASS, METAL, OR PVC CAP

4" MIN.

TO BE FLUSH

WITH GROUND

8"

18"

ANNULAR SPACE SHALL BE GROUTED

IN IF PRECAST COLLARS ARE USED

FINISHED

GRADE

TO BE FLUSH

WITH GROUND

4" MIN.

BRASS, METAL, OR PVC CAP

FLOW

*MIN.1% SLOPE FOR 6" PIPE

*MIN. 2% SLOPE FOR 4" PIPE CLEANOUT IN NON-PAVED AREAS

SANITARY SEWER CLEANOUT

*MIN. 1% SLOPE FOR 6" PIPE

*MIN. 2% SLOPE FOR 4" PIPE

DRAWN BY

SHEET TITLE

PROJECT MANAGER

QUALCHECK

DESIGNED BY

PROJECT #

SHEET NUMBER

G H

AF

AR

I A

SS

O C

IA

TE

S

REGISTRATION SEAL

2170 HIGHLAND AVENUE SOUTH

SUITE 220

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

www.ghafari.com

PO BOX 101205

IRONDALE, ALABAMA 35210

Contact: Brian Hatcher, PE Tel +1.205.795.3434 bhatcher@kadre-eng.com

KE# 24001

CONSULTANT INFORMATION

B. HATCHER

C. WALKER

C. WALKER

C. EATMAN

FPH

REV DATE DOC REL ## - DESCRIPTION

06/14/

HWASHIN

GEORGIA

2300227.002

DOC REL 02 - IFB06/14/24

FIRE PUMP HOUSE

GE

N

T

SCALE: 1"=10'

10 20

CS1-00-01

SITE LAYOUT

PLAN

N

FIRE PUMP

BUILDING

FFE=292.50

GENERAL NOTES:

1. BOUNDARY AND TOPOGRAPHIC SURVEY WAS PROVIDED BY THE OWNER AND PREPARED BY CHRISTIAN &

ELLINGTON ENGINEERING. TOPOGRAPHIC INFORMATION WAS PERFORMED VIA GROUND RUN FORMAT.

CONTRACTOR SHALL VISIT THE SITE AS NECESSARY TO VERIFY SITE BOUNDARY AND EXISTING TOPOGRAPHY PRIOR TO BIDDING OR CONSTRUCTION. NOTIFY KADRE ENGINEERING OF ANY DISCREPANCIES PRIOR TO

SUBMITTING BIDS OR ORDERING OF MATERIALS.

2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION SITE LAYOUT. IN THE EVENT THE CONTRACTOR WILL PERFORM THEIR OWN LAYOUT AND/OR UTILIZE GPS GRADING CONTROLS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING A LICENSED SURVEYOR TO PROVIDE THE NECESSARY CONTROL POINTS AND PROVIDE 3RD/ PARTY VERIFICATION OF LAYOUT AND GRADE CONTROL WORK

PERFORMED BY THE CONTRACTOR.

3. ALL NECESSARY PERMITS AND APPROVALS FROM AGENCIES GOVERNING THE CONSTRUCTION OF THIS WORK SHALL BE SECURED PRIOR TO BEGINNING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE ALL FEES ARE PAID PRIOR TO COMMENCING CONSTRUCTION AND THE CONSTRUCTION INSPECTION

SCHEDULED IS ADHERED TO PER AGENCY REQUIREMENTS.

4. ALL WORK PERFORMED SHALL COMPLY WITH THE REGULATIONS AND ORDINANCES OF THE VARIOUS

GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE WORK, INCLUDING LANDSCAPING.

5. THE CONTRACTOR SHALL USE EACH PLAN IN CONJUNCTION WITH THE ENTIRE SET OF DRAWINGS AND JOB SPECIFICATIONS. DO NOT REMOVE OR DEMOLISH ANYTHING WITHOUT VERIFYING AND COORDINATION WITH ALL ELECTRICAL, PLUMBING, MECHANICAL, GENERAL TRADES, AND UTILITY COMPANIES AS THEY EFFECT THE

OVERALL PROJECT.

6. PRIOR TO ANY WORK ON-SITE, THE CONTRACTOR SHALL CONTACT THE ONE CALL SYSTEM. THE CONTRACTOR IS RESPONSIBLE FOR ALL UTILITY REMOVALS WHETHER LOCATED BY THE ONE CALL SYSTEM OR NOT.

7. CONTRACTOR IS RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO ANY EXISTING IMPROVEMENTS DURING CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC.ALL REPAIRS SHALL BE MADE IN A MANNER THAT ENSURES THE REPAIRED ITEM TO BE BE EQUAL TO OR BETTER

THAN THE ORIGINAL CONDITION.

8. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND SHALL COMPLY WITH

ALL REGULATORY AGENCY'S REGULATIONS AND CODES AND O.S.H.A. STANDARDS.

9. CONTRACTOR SHALL REVIEW SOIL REPORTS AND BORINGS PRIOR TO BIDDING THE PROJECT AND COMMENCING

CONSTRUCTION.

10. EXISTING UTILITIES SHOWN ON THESE DRAWINGS ARE APPROXIMATE AND ADDITIONAL UTILITIES MAY EXIST WITHIN OR ADJACENT TO THE LIMITS OF CONSTRUCTION. ALL UTILITIES MUST BE LOCATED BY UNDERGROUND LINE LOCATORS AS WELL AS FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT.

REPORT DISCREPANCIES IMMEDIATELY.

11. WORK PERFORMED UNDER THIS CONTRACT SHALL COORDINATE WITH OTHER WORK BEING PERFORMED OR SCHEDULED ON SITE BY OTHER CONTRACTORS AND UTILITY COMPANIES. IT IS NECESSARY FOR THE CONTRACTOR TO COORDINATE AND SCHEDULE ACTIVITIES, WHERE NECESSARY, WITH OTHER CONTRACTOR'S

AND UTILITY COMPANIES.

SITE DEMOLITION NOTES:

1. CONTRACTOR IS RESPONSIBLE FOR ALL REGISTRATIONS, NOTIFICATIONS, PERMITS, FEES, DUMP FEES AND

CHAIN OF CUSTODY TRACKING REQUIRED TO REMOVE AND LEGALLY DISPOSE OF ALL DEMOLITION MATERIALS

OFF OF THE OWNER'S PROPERTY.

2. THE CONTRACTOR IS RESPONSIBLE TO OBTAINING PERMITS AND COMPLY WITH ALL LOCAL, STATE AND FEDERAL REGULATIONS IN THE REMOVAL/DEMOLITION/DISPOSAL OF ALL DEMOLITION MATERIALS.

3. CONTRACTOR IS RESPONSIBLE FOR VISITING THE PROJECT SITE AND VERIFYING EXTENTS AND ASSOCIATED

QUANTITIES OF REQUIRED DEMOLITION WORK AND UTILITY REMOVAL PRIOR TO BID DATE.

4. SALVAGE RIGHTS FOR ALL DEMOLISHED MATERIALS SHALL BE FIRST GIVEN TO THE OWNER. ANY MATERIALS NOT RETAINED BY THE OWNER SHALL BE REMOVED FROM THE SITE AND LEGALLY DISPOSED OF BY THE

CONTRACTOR AT THE CONTRACTOR'S EXPENSE.

5. ALL EXISTING PAVING, CURBS, HARDSCAPE, ETC. SHALL BE SAW CUT AT THE LIMITS OF REMOVAL IN ORDER TO PROVIDE A CLEAN EDGE. EXISTING PAVING AT EDGE SHALL BE MILLED BACK A MINIMUM OF 1.5' TO ENSURE SMOOTH TRANSITION. LIMITS OF REMOVALS SHOWN ARE APPROXIMATE AND CONTRACTOR SHALL REMOVE

PAVING AS REQUIRED TO INSTALL PROPOSED IMPROVEMENTS.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISCONNECTION OF UTILITY SERVICES TO THE EXISTING STRUCTURES PRIOR TO DEMOLITION OF ANY BUILDINGS. THE CONTRACTOR SHALL COORDINATE WITH OWNER, KADRE ENGINEERING, AND RESPECTIVE UTILITY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF

UTILITIES.

7. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION AND REMOVAL OF ALL STRUCTURES, UTILITIES AND OTHER EXISTING ITEMS AS REQUIRED TO INSTALL IMPROVEMENTS SHOWN IN THE CONSTRUCTION DOCUMENTS. IF REMOVAL OF EXISTING IMPROVEMENTS RESULTS IN AN LOOSE, SOFT OR OTHERWISE UNSTABLE SUBGRADE CONDITION, UNSUITABLE MATERIALS SHALL BE REMOVED SHALL BE UNDERCUT TO FIRM

AND STABLE SUBGRADE AND BROUGHT TO GRADE WITH COMPACTED STRUCTURAL FILL PER THE

GEOTECHNICAL ENGINEER, GRADING NOTES AND/OR SPECIFICATIONS.

8. CONTRACTOR IS RESPONSIBLE FOR ALL COSTS INVOLVED IN THE REMOVAL OR RELOCATION OF ANY UTILITY.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH APPLICABLE UTILITY COMPANIES.

9. THE CONTRACTOR SHALL MAINTAIN ALL UTILITY SERVICES TO THE EXISTING ADJACENT PROPERTIES OR TENANTS AT ALL TIMES. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER, TENANT AND UTILITY COMPANY FOR THE RELOCATION AND/OR REMOVAL OF UTILITIES IF NECESSARY. SERVICES SHALL NOT BE

INTERRUPTED WITHOUT APPROVAL.

10. PROMPTLY DISPOSE OF DEMOLISHED MATERIALS. DO NOT ALLOW DEMOLISHED MATERIALS TO ACCUMULATE ON-SITE. ALL DEMOLITION AND CONSTRUCTION DEBRIS SHALL BE TRANSPORTED AND DISPOSED OF AT LEAST

WEEKLY IN A LEGAL AND APPROVED MANNER.

11. IT IS UNDERSTOOD THAT ALL ABOVE GROUND ITEMS TO BE REMOVED INCLUDE THEIR ASSOCIATED BELOW

GROUND COMPONENTS (I.E. FOUNDATIONS, UTILITY CONNECTIONS, ETC.).

12. ALL TREES INSIDE THE LIMITS OF DISTURBANCE ARE TO BE REMOVED UNLESS NOTED OTHERWISE.

13. THE CONTRACTOR MUST PROTECT ALL AREAS INDICATED TO REMAIN UNDISTURBED OR TO REMAIN AS

BUFFERS, ALL PROPERTY CORNERS, AND ANY REQUIRED COORDINATION OF REGISTERED LAND SURVEYOR TO

REPLACE ALL PINS ELIMINATED OR DAMAGED DURING CONSTRUCTION.

SITE LAYOUT NOTES:

1. CONSTRUCTION MUST COMPLY WITH AND BE CONSTRUCTED IN ACCORDANCE WITH ALL REQUIRED AND

GOVERNING CODES.

2. ALL ADA AREAS, ROUTES, AND PARKING INCLUDING RAMPS, SIGNS, SYMBOLS, AND PAINTED ISLANDS MUST

CONFORM TO THE LATEST ADA REQUIREMENTS.

3. ADA PARKING AREAS MUST NOT EXCEED 2.0% GRADE IN ANY DIRECTION. ADA ACCESS ROUTES MUST NOT

EXCEED 5.0% RUNNING SLOPE AND 2.0% CROSS SLOPE.

4. DIMENSIONS SHOWN WITHIN THESE DOCUMENTS ARE TO THE BACK OF CURB OR EDGE OF HARDSCAPE UNLESS

NOTED OTHERWISE.

5. DIMENSIONS TO BUILDINGS ARE TO THE OUTSIDE FACE OF BUILDING OR COLUMN LINES AS NOTED. THE

CONTRACTOR SHALL VERIFY EXTERIOR BUILDING FACING THICKNESSES PRIOR TO LAYOUT. REFER TO

ARCHITECTURAL PLANS FOR SPECIFIC BUILDING INFORMATION.

6. ALL PAVEMENT STRIPING AND ROADWAY SIGNAGE MUST BE PER THE LATEST EDITION OF THE MUTCD UNLESS

SPECIFICALLY NOTED.

7. CONTRACTOR MUST REPAIR ANY DAMAGE TO ANY EXISTING IMPROVEMENTS DURING CONSTRUCTION, NOT LIMITED TO DRAINAGE CONVEYANCE OR STRUCTURES, UTILITIES, HARDSCAPE, PAVING, STRIPING, LANDSCAPE, ETC. ALL REPAIRS MUST RETURN THE DAMAGED AREA TO BETTER THAN EXISTING CONDITIONS.

8. CONTRACTOR MUST COORDINATE THE INSTALLATION OF UNDERGROUND WORK WITH ALL FINISHED GRADE.

ALL UNDERGROUND INFRASTRUCTURE MUST BE IN PLACE PRIOR TO THE PLACEMENT OF BASE COURSE

MATERIALS.

9. CONTRACTOR IS RESPONSIBLE FOR PREPARING ANY REQUIRED CONSTRUCTION TRAFFIC CONTROL PLANS AND ANY REQUIRED APPROVALS FOR GOVERNING AUTHORITIES. ALL TRAFFIC CONTROL PLANS SHALL BE PER THE

LATEST EDITION OF THE MUTCD.

10. ALL MATERIALS REQUIRED FOR PAVING IMPROVEMENTS MUST BE TESTED BY A 3RD/ PARTY AGENCY, APPROVED OR PROVIDED BY THE OWNER. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE WORK CONSTRUCTED MEETS THE REQUIREMENTS OF THE PROJECT ACCORDING TO STANDARD TESTING PROCEDURES

INCLUDING ANY AUTHORITIES HAVING JURISDICTION TESTING REQUIREMENTS.

11. ALL PAVEMENT STRIPING WITHIN RIGHTS-OF-WAY SHALL BE THERMOPLASTIC UNLESS OTHERWISE NOTED.

12. ALL PAINT STRIPING MUST BE APPLIED IN TWO EQUAL COATS WITH A MINIMUM TOTAL THICKNESS OF 15 MILS.

TRAFFIC CONTROL NOTES:

1. THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN TRAFFIC CONTROL DEVICES IN ACCORDANCE WITH THE

LATEST EDITION AND REVISION OF PART VI OF THE FEDERAL MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND THE APPROVED TRAFFIC CONTROL PLAN FOR ALL CONSTRUCTION WITHIN WORK AREAS SHOWN

AND DESCRIBED IN PART VI OF THE MUTCD.

2. PERMANENT ROADWAY SIGNS OR TEMPORARY CONSTRUCTION SIGNS WHICH ARE NOT APPLICABLE OR

INAPPROPRIATE FOR THE CURRENT CONDITIONS SHALL BE COVERED OR REMOVED.

3. THE DIMENSIONS SHOWN OR DESCRIBED FOR LOCATING CONSTRUCTION SIGNS ARE NOMINAL. THE ACTUAL DIMENSIONS SHALL BE ADJUSTED TO BEST FIT LOCAL CONDITIONS AND PROVIDE MAXIMUM VISIBILITY.

4. IF TRAFFIC CONTROL DEVICES ARE NECESSARY FOR PROPER WARNING AND TRAFFIC CONTROL AFTER SUNSET, THEN AS A MINIMUM, TYPE "B" WARNING LIGHTS SHALL BE PLACED ON THE FIRST WARNING SIGN AND CHANNELIZING DRUM AND TYPE "A" REFLECTIVE SHEETING SHALL BE REQUIRED ON ALL SIGNS.

5. HAZARDOUS CONDITIONS ON OPEN ROADWAYS SUCH AS PAVEMENT DROP-OFFS IN EXCESS OF 2";

CONSTRUCTION MATERIALS, VEHICLES, OR EQUIPMENT STORED OR PLACED WITHIN THE ROADWAY RIGHT-OF-WAY; AND OPEN TRENCHES ACROSS OR NEAR THE ROADWAY SHALL NOT BE ALLOWED UNLESS THE CONTRACTOR IS ON SITE AND WORKING, AND PROPER TRAFFIC CONTROL MEASURES ARE BEING TAKEN.

6. THE CONTRACTOR SHALL KEEP OPEN ROADWAYS CLEAN AND FREE OF CONSTRUCTION DEBRIS, DIRT, LOOSE

GRAVEL OR OTHER MATERIAL THAT MAY CAUSE HAZARDOUS DRIVING CONDITIONS.

7. TRAFFIC CONTROL DEVICES SHALL MEET THE STANDARD MATERIAL AND INSTALLATION REQUIREMENTS SPECIFIED IN THE CURRENT EDITION OF THE AL.D.O.T. STANDARD SPECIFICATIONS FOR HIGHWAY

CONSTRUCTION.

8. ROADWAYS AND DRIVEWAYS SHALL REMAIN OPEN DURING CONSTRUCTION. CHANNELIZING DEVICES SHALL BE PLACED AT 10' ON CENTER ALONG MINIMUM 20' RADII TO CHANNELIZE TRAFFIC INTO AND OUT OF INTERSECTING ROAD AND DRIVES WITHIN AREAS WHERE CHANNELIZING DEVICES ARE REQUIRED. TEMPORARY REGULATORY SIGNS SUCH AS STOP SIGNS AND YIELD SIGNS SHALL BE PLACED AS NECESSARY FOR PROPER

TRAFFIC CONTROL IN ACCORDANCE WITH THE MUTCD.

DRAWN BY

SHEET TITLE

PROJECT MANAGER

QUALCHECK

DESIGNED BY

PROJECT #

SHEET NUMBER

G H

AF

AR

I A

SS

O C

IA

TE

S

REGISTRATION SEAL

2170 HIGHLAND AVENUE SOUTH

SUITE 220

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

www.ghafari.com

PO BOX 101205

IRONDALE, ALABAMA 35210

Contact: Brian Hatcher, PE Tel +1.205.795.3434 bhatcher@kadre-eng.com

KE# 24001

CONSULTANT INFORMATION

B. HATCHER

C. WALKER

C. WALKER

C. EATMAN

FPH

REV DATE DOC REL ## - DESCRIPTION

06/14/

HWASHIN

GEORGIA

2300227.002

DOC REL 02 - IFB06/14/24

FIRE PUMP HOUSE

CONCRETE

PAVING

8' 15 .4

2'

.6

7'

18'

WAREHOUSE BUILDING

FFE=294.00FUTURE WAREHOUSE

BUILDING EXPANSION

20'

20'

.5

.5

GENERATOR PAD (SEE

ELECTRICAL PLANS)

TRANSFORMER PAD (SEE

ELECTRICAL PLANS)

4.

7'

5'

17.5'

S45° 01' 58.01"E 1916.431

D.B. 2881, PG. 97

PLAT: D.B. 414, PG. 94

OPEN OFFICE

RECEPTION /

LOBBY

ENCLOSED

TRANSFER

WAREHOUSE

PRIVATE DINING

WAREHOUSE

OFFICE

6" F

12" F

8" F

12" F 12" F

G

SSSS

SSSS

6" W Co

Co

6" W

Co

Co

Co

Co

2" W2" W 6" W 2" W

Co

8" F

6" F

Co

4"

SS

COMM

COMM

COM

M

GASGE

N

T

GA

S

SCALE: 1"=30'

30 60

CU1-00-01

SITE UTILITY

PLAN

FIRE SERVICE F

DOMESTIC WATER W

SANITARY SEWER SS

FIRE HYDRANT

SANITARY SEWER

MANHOLE

GATE VALVE

THRUST BLOCK

SS

N

UTILITY NOTES:

1. LOCATIONS AND/OR ELEVATIONS OF EXISTING UTILITIES (ABOVE AND BELOW GROUND) SHOWN IN THE PLANS

ARE APPROXIMATE AND BASED UPON AVAILABLE DATA. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE EXACT LOCATION OF EXISTING UTILITIES (ABOVE AND BELOW GROUND) BEFORE BEGINNING ANY CONSTRUCTION. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. CONTRACTOR SHALL UTILIZE GPR, HYDRO VAC AND OR POTHOLING TO VERIFY HORIZONTAL AND VERTICAL LOCATION OF UTILITIES.

ANY AND ALL DAMAGE MADE TO ANY EXISTING UTILITY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE OR REMOVE ANY UTILITIES REQUIRED TO CONSTRUCT PROPOSED IMPROVEMENTS. ANY DEVIATIONS FROM DESIGN PLANS MUST BE REPORTED TO THE

OWNER AND ENGINEER PRIOR TO CONSTRUCTION.

3. REFER TO ARCHITECTURAL AND MEP PLANS AND SPECIFICATIONS FOR ACTUAL LOCATION OF ALL UTILITY ENTRANCES INCLUDING BUT NOT LIMITED TO SANITARY, DOMESTIC AND FIRE WATER, ELECTRICAL, COMMUNICATIONS, ETC. COORDINATE AND SCHEDULE UTILITY INSTALLATION TO ENSURE REQUIRED DEPTHS ARE MET AND TO AVOID CONFLICTS WITH OTHER UTILITIES AND BELOW GRADE CONSTRUCTION.

4. CONTRACTOR MUST COORDINATE INSTALLATION AND FINAL SITE ROUTING WITH AUTHORITIES HAVING JURISDICTION FOR POWER, COMMUNICATIONS, AND GAS SERVICE ROUTINGS PRIOR TO INSTALLATION OF OTHER SUBSURFACE UTILITIES. INFORMATION SHOWN ON THE PLANS IS FOR REFERENCE ONLY.

5. UNDERGROUND ELECTRICAL AND COMMUNICATIONS MUST BE INSTALLED IN PVC SCHD 40 CONDUIT OR DUCT BANK WITH PULL WIRE PER AUTHORITY HAVING JURISDICTION REQUIREMENT. INFORMATION SHOWN ON THE

PLANS IS FOR REFERENCE ONLY.

6. CONTRACTOR SHALL REVIEW AND UNDERSTAND AUTHORITIES HAVING JURISDICTION REQUIREMENTS FOR OBSERVATION AND OVERSIGHT ON ALL UTILITIES. COORDINATE INSPECTION WITH THE APPROPRIATE

AUTHORITIES PRIOR TO COVERING TRENCHES AT INSTALLATION.

7. THE CONTRACTOR IS REQUIRED TO CONDUCT ALL REQUIRED WORK AND TESTING TO THE SATISFACTION OF

THE AUTHORITY HAVING JURISDICTION AT NO ADDITIONAL COST TO THE OWNER.

8. THE MINIMUM SEPARATION BETWEEN WATER AND SEWER LINES MUST BE THEN (10) FEET HORIZONTALLY OR

TWO (2) FEET VERTICALLY.

9. SANITARY SEWER LINES MUST BE DIP CL 52 UNLESS OTHERWISE REQUIRED BY AUTHORITY HAVING

JURISDICTION.

10. GRAVITY SANITARY SEWER SYSTEMS MUST BE CONSTRUCTED FROM DOWNSTREAM TO UPSTREAM AND IN ACCORDANCE WITH ALL UTILITY COMPANY STANDARDS AND REQUIREMENTS. ALL EXCAVATION, SHORING AND

BRACING IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

11. ALL PIPE ENTRANCE CONNECTIONS TO SANITARY SEWER MANHOLES MUST BE MADE WITH NEOPRENE BOOTS INSTALLED PER MANUFACTURER'S RECOMMENDATIONS TO ASSURE CONNECTION IS WATER TIGHT.

12. WATER LINES MUST BE THE FOLLOWING MATERIALS:

a. 4” DIAMETER AND LARGER: DIP (CL 350)

b. LESS THAN 4” DIAMETER: PVC (SCHD 40)

13. WATER LINES MUST BE INSTALLED PER AUTHORITY HAVING JURISDICTION REQUIREMENTS. ALL MAINS AND SERVICES MUST BE MAINTAIN 36” OF MINIMUM COVER UNLESS SPECIFICALLY NOTED OTHERWISE.

14. METERING AND BACKFLOW PREVENTION MUST BE PROVIDED ON ALL WATER SERVICES (DOMESTIC, FIRE, IRRIGATION) PER AUTHORITY HAVING JURISDICTION REQUIREMENTS.

a. DOMESTIC SYSTEM: REDUCED PRESSURE ZONE (RPZ)

b. FIRE SYSTEM: DOUBLE CHECK DETECTOR ASSEMBLY (DCDA)

c. IRRIGATION SYSTEM: REDUCED PRESSURE ZONE (RPZ)

d. DCV AND DDCV DEVICES MUST BE IN BELOW GRADE BOXES PER LOCAL AUTHORITY REQUIREMENTS

e. RPZ DEVICES MUST BE IN ABOVE GRADE HEATED ENCLOSURE PER LOCAL AUTHORITY REQUIREMENTS.

f. CONTRACTOR MUST INCLUDE AND COORDINATE ALL POWER AND COMMUNICATION REQUIREMENTS TO

BOXES INCLUDING BUT NOT LIMITED TO SUMP PUMPS, HEATERS, SCADA, ETC.

15. PROVIDE TAMPER SWITCHES AND ASSOCIATED INFRASTRUCTURE ON FIRE SERVICE POST INDICATOR VALVES

AND VALVES IN PIT PER LOCAL AUTHORITY REQUIREMENTS. CONTRACTOR IS RESPONSIBLE FOR CONDUIT, WIRING, ETC FROM ANY TAMPER SWITCH LOCATION TO POWER SERVICE AND/OR REPORTING LOCATION.

COORDINATE WITH FIRE PROTECTION AND ELECTRICAL PLANS FOR POWER SERVICE AND/OR REPORTING

LOCATIONS.

16. TRENCHES IN EXISTING UNSURFACED AREAS MUST BE BACKFILLED PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS OR AT A MINIMUM WITH FILL PLACED IN MAX 6” LOOSE LIFTS, COMPACTED TO 98%

STANDARD PROCTOR AT +/- 2.0% OPTIMUM MOISTURE CONTENT.

17. TRENCHES IN EXISTING PAVED AREAS MUST BE NEATLY SAWCUT AND BACKFILLED FULL DEPTH WITH CRUSHED AGGREGATE. REPLACE SURFACING AND PAVEMENT SECTION IN LIKE KIND AND RESTRIPE AS NECESSARY TO

RETURN AREA TO PRE-CONSTRUCTION CONDITION.

18. CONTRACTOR IS RESPONSIBLE FOR ALL MODIFICATIONS REQUIRED TO ENSURE ALL AT-GRADE EXISTING AND PROPOSED UTILITY STRUCTURES (MANHOLES, VAULTS, VALVE BOXES, ETC.) MATCH FINISHED GRADE UPON

CONSTRUCTION COMPLETION.

19. ALL WATER AND SEWER LINES SHALL BE INSTALLED WITH TRACER WIRE AND IDENTIFICATION TAPE.

DRAWN BY

SHEET TITLE

PROJECT MANAGER

QUALCHECK

DESIGNED BY

PROJECT #

SHEET NUMBER

G H

AF

AR

I A

SS

O C

IA

TE

S

REGISTRATION SEAL

2170 HIGHLAND AVENUE SOUTH

SUITE 220

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

www.ghafari.com

PO BOX 101205

IRONDALE, ALABAMA 35210

Contact: Brian Hatcher, PE Tel +1.205.795.3434 bhatcher@kadre-eng.com

KE# 24001

CONSULTANT INFORMATION

B. HATCHER

C. WALKER

C. WALKER

C. EATMAN

FPH

REV DATE DOC REL ## - DESCRIPTION

06/14/

HWASHIN

GEORGIA

2300227.002

DOC REL 02 - IFB06/14/24

FIRE PUMP HOUSE

WAREHOUSE BUILDING

FFE=294.00FUTURE WAREHOUSE

BUILDING EXPANSION

FIRE PUMP

BUILDING

FFE=293.00

4" DIP (CL 52) SANITARY

SEWER @ 2.0% SLOPE

COMMUNICATIONS LINE

(SEE ELECTRICAL PLANS)

COMMUNICATIONS LINE

(SEE ELECTRICAL PLANS)

COMMUNICATIONS

LINE

COMM

MANUFACTURING BUILDING

FFE=294.00

12" DIP (CL 350)

WATER LINE

SEE PLUMBING PLANS

FOR CONTINUATION

CONNECT TO EXISTING 12"

BACKFLOW PREVENTER

SANITARY SEWER

CLEANOUT

CONNECT TO EXISTING

SANITARY SEWER MANHOLE

DIESEL GENERATOR (BASE BID).

NATURAL GAS GENERATOR (ALTERNATE).

SEE ELECTRICAL PLANS.

12" DIP (CL 350)

WATER LINE

NATURAL GAS SERVICE

(ALTERNATE)

NATURAL GAS SERVICE

(ALTERNATE)

CONNECT TO EXISTING

12" WATER LOOP

TRANSFORMER (SEE

ELECTRICAL PLANS)

290 289

291 GE

N

T

SCALE: 1"=10'

10 20

CG1-00-01

OVERALL

GRADING PLAN

N

GRADING NOTES:

1. CONTRACTOR MUST ADJUST THE FINAL ELEVATIONS OF ALL EXISTING AT-GRADE STRUCTURES AND UTILITIES

TO MATCH PROPOSED FINISHED GRADES.

2. THE CONTRACTOR MUST VISIT THE SITE AND DO ANY REQUIRED SITE RECONNAISSANCE TO VERIFY EXISTING

CONDITIONS PRIOR TO CONSTRUCTION AND OR PREPARING A QUOTE.

3. A GEOTECHNICAL INVESTIGATION REPORT PREPARED BY WHITAKER LAB & ENGINEERING, PROJECT NUMBER 11-10-23-5, DATED NOVEMBER 10, 2023 IS AVAILABLE FOR REFERENCE. THE CONTRACTOR MUST REVIEW THE REPORT, VISIT THE SITE AND COMPLETE ANY ADDITIONAL EXPLORATIONS / INVESTIGATIONS THAT IT DEEMS

NECESSARY IN ORDER TO PROVIDE A COMPLETE BID.

4. CONTRACTOR MUST VERIFY HORIZONTAL AND VERTICAL LOCATION OF ALL EXISTING INFRASTRUCTURE

PRIOR TO CONSTRUCTION.

5. CONTRACTOR MUST NOTIFY ENGINEER OF ANY EXISTING CONDITION OR UTILITY CONFLICT WITH PROPOSED

IMPROVEMENTS SHOWN ON THE PLANS.

6. CLEARING LIMITS ARE DEFINED AS 5' OUTSIDE OF ALL PROPOSED GRADED AREAS OR NOT BEYOND THE

PROPERTY LINES WHICHEVER IS LESS.

7. CLEARING AND GRUBBING LIMITS INCLUDE ALL AREAS DISTURBED BY CONSTRUCTION OPERATIONS.

CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UNDISTURBED AREAS, ALL PROPERTY MONUMENTS, AND RESTORATION OF ANY AREAS CLEARED OR DEMOLISHED WITHOUT AUTHORIZATION.

8. ALL TOPSOIL SHALL BE STRIPPED PER GEOTECHNICAL RECOMMENDATIONS WITHIN THE LIMITS OF GRADING AND STOCKPILED FOR LATER USE WITH ALL EXCESS TO BE DISPOSED OF OFF-SITE UNLESS OTHERWISE

NOTED ON THE PLANS.

9. PRIOR TO EARTHWORK CONSTRUCTION BEGINNING AND DURING THE ENTIRE LENGTH OF THE PROJECT, SURFACE DRAINAGE SHALL BE PERFORMED TO AGGRESSIVELY DRAIN SURFACE WATER AWAY FROM STRUCTURAL AREAS AT ALL TIMES. THIS SHALL INCLUDE THE EXPOSED GROUND SURFACE BEING GRADED AS REQUIRED TO SHED WATER AWAY FROM STRUCTURAL AREAS AND SEALED WITH A SMOOTH DRUM ROLLER

PRIOR TO RAIN EVENTS AND AT THE END OF EACH DAYS WORK.

10. PRIOR TO CUT TO FILL OPERATING BEGINNING, 4 SETTLEMENT MONITORING PLATES SHALL BE INSTALLED WITHIN THE DEEPER FILL AREAS OF THE SITE. SETTLEMENT MONITORING SHALL BE PERFORMED DURING FILL PLACEMENT BY THE ONSITE GEOTECHNICAL ENGINEER. BUILDING CONSTRUCTION MAY NOT COMMENCE

UNTIL THE SITE IS APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER.

11. PROOF ROLL SUBGRADE WITH A LOADED DUMP TRUCK IN A MANNER APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING FILL. ANY DEFICIENT AREAS, OR ANY UNSUITABLE (ORGANIC, SOFT, LOOSE) MATERIAL FOUND MUST BE UNDERCUT AND REPLACED OR MOISTURE CONDITIONED PER THE GEOTECHNICAL ENGINEER IN 6" LIFTS TO MINIMUM DENSITY OF 95% PER ASTM D-1557. IF A RAIN EVENT OF 0.5 INCHES OR MORE OCCURS AFTER INITIAL PROOF ROLLING AND PRIOR TO SUBSEQUENT PLACEMENT OF BASE OR SURFACE WEARING COURSE, THE PROOF ROLL TESTING MUST BE REPEATED JUST PRIOR TO ADDITIONAL WORK.

12. SCARIFY SUBGRADE TO A MINIMUM DEPTH OF 12”. MOISTURE CONDITION AND RECOMPACT AS REQUIRED TO ACHIEVE REQUIRED DENSITY AND MOISTURE CONTENT. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SUBGRADE BENEATH STRUCTURES IS GRADED AS NECESSARY TO DIRECT DRAINAGE AWAY FROM THE STRUCTURE. CARE MUST BE TAKEN TO SUBGRADE AS CONCRETE MAY NOT BE PLACED ON WET SOILS. IT IS THE SOLE RESPONSIBILITY TO MAINTAIN PROPER SUBGRADE MOISTURE CONTENT. SUB-DRAINS MAY BE REQUIRED OR USED AT THE DISCRETION OF THE CONTRACTOR AND ONSITE GEOTECHNICAL ENGINEER IF

THE CONTRACTOR IS UNABLE TO MAINTAIN MOISTURE CONTENT.

13. DUE TO THE POTENTIAL FOR PLASTIC CLAYEY SOILS RESIDING AT PLANNED SUBGRADE AND BOTTOM OF FOOTINGS WITHIN CUT AREAS, AN AUGER BORING EVALUATION MUST BE PERFORMED WITHIN ALL PAVEMENT AND FOOTING AREAS IN CUT ONCE FINISHED SUBGRADE ELEVATION IS ACHIEVED. THIS AUGER BORING EVALUATION MUST EXTEND TO A DEPTH REACHING 2 FEET BELOW BOTTOM OF FOOTING ELEVATIONS AND 2 FEET BELOW BOTTOM OF PAVEMENT SECTION ELEVATIONS TO DETERMINE IF PLASTIC SOILS RESIDE WITHIN 24" OF PROPOSED SUBGRADE. IF PLASTIC SOILS ARE ENCOUNTERED AND/OR AT THE DIRECTION OF THE ONSITE GEOTECHNICAL ENGINEER, THESE SOILS MUST BE UNDERCUT AND REPLACED WITH NON-PLASTIC SOILS TO A DEPTH REACHING 24 INCHES BELOW BOTTOM OF FOOTING AND PAVEMENT SUBGRADES.

14. CONTRACTOR IS SOLELY RESPONSIBLE TO PROTECT PREPARED SUBGRADES. RESTORE TO PROJECT SPECIFICATIONS IF DAMAGED OR COMPROMISED DUE TO INCLEMENT WEATHER AND/OR CONSTRUCTION

TRAFFIC.

15. DEWATERING IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. PREVENT SURFACE WATER AND GROUND WATER FROM ENTERING EXCAVATIONS AND PONDING ON PREPARED SUBGRADES. PROTECT SUBGRADES FROM DAMAGE BY RAIN OR WATER ACCUMULATION. INSTALL A DEWATERING SYSTEM AS REQUIRED TO KEEP SUBGRADES DRY AND CONVEY GROUND WATER AWAY FROM GRADING OPERATIONS. MAINTAIN UNTIL DEWATERING IS NO LONGER REQUIRED. CONTRACTOR IS RESPONSIBLE FOR TREATING ANY DISCHARGE FROM DEWATERING OPERATIONS TO ENSURE NO SEDIMENT IS DISCHARGED FROM THE PROJECT SITE.

CONTRACTOR IS REQUIRED TO OBTAIN ALL NECESSARY PERMITS FOR THE DISCHARGE OF DEWATERING

EFFLUENT.

16. MIXING OF FILL SOIL FROM CUT SECTIONS OF SITE WILL BE REQUIRED TO ACHIEVE NON-PLASTIC FILL SOILS RESIDING WITHIN THE FILL SECTIONS OF THE SITE. CUT AND FILL OPERATORS MUST ALTERNATE LOADS FROM OPPOSITE SIDES OF CUR AREAS OF THE SITES TO ENCOURAGE MIXING AND SOILS WILL REQUIRE HARROWING/MIXING ONCE PLACED WITHIN THE FILL AREA PRIOR TO COMPACTION EFFORTS. THE ONSITE GEOTECHNICAL ENGINEER MUST BE ONSITE DURING CUT AND FILL OPERATIONS TO VERIFY THE MIXING PROCESS AND THE FILL MATERIAL ACHIEVED UPON MIXING RESULTS IN A NON-PLASTIC SOIL.

17. FILL MATERIAL MUST MAINTAIN THE FOLLOWING PROPERTIES: VIRTUALLY FREE OF ORGANICS, NO ROCK FRAGMENTS GREATER THAN 4" WITHIN 4' OF FINISH GRADE, MAX LIQUID LIMIT OF 50, MAX PLASTICITY INDEX OF 30, MAX DRY DENSITY GREATER THAN 100PCF PER ASTM D-1557, MODIFIED PROCTOR, AND WITHIN

+/- 2.0% OF OPTIMUM MOISTURE CONTENT DURING COMPACTION OPERATIONS.

18. PLACE FILL MATERIAL IN 8"-10" LOOSE LIFTS AND COMPACT TO GEOTECHNICAL ENGINEER REQUIREMENTS.

19. COMPACTION TESTS MUST BE TAKEN AT A MINIMUM EVERY 2,500 SQUARE FEET OF AREA PER 8" LIFT OR AS

DIRECTED BY THE GEOTECHNICAL ENGINEER.

20. MINIMUM COMPACTION REQUIREMENTS OF MAX DRY DENSITY PER ASTM D-1557, MODIFIED PROCTOR

a. STRUCTURAL AREAS 95% a.a. DEFINED AS ZONES OF INFLUENCE AROUND BUILDING, PAVEMENT AREAS, FILL SLOPES, ETC.

b. LANDSCAPE AREAS 85% TOP 2' (95%)

c. LIMITED SPACES 95% c.a. DEFINED AS MANHOLES, INLETS, UTILITY TRENCHES

d. ANY STUMP HOLES OR OTHER DEPRESSIONS SHOULD BE CLEARED OF LOOSE MATERIAL AND DEBRIS, AND SHOULD THEN BE BACK-FILLED WITH APPROVED FILL. THE BACKFILL SHOULD BE PLACED IN 6"

THICK LIFTS AND COMPACTED TO 95% DENSITY IN ACCORDANCE WITH ASTM D-1557.

e. ALL OF THE FILL BACKFILL (INCLUDING UTILITY LINE BACKFILL) FOR THIS PROJECT SHOULD CONSIST OF CLEAN, GRANULAR SOILS . THE FILL SHOULD BE FREE OF OBJECTIONABLE ROOTS, CLAY

LUMPS, ORGANICS AND OTHER DEBRIS. THE FILL SHOULD BE READILY COMPACTABLE DURING

PLACEMENT. NON-PLASTIC SOILS WILL BE ACCEPTABLE. SOILS WITH THE MINUS NO. 40 FRACTION CLASSIFIED AS MH, CH, OR OH, WILL BE REJECTED. SOILS EXHIBITING MOISTURE SENSITIVITY, SOILS WITH EXCESSIVE CLAY CONTENT, OR EXCESSIVE MOISTURE SHOULD NOT BE USED WITHOUT

APPROVAL FROM THE GEOTECHNICAL ENGINEER. APPROVED SOILS WILL NEED TO BE MOISTURE

CONDITIONED AS NECESSARY TO FACILITATE PROPER COMPACTION THROUGHOUT ITS ENTIRE

DEPTH. IF UTILITY TRENCHES CANNOT BE SUFFICIENTLY DEWATERED TO READILY ALLOW

COMPACTION OF THE PIPE BEDDING MATERIAL, THEN A CLASS I (ASTM-D-2331)GRAVEL OR GRAVEL

MIXTURE IS REQUIRED.

21. STONE BACKFILL SHALL BE INSTALLED IN 12” MAX LOOSE LIFTS AND COMPACTED BY VIBRATORY COMPACTOR.

22. ALL UN-SURFACED AREAS DISTURBED BY GRADING OPERATIONS SHALL RECEIVE FOUR INCHES (4") OF TOPSOIL, SEED, MULCH, WATER, ETC. TO ENSURE THE ESTABLISHMENT OF A PERMANENT STAND OF GRASS.

CONTRACTOR SHALL GRASS DISTURBED AREAS IN ACCORDANCE WITH THE LANDSCAPE PLAN AND

CITY/COUNTY SPECIFICATIONS UNTIL HEALTHY STAND OF GRASS IS OBTAINED.

23. PROPOSED ELEVATIONS REPRESENT FINISHED PAVEMENT OR GROUND SURFACE GRADE UNLESS OTHERWISE

NOTED ON DRAWINGS.

24. CONTRACTOR SHALL MILL, TACK, AND ENSURE FLUSH CONDITION WITH NO PONDING OF WATER AT

LOCATIONS WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT.

25. EXISTING MANHOLE TOPS, VALVE BOXES, ETC. TO REMAIN ARE TO BE ADJUSTED AS REQUIRED TO MATCH PROPOSED GRADES. IF NECESSARY, RE-ADJUSTMENTS SHALL BE PERFORMED UPON COMPLETION OF PAVING

AND FINE GRADING TO ENSURE A SMOOTH TRANSITION.

26. EXISTING DRAINAGE STRUCTURES TO REMAIN WITHIN THE PROJECT LIMITS ARE TO BE INSPECTED AND

REPAIRED AS NECESSARY. EXISTING PIPES TO BE CLEANED OF ANY SILTS AND DEBRIS.

27. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDING AND FOR ALL NATURAL AND PAVED

AREAS.

28. MAXIMUM FILL AND CUT SLOPE GRADES MUST BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED.

29. FILL SLOPES MUST BE BENCHED INTO EXISTING SLOPES PER THE GEOTECHNICAL ENGINEER.

30. RETAINING WALL GRADES:

a. GTW = FINISHED GRADE AT TOP OF WALL

b. GBW = FINISHED GRADE AT BOTTOM OF WALL

c. ACTUAL WALL HEIGHT MUST BE A MINIMUM OF 6" ABOVE FINISHED GRADE AT TOP OF WALL.

d. SEE STRUCTURAL PLANS FOR WALL DESIGN AND FOOTING ELEVATIONS RELATIVE TO FINISHED

GRADE.

31. ALL RETAINING WALLS TO BE PROTECTED DURING BACKFILL BY CONTRACTOR. THIS INCLUDES BUT IS NOT

LIMITED TO, PROVIDING AND INSTALLING PROPER BRACING DURING BACKFILL BEING PLACED ADJACENT TO

RETAINING WALLS.

32. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING COMPACTION TESTING.

STORM DRAINAGE NOTES:

1. EXISTING STORM INFRASTRUCTURE SHOWN ON PLANS IS APPROXIMATE. CONTRACTOR SHALL VERIFY

EXISTING CONDITIONS AND CONNECTION POINTS PRIOR TO ORDERING OF MATERIALS AND CONSTRUCTION.

2. SUBMIT PROJECT SPECIFIC SHOP DRAWINGS TO THE ENGINEER FOR ALL STORM PIPE MATERIALS AND

STRUCTURES PRIOR TO FABRICATION.

3. STORM DRAINAGE CONVEYANCE SYSTEMS SHALL BE CONSTRUCTED FROM DOWNSTREAM TO UPSTREAM WITH

ALL INLETS BEING LOCATED AT LOWPOINTS.

4. ALL WORK AND MATERIALS SHALL BE IN CONFORMANCE WITH LOCAL AND GDOT STANDARDS AND

REQUIREMENTS.

5. STORM PIPES:

a. ADS HP STORM PIPE WITH WATERTIGHT JOINTS OR AS NOTED.

b. BEDDING:

b.a. 24” AND LESS BEDDED IN 4” OF CRUSHED AGGREGATE OR PER MANUFACTURER'S

RECOMMENDATIONS

b.b. 30” AND GREATER BEDDED IN 6” OF CRUSHED AGGREGATE OR PER MANUFACTURER'S

RECOMMENDATIONS

6. PROVIDE DOWNSPOUT BOOTS, CLEANOUTS AND ROOF DRAIN PIPING FROM DOWNSPOUTS TO CONNECT TO STORM CONVEYANCE SYSTEM. COORDINATE WITH ARCHITECTURAL PLANS FOR DOWNSPOUT LOCATION AND BOOT MODEL. COORDINATE WITH STRUCTURAL PLANS FOR FOOTING ELEVATIONS TO ENSURE A MINIMUM

ROOF DRAIN PIPING COVER OF 18".

7. INSTALL DRAINAGE PIPING (4” MIN PVC) AS REQUIRED FROM BELOW GRADE UTILITY VAULTS TO NEAREST

INLET OR DAYLIGHT.

8. THE CONTRACTOR SHALL INSURE THAT POSITIVE AND ADEQUATE DRAINAGE IS MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT CONSTRUCTION. THIS MAY INCLUDE, BUT NOT LIMITED TO, PHASED

CONSTRUCTION SEQUENCING WITH GRADING AND STORM DRAINAGE WORK.

FIRE PUMP

BUILDING

FFE=293.00

DRAWN BY

SHEET TITLE

PROJECT MANAGER

QUALCHECK

DESIGNED BY

PROJECT #

SHEET NUMBER

G H

AF

AR

I A

SS

O C

IA

TE

S

REGISTRATION SEAL

2170 HIGHLAND AVENUE SOUTH

SUITE 220

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

www.ghafari.com

PO BOX 101205

IRONDALE, ALABAMA 35210

Contact: Brian Hatcher, PE Tel +1.205.795.3434 bhatcher@kadre-eng.com

KE# 24001

CONSULTANT INFORMATION

B. HATCHER

C. WALKER

C. WALKER

C. EATMAN

FPH

REV DATE DOC REL ## - DESCRIPTION

06/14/

HWASHIN

GEORGIA

2300227.002

DOC REL 02 - IFB06/14/24

FIRE PUMP HOUSE

292.98

292.50 292.50

292.95

293.50

293.98

293.89

293.37

293.31

293.50

293.31

292.79

292.91

292.88

292.98

292.50292.50

292.88

WAREHOUSE BUILDING

FFE=294.00FUTURE WAREHOUSE

BUILDING EXPANSION

ENSURE POSITIVE

DRAINAGE

ENSURE POSITIVE

DRAINAGE

GB-# ( )

SLAB ON GRADE MARK (SOG-6)

THICKNESS IN INCHES

SOIL BORING MARK

SB-#

WATERSTOP

(SELF-EXPANDING WATERSTOP)

GRADE BEAM MARK

(TOP OF GRADE BEAM EL)

OR

XW18x35

W18x35 C = #"

W18x35 (+/-#")

W18x35 (#)

SLAB CHANGE IN ELEVATION

(+/- FROM ESTABLISHED ELEVATION)

SPAN DIRECTION

EXISTING BEAM OR COLUMN DESIGNATION

SOG CHANGE IN ELEVATION

(+/- FROM ESTABLISHED ELEVATION)

RW-# RETAINING WALL MARK

WATERSTOP (DUMBBELL, PVC UON)

TOS EL (+/- ESTABLISHED ELEVATION)

BEAM CAMBER

COMPOSITE SLAB MARK

ROOF DECK MARK

ONE-WAY CONCRETE SLAB MARK

SLAB ON FORMED DECK MARK

THICKNESS IN INCHESP-#

F-#

CF-#

TOP OF PIER EL

PIER MARK

TOP OF FOOTING EL

FOOTING MARK

TOP OF COMBINED FOOTING EL

COMBINED FOOTING MARK

STRUCTURAL FRAMING SYMBOL LISTSTRUCTURAL FOUNDATION SYMBOL LIST

WF-# WALL FOOTING MARK

NUMBER OF 3/4" DIA STUDS

TEST BORING MARK

TB-#

-2"

RD-#

SPAN DIRECTION

THICKNESS IN INCHES

CS-#

SPAN DIRECTION

THICKNESS IN INCHES

FS-#

SPAN DIRECTIONS-#

OR

-2"

BEAM NOMENCLATURE

DECK AND SLAB SYMBOLSFOUNDATION NOMENCLATURE AND SYMBOLS

FOUNDATION WALL NOMENCLATURE

MISCELLANEOUS SYMBOLS

SLAB ON GRADE NOMENCLATURE AND SYMBOLS

SOG-#

+1"

+1"

XDP - #

XF - #

EXISTING DRILLED PIER

EXISTING FOOTING

CONT

CT

DH

DJ

EOD

EQ SP

EXP JT

EXIST

FDN

FT

HP

IN

JT

k

K-FT

LLBB

LP

MC

MDO

PL

REBAR

SFRC

SLBB

SOG

TDO

TC

UOD

UON

CONTINUOUS

CARRYING TRUSS

DOOR HEADER

DOOR JAMB

EDGE OF DECK

EQUALLY SPACED

EXPANSION JOINT

EXISTING

FOUNDATION

FEET, FOOT, FLOOR TRUSS

HIGH POINT

INCH

JOINT, JACK TRUSS

KIP (1000 LB)

KIP-FOOT (FEET)

LONG LEG BACK-TO-BACK

LOW POINT

MOMENT CONNECTION

MAN DOOR OPENING

PLATE

REINFORCING STEEL BARS

STEEL FIBER REINFORCED CONCRETE

SHORT LEG BACK-TO-BACK

SLAB ON GRADE

TRUCK DOOR OPENING

TOP CHORD

UNDERSIDE OF DECK

UNLESS OTHERWISE NOTED

STRUCTURAL ABBREVIATIONS

INSPECTION TASK

1. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

LEVEL 1

NRa. PROPORTIONS OF SITE-PREPARED MORTAR

MASONRY SPECIAL INSPECTION REQUIREMENTS MINIMUM (TMS 602 TABLE 4)

FREQUENCY (a) REFERENCE FOR CRITERIA

LEVEL 2 LEVEL 3 TMS 402 TMS 602

P P ART. 2.1, 2.6 A, & 2.6 C

NRb. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES P P ART. 2.4, B & 2.4 H

ART. 3.4 & 3.6 A

ART. 3.6 B

ART. 2.1 C.1

ART. 1.6 D

P

P

C

C

P

P

C(b)/P(c)

P

NR

NR

NR

NR

c. GRADE, TYPE AND SIZE OF REINFORCEMENT, CONNECTORS, ANCHOR BOLTS,AND

PRESTRESSING TENDONS AND ANCHORAGES

d. PRESTRESSING TECHNIQUE

e. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY

f. SAMPLE PANEL CONSTRUCTION

2. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

NRa. GROUT SPACE P C ART. 3.2 D & 3.2 F

NRb. PLACEMENT OF PRESTRESSING TENDONS AND ANCHORAGES P P ART. 2.4,& 3.6

ART. 3.2 E & 3.4

ART. 2.6 B & 2.4 G.1.b

C

P

P

P

NR

NR

c. PLACEMENT OF REINFORCEMENT, CONNECTOR, AND ANCHOR BOLTS

d. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS

3. VERIFY COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION:

NRa. MATERIALS AND PROCEDURES WITH THE APPROVED SUBMITTALS P P ART. 1.5

NRb. PLACEMENT OF MASONRY UNITS AND MORTAR JOINT CONSTRUCTION P P ART. 3.3 B

ART. 3.3 FP

C

P

P

NR

NR

c. SIZE AND LOCATION OF STRUCTURAL MEMBERS

d. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE

OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION

e. WELDING OF REINFORCEMENT

f. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40°F (4.4°C)) OR HOT WEATHER (TEMPERATURE ABOVE 90°F(32.2°C))

g. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

I. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED MORTAR JOINTS

h. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS IS IN COMPLIANCE

NR

NR

NR

NR

NR

NR

C

P

C

C

P

C(b)/P(c)

C

P

C

C

C

C4. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS

SEE. 10.8 & 10.9

SEE. 6.1, 6.3.1,

6.3.6, & 6.3.7

SEE. 1.2.1(e), 6.2.1, & 6.3.1

SEE. 6.1.6.1.2

ART. 1.8 C & 1.8 D

ART. 3.6 B

ART. 3.5 & 3.6 C

ART. 3.3 B.9

& 3.3 F.1.b

ART. 1.4 B.2.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3, & 1.4 B.4

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE LISTED TASK OR PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

NR=NOT REQUIRED, P=PERIODIC, C=CONTINUOUS

(b) REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

(c) REQUIRED AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

1'

2 3

0.

6h

0.

6h

0.6h 0.6h

0.

2h

0.

6h

DRAWN BY

SHEET TITLE

PROJECT MANAGER

QUALCHECK

DESIGNED BY

PROJECT #

SHEET NUMBER

1"=1000'-0" 0 1000' 2000'

1"=500'-0" 0 500' 1000'

1"=400'-0" 0 400' 800'

1"=200'-0" 0 200' 400'

1"=100'-0" 0 100' 200'

1"=80'-0" 0 80' 160'

1"=60'-0" 0 60' 120'

1"=50'-0" 0 50' 100'

1"=40'-0" 0 40' 80'

1"=30'-0" 0 30' 60'

1"=20'-0" 0 20' 40'

1"=10'-0" 0 10' 20'

16"=1'-0"

0 16' 32'

32"=1'-0" 0 16' 32'

8"=1'-0"

0 8' 16'

16"=1'-0" 0 8' 16'

4"=1'-0"

0 4' 8'

8"=1'-0" 0 4' 8'

2"=1'-0"

0 2' 4'

4"=1'-0" 0 2' 4'

1"=1'-0" 0 1' 2'0 1' 2'

"=1'-0"1 21 1

32"=1'-0" 0 32' 64'

G H

AF

AR

I A

SS

O C

IA

TE

S

REGISTRATION SEAL

2170 HIGHLAND AVENUE SOUTH

SUITE 220

BIRMINGHAM, AL 35205-4024 USA

TEL +1.205.203.4611

www.ghafari.com

CONSULTANT INFORMATION

HWASHIN

GEORGIA

FIRE PUMP HOUSE

6/

/2

9:

:3

AM

2300227.002

E.MCCRARY

E.MCCRARY

S00-00-01

S. HEYWOOD

C. COSTIS

STRUCTURAL

ABBREVIATIONS

AND SYMBOLS

60-0-1

FPH

REV DATE DOC REL ## - DESCRIPTION

NOT TO SCALE

NORTH

C&C DIAGRAM

06/14/24 DOC REL 02 - IFB

THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETED, SELF

SUPPORTING, STABLE STRUCTURE .

THEY DO NOT INDICATE THE MEANS OR METHOD OF CONSTRUCTION.

IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND

CONSTRUCTION SEQUENCE AND PROVIDE ALL MEASURES NECESSARY TO ENSURE THE STABILITY AND

SAFETY OF THE STRUCTURE, ITS COMPONENT PARTS,

AND PROTECTION OF SURROUNDING EXISTING PROPERTY AND UTILITIES. THIS SHALL INCLUDE, BUT

NOT BE LIMITED TO: PROTECTION OF SUBGRADE FROM FREEZING CONDITIONS, BRACING,

SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, TEMPORARY STRUCTURES,

AND PARTIALLY COMPLETED WORK, OBSERVATION VISIT TO THE SITE BY THE STRUCTURAL

ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

GHAFARI SHALL NOT BE RESPONSIBLE IN ANY WAY FOR CONSTRUCTION MEANS ,

METHODS, SEQUENCES, OR PROCEDURES SINCE THESE ARE THE CONTRACTORS

SOLE RESPONSIBILITY UNDER THE CONTRACT.

THE SPECIFICATIONS ARE INTENDED TO AUGMENT THE STRUCTURAL DRAWINGS AND ARE AN

INTEGRAL PART OF THE CONSTRUCTION DOCUMENTS. SHOULD THE DRAWINGS DIFFER FROM

THE SPECIFICATIONS, NOTIFY THE ENGINEER FOR CLARIFICATION. FOR PRICING PURPOSES,

ASSUME THE DRAWINGS GOVERN.

PROJECT DESIGN BASIS IS IN ACCORDANCE WITH THE LATEST CODES AND

STANDARDS:

BUILDING CODE:

INTERNATIONAL BUILDING CODE

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7

STRUCTURAL STEEL:

SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS (AISC)

SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 341)

STRUCTURAL CONCRETE:

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318)

CONCRETE MASONRY:

BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (TMS 402/602)

ALL CONSTRUCTION SHALL COMPLY WITH APPLICABLE SECTIONS OF OSHA AND

THE LOCAL GOVERNING SAFETY CODES.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL WORK IN

CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, SITE, AND ELECTRICAL DRAWINGS.

SOIL DATA IS TAKEN FROM THE GEOTECHNICAL REPORT BY WHITAKER LABORATORY INC.,

TITLED “PROPOSED 604K SF WAREHOUSE HEART OF GEORGIA MEGA SITE, GA HWY 257

DUBLIN, GEORGIA", DATED NOVEMBER 10, 2023.. THIS REPORT IS PROVIDEDIN THE SPECIFICATIONS IN ITS ENTIRETY UNDER DIVISION 1 OF THE PROJECT SPECIFICATIONS. THE CONTRACTOR SHALL

REVIEW THEIR PROPOSED SITE CONSTRUCTION WORK PLAN WITH THE GEOTECHNICAL ENGINEER

TO VERIFY THAT IT IS ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS AND

CONSIDERATIONS.

USE OF ENGINEERING DRAWINGS AS ERECTION DRAWINGS BY THE CONTRACTOR WILL NOT BE

PERMITTED.

UNLESS OTHERWISE NOTED, ALL DETAILS, SECTIONS AND NOTES ON THE DRAWINGS ARE

INTENDED TO BE TYPICAL FOR SIMILAR CONDITIONS ELSEWHERE.

SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC. SHALL BE REVIEWED AND

COORDINATED BY THE CONTRACTOR, PRIOR TO SUBMITTING TO THE ENGINEER.

SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC. SHALL BE REVIEWED BY THE

ARCHITECT/ENGINEER FOR CONFORMANCE WITH DESIGN INTENT ONLY.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL RELEVANT DIMENSIONS AND ELEVATIONS

FOR EQUIPMENT INSTALLATIONS AGAINST APPROVED MANUFACTURERS CERTIFIED EQUIPMENT

DRAWINGS. CONTRACTOR SHALL VERIFY EQUIPMENT WEIGHT, OPENING SIZES,AND LOCATIONS

INDICATED ON THE STRUCTURAL DRAWINGS WITH DOCUMENTS FROM OTHER DISCIPLINES AND

NOTIFY ENGINEER OF ANY DISCREPANCIES.

ALL SUBMITTALS REVIEWED BY THE STRUCTURAL ENGINEER ARE REVIEWED FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE

FABRICATOR VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS

AND SPECIFICATIONS, ALL OR WHICH HAVE PRIORITY OVER SUBMITTALS

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

GENERAL STRUCTURAL NOTES:

DESIGN LOADS

ROOF AND SNOW LOADS:

FLAT ROOF SNOW LOAD (Pf) MINIMUM ROOF LIVE LOAD (Lr)

SUPERIMPOSED DEAD LOADS:

ROOFING AND INSULATION

MEP

WIND LOADS:

ULTIMATE DESIGN WIND SPEED (Vult)

RISK CATEGORY

WIND EXPOSURE CATEGORY

TOPOGRAPHIC FACTOR

INTERNAL PRESSURE COEFFICIENT (GCPi)

SEISMIC LOADS:

RISK CATEGORY

SEISMIC DESIGN CATEGORY

MAPPED SPECTRAL RESPONSE ACCELERATION (Ss)

MAPPED SPECTRAL RESPONSE ACCELERATION (S1)

SITE CLASS

DESIGN SPECTRAL RESPONSE ACCELERATION (Sds) DESIGN SPECTRAL RESPONSE ACCELERATION (Sd1) SEISMIC IMPORTANCE FACTOR (Ie)

ANALYSIS PROCEDURE

RESPONSE MODIFICATION FACTORS

SEISMIC FORCE-RESISTING SYSTEM

5 PSF

20 PSF

5 PSF

2.5 PSF

110 MPH

II

C +/- 0.18

II

B 0.184 0.078 D 0.196 0.124 1.0

EQUIVALENT LATERAL FORCE

ORDINARY REINFORCED

MASONRY SHEAR WALLS

ALL FOOTINGS SHALL BE PLACED ON TO UNDISTURBED NATURAL SUBGRADE, AS VERIFIED BY THE

QUALIFIED GEOTECHNICAL ENGINEER RETAINED BY THE OWNER. FOOTING ELEVATIONS SHOWN

DESIGNATE A MINIMUM DEPTH OF FOOTINGS WHERE A SAFE SOIL BEARING PRESSURE OF 3000 PSF FOR COLUMN FOOTINGS IS EXPECTED TO BE OBTAINED.