CCPS LED Monument Signs.pdf

SHEET

NUMBER

SHEET SERIES TYPE

DISCIPLINE

A-201A1

LEVEL REFERENCE

BUILDING AREA

0 GENERAL

1 PLANS: (Site, Floor, Finish, Graphics)

2 CEILING

3 ROOF

4 ENLARGED PLANS

5 ELEVATIONS (Exterior & Interior) 6 SECTIONS: (Bldg & Wall)

7 BLDG DETAILS

8 DIAGRAMS/COMPILED SCHEDULES:

(Partition Types, Casework/Millwork, Door & Panel/Frame Types, Window Types)

9 MISCELLANEOUS

G GENERAL

C CIVIL

CA SPORTS CIVIL

SA SPORTS ARCH

S STRUCTURAL

L LANDSCAPE

D DEMOLITION

A ARCHITECTURAL

M MECHANICAL

E ELECTRICAL

P PLUMBING

T TECHNOLOGY

FS FOOD SERVICE

AV ACOUSTICAL

TH THEATRICAL

SUBDISCIPLINE

- NOT USED

S SITE

D DEMO

F INTERIOR FINISHES

G GRAPHICS & SIGNAGE

Q FURNITURE

PROJECT GRAPHIC REFERENCES

FLIP SHEET (Schedules)

F O

R B

LU

E

B E

A M

LA

B

E

LIN

G O

C R

12/23/2024 10:13:50 AM

DECEMBER 19, 2024

100% SET

CLAYTON COUNTY SCHOOLS:

LED MONUMENT SIGNS

CONSTRUCTION DRAWINGS

1058 FIFTH AVENUE, JONESBORO, GA 30236

(770) 473-2700

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G-000

COVER SHEET

G -00

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ARCHITECT

PBK ARCHITECTS, INC

5019 WEST BROAD ST, SUITE M223

SUGAR HILL, GA 30518

T 770-227-5473

SHEET NUMBER SHEET NAME

ARCHITECTURAL GENERAL

G-000 COVER SHEET

STRUCTURAL

S-101 MONUMENT FOUNDATION PLAN & DETAILS

S-102 GENERAL CONCRETE AND STL REINF NOTES AND TYP DETAILS

ARCHITECTURAL SITE

AS100 ARCHITECTURAL SITE PLAN

AS101 ARCHITECTURAL SITE PLAN

AS102 ARCHITECTURAL SITE PLAN

AS103 ARCHITECTURAL SITE PLAN

AS104 ARCHITECTURAL SITE PLAN

AS105 ARCHITECTURAL SITE PLAN

AS200 SIGN DETAILS

ELECTRICAL

ES100 J.E. EDMONDS ELEMENTARY - ELECTRICAL SITE PLAN

ES101 HAWTHORNE ELEMENTARY - ELECTRICAL SITE PLAN

ES102 HUIE ELEMENTARY - ELECTRICAL SITE PLAN

ES103 MARSHALL ELEMENTARY - ELECTRICAL SITE PLAN

ES104 RIVERDAL ELEMENTARY - ELECTRICAL SITE PLAN

ES105 SOUTHERN CRESCENT STADIUM - ELECTRICAL SITE PLAN

ES106 ELECTRICAL SPECIFICATIONS

GENERAL NOTES

A. THE CONTRACT DOCUMENTS ARE TO INCLUDE AIA DOCUMENT A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION". CLIENT SHALL BE DESIGNATED AS "THE OWNER", PBK ARCHITECTS, INC.

SHALL BE DESIGNATED AS "THE ARCHITECT". FACILITY SHALL BE DESIGNATED AS "THE LANDLORD". THE CONTRACT DOCUMENT SHALL ALSO INCLUDE THE AGREEMENT, PERFORMANCE AND PAYMENT BONDS, GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS, THE SPECIFICATIONS, CONTRACT DRAWINGS ADDENDA, AND CONTRACT MODIFICATIONS, BUILDING RULES AND REGULATIONS & ANY OTHER

DOCUMENTS REQUIRED BY THE OWNER.

B. THE WORK SHALL BE DONE IN ACCORDANCE WITH THE RULES AND REGULATIONS OF ALL APPLICABLE SAFETY AND BUILDING CODES, AND AS APPROVED BY THE AUTHORITY HAVING JURISDICTION.

CONTRACTOR IS RESPONSIBLE FOR SECURING AND PAYING FOR ALL PERMITS REQUIRED FOR THE WORK AND FOR THE SCHEDULING OF ALL REQUIRED INSPECTIONS DURING THE COURSE OF THE WORK.

C. CONTRACTOR SHALL REVIEW AND VERIFY EXISTING CONDITIONS AS PROVIDED IN THE CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES, ERRORS, INCONSISTENCIES OR AMBIGUITIES PRIOR TO PROCEEDING WITH THE WORK.

D. CONTRACTOR SHALL BE RESPONSIBLE FOR, AND PROVIDE PROTECTION OF, ANY EXISTING FINISHES, MATERIALS, AND EQUIPMENT TO REMAIN. CONTRACTOR SHALL REPAIR OR REPLACE ANY DAMAGED FINISHES, MATERIALS, AND EQUIPMENT AS A RESULT OF THE WORK. ALL EXISTING FINISHES TO REMAIN SHALL BE CLEANED AT THE COMPLETION OF CONSTRUCTION. CONTRACTOR SHALL PHOTOGRAPH AND DOCUMENT ALL EXISTING DAMAGES, AND PROVIDE TO THE ARCHITECT, PRIOR TO PROCEEDING WITH THE WORK.

E. ALL MATERIALS AND SYSTEMS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ALL CONSTRUCTION SHALL BE OF INDUSTRY STANDARD OR BETTER. THE ARCHITECT SHALL BE FINAL JUDGE OF

QUALITY.

F. ONLY NEW MATERIALS AND EQUIPMENT OF RECENT MANUFACTURE, OF STANDARD QUALITY, AND FREE FROM DEFECTS, WILL BE PERMITTED IN THE WORK, UNLESS OTHERWISE NOTED. REJECTED MATERIALS AND EQUIPMENT SHALL BE REMOVED IMMEDIATELY FROM THE WORK AND REPLACED WITH MATERIALS AND EQUIPMENT OF THE QUALITY SPECIFIED. FAILURE TO REMOVE REJECTED MATERIALS AND EQUIPMENT SHALL NOT RELIEVE CONTRACTOR FROM THE RESPONSIBILITY FOR QUALITY OF MATERIAL AND EQUIPMENT USED NOR FROM ANY OTHER OBLIGATION IMPOSED BY THE CONTRACT.

G. DO NOT SCALE DRAWINGS. STATED & WRITTEN DIMENSIONS GOVERN. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL BE RESPONSIBLE FOR THEIR ACCURACY. NO EXTRA CHARGE OR COMPENSATION SHALL BE ALLOWED BECAUSE OF DIFFERENCE BETWEEN ACTUAL DIMENSIONS AND THOSE INDICATED ON THE DRAWINGS, UNLESS THEY CONTRIBUTE TO A CHANGE IN THE SCOPE OF THE WORK. ANY DIFFERENCE FOUND SHALL BE SUBMITTED TO THE ARCHITECT FOR COORDINATION PRIOR TO ORDERING, MANUFACTURING, OR PROCEEDING WITH THE WORK. HORIZONTAL DIMENSIONS INDICATED ARE TO/FROM FACE OF FINISH, UNLESS NOTED OTHERWISE. VERTICAL DIMENSIONS ARE FROM TOP OF FLOOR SLAB EXCEPT WHERE NOTED TO BE ABOVE FINISHED FLOOR (AFF). DIMENSIONS

ARE NOT ADJUSTABLE WITHOUT APPROVAL OF ARCHITECT UNLESS NOTED +/-.

H. CONTRACTOR SHALL VERIFY THAT NO CONFLICTS EXIST BETWEEN THE LOCATIONS OF EXISTING AND PROPOSED NEW MECHANICAL, ELECTRICAL, PLUMBING, DATA, AND SPRINKLER EQUIPMENT (INCLUDING BUT NOT LIMITED TO STRUCTURAL MEMBERS, PIPING, DUCT WORK, CONDUIT AND SPRINKLERS) AND THAT CLEARANCES FOR INSTALLATION AND MAINTENANCE OF EQUIPMENT ARE PROVIDED. ELEMENTS IN CONFLICT SHALL BE DOCUMENTED AND PROVIDED TO THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

J. CONTRACTOR SHALL PROVIDE THE ARCHITECT WITH SHOP DRAWINGS FOR REVIEW AND APPROVAL, FOR ALL, BUT NOT LIMITED TO, THE FOLLOWING: SHOP-FABRICATED MILLWORK, CARPET LAYOUT, FLOORING, LIGHT FIXTURES, DOORS, MISC. STEEL, METAL FABRICATION, GLASS/GLAZING, SPRINKLER LAYOUTS, HARDWARE. SHOP DRAWINGS SHALL BE SUBMITTED IN THE FORM OF 3 SETS OF PRINTS.

SHOP DRAWINGS SHALL NOT BE REPRODUCTIONS OF CONTRACT DOCUMENTS. MATERIAL SUBMITTALS (3 SAMPLES) SHALL BE PROVIDED FOR WOOD, FASTENERS, ACRYLIC, CARPET, TILE, BASE, PAINT, LAMINATE AND ANY OTHER MATERIALS INDICATED IN THE SHOP DRAWING.

K. CONTRACTOR SHALL PROVIDE THE ARCHITECT WITH MANUFACTURER'S CUT SHEETS AND SPECIFICATIONS FOR ALL EQUIPMENT INCLUDING BUT NOT LIMITED TO: LIGHT FIXTURES, PLUMBING EQUIPMENT, ELECTRICAL EQUIPMENT, FANS, SUPPLEMENTARY HEATING AND COOLING ELEMENTS, ALL HARDWARE AND SECURITY EQUIPMENT.

L. CONTRACTOR SHALL NOT PROCEED WITH WORK FOR WHICH ADDITIONAL COMPENSATION BEYOND THE CONTRACT AMOUNT IS EXPECTED WITHOUT WRITTEN AUTHORIZATION FROM THE ARCHITECT AND OWNER. FAILURE TO OBTAIN SUCH AUTHORIZATION SHALL INVALIDATE A CLAIM FOR EXTRA COMPENSATION. CONTRACTOR SHALL NOT PROCEED WITH WORK WHICH, IF COMPLETED IN STRICT CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS, WILL RESULT IN ADDITIONAL WORK BEYOND THE SCOPE OF THE CONTRACT WITHOUT WRITTEN AUTHORIZATION FROM THE ARCHITECT AND OWNER.

ANY FIELD CONDITIONS THAT SIGNIFICANTLY VARY FROM THE CONTRACT DOCUMENTS OR WILL RESULT IN ADDITIONAL WORK, SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO

PROCEEDING WITH WORK.

M. CONTRACTOR SHALL REVIEW AND COORDINATE THE SIZE AND LOCATION OF ALL SLAB OPENINGS WITH ALL RELATED DISCIPLINES. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF CORE DRILLING AND SLAB OPENINGS TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO PROCEEDING WITH THE WORK.

N. PATCH, REPAIR, AND INSTALL ALL FIREPROOFING AS REQUIRED BY CODE. FIREPROOF ALL NEW PENETRATIONS AS REQUIRED FOR APPROVAL BY THE AUTHORITY HAVING JURISDICTION.

P. WHERE BUILDING THERMAL EXPANSION JOINTS ARE LOCATED, CONTRACTOR SHALL COMPLY WITH APPLICABLE CODE AND INDUSTRY BEST PRACTICES FOR ROUTING OF ALL PIPING, DUCTS, CONDUITS AND

OTHER CONTINUOUS RUNS.

Q. CONTRACTOR SHALL CONTINUOUSLY CHECK ARCHITECTURAL AND STRUCTURAL CLEARANCES FOR ACCESSIBILITY OF EQUIPMENT AND MECHANICAL AND ELECTRICAL SYSTEMS. NO ALLOWANCES OF ANY KIND WILL BE MADE FOR THE GENERAL CONTRACTOR'S NEGLIGENCE TO FORESEE MEANS OF INSTALLING EQUIPMENT INTO POSITION.

R. FINISHED WORK SHALL BE FIRM, WELL-ANCHORED, IN TRUE ALIGNMENT, PLUMB, LEVEL, WITH SMOOTH, CLEAN, UNIFORM, APPEARANCE WITHOUT WAVES, DISTORTIONS, HOLES, MARKS, CRACKS, STAINS, OR DISCOLORATION. JOINTING SHALL BE CLOSE FITTING, NEAT AND WELL SCRIBED. FINISHED WORK SHALL HAVE NO EXPOSED UNSIGHTLY ANCHORS OR FASTENERS AND SHALL NOT PRESENT HAZARDOUS, UNSAFE CORNERS. ALL WORK SHALL HAVE THE PROVISION FOR EXPANSION, CONTRACTION AND SHRINKAGE AS NECESSARY TO PREVENT CRACKS, BUCKLING, AND WARPING DUE TO TEMPERATURE AND

HUMIDITY CONDITIONS.

S. ATTACHMENTS, CONNECTIONS OR FASTENERS OF ANY NATURE ARE TO PROPERLY AND PERMANENTLY BE SECURED IN CONFORMANCE WITH INDUSTRY BEST PRACTICES. THE DRAWINGS HIGHLIGHT SPECIAL CONDITIONS ONLY AND BY NO MEANS ILLUSTRATE EVERY CONNECTION. THE CONTRACTOR IS RESPONSIBLE FOR IMPROVING CONNECTION ACCORDINGLY.

T. CONTRACTOR SHALL WAIVE "COMMON PRACTICE" AND "COMMON USAGE" AS CONSTRUCTION CRITERIA WHEREVER DETAILS AND CONTRACT DOCUMENTS OR GOVERNING CODES, ORDINANCES, ETC.

REQUIRE QUANTITY OR BETTER QUALITY THAN COMMON PRACTICE OR COMMON USAGE WOULD REQUIRE.

U. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SUBMITTALS AND SHALL ORDER AND SCHEDULE DELIVERY OF MATERIALS TO AVOID DELAYS IN CONSTRUCTION. IF AN ITEM IS FOUND TO BE UNAVAILABLE OR TO HAVE A LONG LEAD TIME, THE GENERAL CONTRACTOR SHALL NOTIFY ARCHITECT IMMEDIATELY WITH A PROPOSED ALTERNATIVE.

V. CONTRACTOR SHALL NOTIFY THE OWNER, THE LANDLORD, AND THE ARCHITECT IN WRITING OF ANY DEFICIENCIES IN BASE BUILDING WORK PRIOR TO THE COMMENCEMENT OF THE WORK. ANY UNREPORTED DEFICIENCIES WILL BECOME THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO CORRECT.

W. CONTRACTOR SHALL EXERCISE INDUSTRY BEST PRACTICES FOR CARE AND CAUTION DURING THE CONSTRUCTION OF THE WORK, AND SHALL SCHEDULE WORK TO MINIMIZE DISTURBANCES TO OCCUPANTS, ADJACENT SPACES AND/OR STRUCTURES, PROPERTY, PUBLIC THOROUGHFARES, ETC. THE GENERAL CONTRACTOR SHALL TAKE PRECAUTIONS AND BE RESPONSIBLE FOR THE SAFETY OF ALL BUILDING OCCUPANTS DURING CONSTRUCTION PROCEDURES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ANY COSTS INCURRED.

X. ALL DEBRIS SHALL BE REMOVED FROM THE SITE ON A DAILY BASIS, OR AS DIRECTED BY THE AUTHORITY HAVING JURISDICTION. UPON COMPLETION OF THE WORK, REMOVE ALL DEBRIS FROM THE WORK PROVIDED UNDER THIS CONTRACT AND LEAVE ALL AREAS CLEAN. TRASH IS NOT PERMITTED TO BE BURNED ON SITE.

Y. ALL ABANDONED AND MISCELLANEOUS NAILS, HANGERS, STAPLES, WIRES, CONDUITS AND DEBRIS SHALL BE REMOVED FROM EXPOSED AREAS OF THE FLOORS, WALLS, AND CEILINGS. REMOVE ALL ABANDONED PIPE SLEEVES IN FLOOR SLABS. PATCH EXISTING SLAB AS REQUIRED TO MAINTAIN UL FIRE RATING OF FLOOR SLAB WHERE PIPES AND CONDUITS HAVE BEEN REMOVED.

Z. SLAB PENETRATIONS SHALL BE SEALED AS REQUIRED TO MAINTAIN FIRE RATING, USING MATERIALS AND METHODS APPROVED BY THE AUTHORITY HAVING JURISDICTION. EXPANSION MATERIAL SHALL BE

APPROVED BY THE ARCHITECT.

ZA. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY ACCESS PANELS WHICH MAY BE REQUIRED PRIOR TO PROCEEDING WITH THE WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL TRADES. REQUIRED ACCESS PANELS SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OF WORK.

ZB. CONTRACTOR SHALL PROVIDE THE TEAM WITH A CONSTRUCTION SCHEDULE SHOWING THE PROPOSED PHASING. LONG LEAD ITEMS THAT WILL AFFECT THE SUBSTANTIAL COMPLETION DATE SHALL BE

BROUGHT TO THE ARCHITECT'S ATTENTION IMMEDIATELY.

INDEX OF DRAWINGS

CODE INFORMATION

1. J.E. EDMONDS ELEMENTARY

(678) 827-7932 4495 Simpson RD Forest Park, GA 30297

2. HAWTHORNE ELEMENTARY

(770) 472-7669 10750 English RD Hampton, GA 30228

3. HUIE ELEMENTARY

(678) 827-7937 1260 Rock Cut RD Forest Park, GA 30297

4. MARSHALL ELEMENTARY

(678) 827-7942 5885 Maddox RD Morrow, GA 30260

5. RIVERDALE ELEMENTARY

(770) 994-4015 6253 Garden Walk BLVD Riverdale, GA 30274

6. SOUTHERN CRESCENT STADIUM

(770) 473-2845 6231 Garden Walk BLVD Riverdale, GA 30274

ELECTRICAL ENGINEER

ANDREWS, HAMMOCK & POWELL

250 CHARTER LANE, SUITE 100

MACON, GA 31210

T 478-405-8301

NEW WORK BASED ON THE BELOW APPLICABLE CODES WITH GEORGIA AMENDMENTS:

International Building Code 2018 Edition National Electrical Code 2020 Edition

SITE LOCATIONS

STRUCTURAL ENGINEER

KUBALA ENGINEERS

5019 WEST BROAD ST, SUITE M223

SUGAR HILL, GA 30518

T 770-227-5473

FULLY GROUT VOID SPACE AS

REQUIRED

FACE BRICK

REF ARCH

12"X16" PILASTER BLOCK

COLUMN

PROVIDE BRICK TIES AT

16" OC ALL WAYS

PROVIDE (4)-#5 VERT IN

12"X16" PILASTER BLOCK W/

(2)-#4 TIES AT BASE

COURSE AND (3)-#4 TIES AT

TOP COURSE

PROVIDE FULL WIDTH BRICK CAP

WITH OVERHANG AT EACH VENEER

WYTHE. PROVIDE SLOPE TO DRAIN

OF CAP BRICKS (TYP.)

TOP OF CAST-STONE

REF ARCH

'-0

M

A X

1' -4

M

IN

1'

-4

SEE PLAN

(6) #5 CONT T&B

(6) #5 (SPACED @ 10" OC)

AT EACH END OF THE FOOTING

FULLY GROUT VOID SPACE AS

REQUIRED

FACE BRICK REF

ARCH

PROVIDE BRICK TIES

PROVIDE FULL WIDTH BRICK CAP

WITH OVERHANG AT EACH VENEER

WYTHE. PROVIDE SLOPE TO DRAIN

OF CAP BRICKS (TYP.)

TOP OF CAST-STONE

REF ARCH

16" BOND BEAM w/(2)#6 T&B w/#3 STIRRUP @ 16" O/C

(MAX CLEAR SPAN 11'-0")

BOND BEAM AT TOP

w/(2) #5 CONT

GROUT ALL CELLS SOLID BELOW GRADE

#5 @ 24" OC

PROVIDE BRICK TIES AT

16" OC ALL WAYS

1/

2"

L5X5X3/8 ON EACH SIDE OF CMU

w/ 5/8"⌀ THRU BOLTS @ 16" OC

TOP OF CAST-STONE

REF ARCH

1' -4

M

IN

1'

-4

SEE PLAN

(6) #5 CONT T&B

(6) #5 (SPACED @ 10" OC)

AT EACH END OF THE FOOTING

1/2" STEEL PLATE

FOR CONNECTION OF THE

SIGNAGE TO THE BOND

BEAM BELOW SEE

ARCHITECT DRAWINGS

FOR MORE INFORMATION

SEE ARCHITECT FOR SIGNAGE

2/ S

-1

2/ S

-1

3/ S

-1

17'-0"

5' -0

FACE BRICK

REF ARCH

FULLY GROUT VOID SPACE AS

REQUIRED

1'-2 1/2" 14'-7" 1'-2 1/2"

12" CMU WALL w/(2) #5@24" OC

GROUT CELL AT REINFORCEMENT

VERTICAL BAR EMBED INTO EXISTING

FOOTING w/HILTI RE 500 W/ 8" EMBED

EXISTING FOOTING

VERIFY SIZE AND

EXACT LOCATION IN FIELD

#5 BAR @ 12" OC TOP AND BOTTOM

EMBED INTO EXISTING FOOTING

w/HILTI RE 500 W/ 8" EMBED. PROVIDE

180 DEGREE HOOK AT EACH END

TYP

1'-6" MIN

T Y

P

1' -4

M

IN

NEW FOOTING

(2) #5 T&B CONT

M

IN

(1) #5 CONT TYP

VERIFY IN FIELD

3'-0" MIN

#4 @ 12"OC

1. EXISTING DRAWINGS / AS-BUILTS OF THE EXISTING BUILDING WERE UNAVAILABLE. ALL EXISTING STRUCTURE SHOWN ON PLANS IS BASED ON SITE OBSERVATIONS AND ASSUMED FRAMING BASED ON THE FLOOR PLAN LAYOUT AND MAY NOT BE ENTIRELY ACCURATE, COMPLETE, OR REPRESENTATIVE OF EXISTING CONDITIONS. CONTRACTOR IS TO NOTIFY ENGINEER OF QUESTIONABLE EXISTING STRUCTURAL COMPONENTS (MASONRY WALLS, STEEL BEAMS AND

LINTELS, EXPOSED FOUNDATIONS, ETC.) AND FRAMING CONNECTIONS WHEN ENCOUNTERED.

2. CONTRACTOR TO VERIFY EXACT LOCATION OF ALL EXISTING STRUCTURAL COMPONENTS THAT WILL BE CONNECTED TO NEW FOUNDATION AND FRAMING.

IT IS THE CONTRACTOR’S RESPONSIBILITY TO VERIFY ALL EXISTING DIMENSIONS AND COORDINATE THESE DIMENSIONS WITH THE FOUNDATION AND FRAMING.

CONTRACTOR SHALL NOTIFY ARCHITECT AND/OR ENGINEER OF DISCREPANCIES.

3. CONTRACTOR IS TO FURNISH ENGINEER A PROPOSED SEQUENCE OF EXISTING COMPONENT REMOVAL. METHODS OF SAW CUTTING, TEMPORARY SHORING AND OTHER PERTINENT TASKS RELATING TO EXISTING COMPONENT REMOVAL ARE TO BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR REVIEW AND TO

VERIFY THAT WORK IS IN GENERAL CONFORMANCE.

EXISTING STRUCTURE AND CONDITIONS:

ETV - if we have any existing drawings, revise boxed words to say

1. ALL EXISTING STRUCTURE SHOWN ON PLANS ARE BASED ON LIMITED EXISTING DRAWINGS / AS-BUILTS OF THE EXISTING BUILDING, IN-PERSON SITE OBSERVATIONS, AND ASSUMED FRAMING BASED ON THE

FLOOR PLAN LAYOUT

1. FOOTING DESIGN IS BASED UPON THE FOLLOWING CRITERIA. REFER TO TYPICAL FOOTING DETAIL FOR FOOTING SCHEDULE AND REINFORCING. DISTRIBUTION

OF FOOTING TYPES AS INDICATED ON PLANS.

A. NET ALLOWABLE SOIL BEARING PRESSURE.................................. 2000 PSF B. MINIMUM FOOTING BEARING DEPTH.................................................1'-4" FT BELOW FINAL EXTERIOR GRADE C. MINIMUM WALL FOOTING WIDTH....................................................... 24" INCHES D. MINIMUM COLUMN FOOTING WIDTH................................................. 24" INCHES

E. COEFFICIENT OF BASE FRICTION AT FOOTING BASE.................... 0.3

2. FOOTINGS NOT SPECIFICALLY LOCATED ON THE PLAN SHALL BE LOCATED ON CENTERLINE OF THE COLUMN ABOVE, WHERE NO COLUMN OCCURS, LOCATE

FOOTING ON CENTERLINE OF WALL OR BEAM.

3. PROVIDE DOWELS FROM FOOTINGS INTO CONCRETE ABOVE PER THE TYPICAL FOOTING DETAIL.

4. ELEVATION OF TOP OF FOOTING IS NOTED ON DRAWINGS.

5. REFERENCE PLANS AND FOOTING SCHEDULE FOR FOOTING SIZE, REINFORCING, AND DEPTH OF BEARING STRATUM.

6. ALL FOOTINGS SHALL BE INSPECTED BY A REPRESENTATIVE OF THE PROJECT'S GER IN ORDER TO ENSURE THAT THE BEARING STRATUM IS PROPER AND IN

ACCORDANCE WITH THE RECOMMENDATIONS FIVEN IN THE GEOTECHNICAL REPORT.

7. USE TEMPLATES TO SET DOWELS AND ANCHOR BOLTS IN FOOTINGS. PROVIDE DETAILS OF THE TEMPLATES IN THE FOOTING SHOP DRAWINGS. REMOVE THE TEMPLATE COMPLETELY FROM THE TOP OF THE FOOTING PRIOR TO SUPERSTRUCTURE CONSTRUCTION.

8. UNLESS REQUIRED BY THE PROJECT'S GER TO BE FORM-SIDED, THE FOOTING EXCAVATIONS SHALL BE MADE TO NEAT LINES AND SHALL BE FREE OF LOOSE OR WET MATERIALS. CONCRETE CAN BE PLACED DIRECTLY AGAINST THE SOIL WITHOUT FORMING.

9. PLACE CONCRETE IN FOOTING EXCAVATION WITHIN 8 HOURS -1' 7 1/2"OF FINAL EXCAVATION OR AS SPECIFIED IN THE GEOTECHNICAL REPORT.

FOOTINGS:

TO ACCOUNT FOR ANY POTENTIALLY UNREALIZED CONDITIONS THE GENERAL CONTRACTOR SHALL PROVIDE THE FOLLOWING ALLOWANCES:

1. PROVIDE AN ALLOWANCE FOR AN ADDITIONAL 3% OF MISCELLANEOUS STEEL AND 5% FOR CONCRETE AND CMU. SIZES OF MEMBERS AND USE OF MEMBERS SHALL BE AS DIRECTED BY THE ARCHITECT IN THE FIELD. ALLOWANCE SHALL INCLUDE/ACCOUNT FOR ALL COSTS FOR MATERIAL, FABRICATION, DELIVERY, ERECTION, ETC. ANY UNUSED PORTION OF THE MATERIAL, SHALL BE CREDITED BACK TO THE OWNER.

ALLOWANCE NOTES:

CODES, DRAWINGS AND SPECIFICATIONS:

1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE IBC 2018. ALL CODES LISTED ABOVE SHALL INCLUDE ALL AMENDMENTS

AND ADDENDA IN FORCE AT THE DATE OF THE CONTRACT DOCUMENTS.

TYPICAL DETAILS:

1. TYPICAL DETAILS SHOWN ON THE DRAWINGS SHALL APPLY TO ALL SIMILAR LIKE CONDITIONS OCCURRING ON THE PROJECT WHETHER OR NOT THEY ARE KEYED IN AT EACH PARTICULAR LOCATION.

MISCELLANEOUS:

1. WHERE CONFLICTS EXIST BETWEEN THE VARIOUS PUBLICATIONS AS SPECIFIED HEREIN, THE STRICTER REQUIREMENTS SHALL GOVERN UNLESS NOTED OTHERWISE.WHERE CONFLICTS EXIST BETWEEN THE VARIOUS PARTS OF THE STRUCTURAL CONTRACT DOCUMENTS (STRUCTURAL DOCUMENTS, SPECIFICATIONS) AS SPECIFIED HEREIN, THE STRICTER REQUIREMENTS SHALL GOVERN.

2. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD.

3. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND

SEQUENCE.

4. SLEEVES AND BLOCKOUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC., AND ANCHORS REQUIRED FOR ANCHORING EQUIPMENT AND PIPING ARE NOT GENERALLY INDICATED ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL DETERMINE SUCH REQUIREMENTS FROM OTHER SERIES DRAWINGS, SUBCONTRACTORS, AND SUPPLIERS AND SHALL COORDINATE THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR CONSTRUCTION OF THE STRUCTURE. ANY CONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE SHALL BE BROUGHT

TO THE ATTENTION OF THE ARCHITECT FOR RESOLUTION.

5. VERIFY, OR ESTABLISH, LOCATIONS AND DIMENSIONS OF ALL FRAMED OPENINGS RELATED TO EQUIPMENT OR DUCTWORK, INCLUDING INSULATION, IF ANY. WHERE SUBSTANTIAL RELOCATION OR

RECONFIGURATION IS REQUIRED, SUBMIT A DRAWING TO THE ARCHITECT FOR REVIEW.

6. MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL WHICH ARE NOT AS SPECIFIED IN THE DOCUMENTS SHALL BE ACCOMPANIED BY A CURRENT ES REPORT (BY ICC EVALUATION SERVICE, INC.) OR ICBO REPORT (BY INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS). MATERIALS OR PRODUCTS THAT DO NOT HAVE AN ES OR ICBO REPORT INDICATING THE SUBSTITUTED MATERIAL OR PRODUCT

TO BE EQUAL TO THAT SPECIFIED, WILL NOT BE CONSIDERED.

7. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR SPECIFIED ON THE DRAWINGS OR IN THE SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS SHOWN OR SPECIFIED IN

SIMILAR CONDITIONS.

8. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER PRIOR TO THE FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS.

9. ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE STRUCTURAL ENGINEER TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL FORCES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. THE ABILITY OF THE STRUCTURAL FRAME TO RESIST THE REQUIRED CODE FORCES DERIVES FROM THE COMPLETE INSTALLATION OF THE LATERAL FORCE RESISTING SYSTEMS AND DIAPHRAGMS DESCRIBED BELOW. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL REQUIRED BRACING DURING CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PROCESS UNTIL THE LATERAL-LOAD RESISTING OR STABILITY-PROVIDING SYSTEM IS COMPLETELY INSTALLED AND ALL DESIGNATED CONCRETE

ELEMENTS (IF ANY) HAVE REACHED A MINIMUM OF 75% OF THEIR DESIGN STRENGTH.

GENERAL: ETV

1. MASONRY TESTING SHALL CONSIST OF A QUALIFIED TESTING LABORATORY PROVIDING THE FOLLOWING SERVICES:

A. OBSERVE THE INSTALLATION OF MASONRY UNITS.

B. VERIFY THE QUANTITY, SIZE AND THE SPACING OF THE REQUIRED REINFORCING THAT IS SHOWN ON THE DRAWINGS.

C. INSPECT THE GROUT SPACE PRIOR TO THE CLOSING OF CLEANOUTS AND ALL GROUTING OPERATIONS. VERIFY THAT THE SPECIFIED CELLS ARE

FULLY GROUTED AS NOTED.

D. MONITOR THE PROPORTIONING, MIXING AND CONSISTENCY OF MORTAR AND GROUT. PROVIDE 28 DAY COMPRESSIVE STRENGTH TESTS ON EACH GROUT MIX IN ACCORDANCE WITH ASTM C1019. PROVIDE COMPRESSION TESTS ON MASONRY PRISMS FOR EACH TYPE OF WALL CONSTRUCTION, IN ACCORDANCE WITH ASTM C1314. CONTRACTOR SHALL PREPARE ONE SET FOR TESTING AT 28 DAYS. TESTS ARE TO BE CONDUCTED FOR EACH 2000

SQUARE FEET OF WALL INSTALLED, BUT NOT LESS THAN TWO TESTS.

MASONRY:

MATERIALS:

1. ALL CONCRETE MASONRY UNITS (CMU) SHALL SHALL CONFORM TO ASTM C90, TYPE 1, GRADE N, AND THE QUALITY CONTROL STANDARDS OF THE

NATIONAL CONCRETE MASONRY ASSOCIATION.

2. ALL CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT (105 TO LESS THAN 125 PCF, OVEN DRY UNIT DENSITY).

3. ALL MASONRY UNITS SHALL HAVE A MAXIMUM LINEAR SHRINKAGE OF .06 OF 1% FROM THE SATURATED TO THE OVEN DRY CONDITION, WHEN TESTED WITH THE METHODS SET FORTH IN THE QUALITY CONTROL STANDARDS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION.

4. MASONRY UNITS SHALL HAVE CURED FOR NOT LESS THAN 28 DAYS WHEN PLACED IN THE STRUCTURE.

COMPRESSIVE STRENGTHS:

1. THE MINIMUM COMPRESSIVE STRENGTH OF MASONRY (f'm) SHALL BE 2000 PSI AS DETERMINED BY THE UNIT STRENGTH METHOD OR BY THE PRISM TEST

METHOD.

2. ALL MASONRY UNITS SHALL HAVE A MINIMUM NET COMPRESSIVE STRENGTH OF 2500 PSI AND A MINIMUM NET TENSILE STRENGTH OF 125 PSI, WHEN TESTED IN ACCORDANCE WITH THE METHODS SET FORTH IN THE QUALITY CONTROL STANDARDS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION.

MORTAR:

1. UNLESS NOTED OTHERWISE, MORTAR SHALL CONFORM TO ASTM C270, TYPE 'S'. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED IN THE RATIO OF 1 PART PORTLAND CEMENT, 1/4 PART MINIMUM TO 1/2 PART MAXIMUM LIME PUTTY OR HYDRATED LIME, DAMP LOOSE SAND NOT LESS THAN 2-1/4 AND NOT

MORE THAN 3 TIMES THE SUM OF THE VOLUMES OF THE CEMENT AND LIME USED.

GROUT:

1. GROUT FOR POURING SHALL BE OF FLUID CONSISTENCY AND MIXED IN THE RATIO BY VOLUMES, 1 PART PORTLAND CEMENT, 2 1/4 PARTS MINIMUM TO 3 PARTS MAXIMUM DAMP LOOSE SAND, 1 PART MINIMUM TO 2 PARTS MAXIMUM PEA GRAVEL, AND 0 TO 1/10 PART MAXIMUM HYDRATED LIME. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI, WHEN TESTED IN ACCORDANCE WITH ASTM C476.

2. GROUT FOR PUMPING SHALL BE OF FLUID CONSISTENCY AND SHALL HAVE NO LESS THAN 7 SACKS OF CEMENT IN EACH CUBIC YARD OF GROUT. SUBMIT THE

MIX FOR APPROVAL.

3. ALL CELLS WITH REINFORCING BARS SHALL BE GROUTED SOLID.

4. ALL CELLS THAT WILL HAVE DRILLED EXPANSION ANCHORS, EMBEDDED HEADED STUDS OR OTHER EMBEDDED ANCHORS MUST BE GROUTED SOLID.

REINFORCEMENT:

1. PROVIDE HORIZONTAL JOINT REINFORCING (TRUSS OR LADDER TYPE, 9 GAGE) AT 16" OC VERTICALLY AT ALL CMU WALLS. PROVIDE PRE-FAB WIRE TIES AT ALL CORNERS AND INTERSECTIONS AT 16" O.C. REINFORCEMENT SHALL CONFORM TO ASTM A82 WITH A MINIMUM YIELD STRENGTH OF 60,000 PSI, AND SHALL BE

HOT DIPPED GALVANIZED.

2. OPENINGS IN MASONRY WALLS SHALL HAVE EITHER MASONRY OR STEEL LINTELS AS SHOWN ON THE DRAWINGS. ALL HORIZONTAL REINFORCING IN BOND BEAMS AND LINTEL BLOCKSSHALL BE CONTINUOUS, AND GROUTED SOLID. WHEN NO LINTEL IS DETAILED, A MINIMUM OF (2) #5 BARS IN A LINTEL BLOCK SHALL BE INSTALLED. THE BARS SHALL EXTEND A MINIMUM OF 16" BEYOND THE EDGE OF THE OPENING, AND EACH JAMB SHALL BE GROUTED SOLID FOR A DISTANCE OF 16" WITH (2) #5 VERTICAL MINIMUM AT EACH CELL. STEEL LINTELS SHALL BEAR 8" MINIMUM AT EACH END. PROVIDE VERTICAL CONTROL JOINTS AT THE ENDS OF ANY STEEL LINTEL, UNLESS 15# FELT OR FLASHING IS PROVIDED AT THE TOP AND BOTTOM OF THE LINTEL ANGLE WHERE THE ANGLE BEARS ON

DVBRICK.

3. LINTEL BLOCKS SHALL BE "U" SHAPED UNITS WITH SOLID BOTTOMS AND ARE TO BE USED OVER WINDOW AND DOOR OPENINGS. BOND BEAM BLOCKS SHALL BE OPEN BOTTOM UNITS AND ARE TO BE USED AT THE TOPS OF WALLS AND AT THE MID-HEIGHT, UNLESS THE WALL HEIGHT EXCEEDS 16 FEET, IN WHICH BOND BEAMS SHALL BE PROVIDED 8'-0" ON CENTER VERTICALLY MAXIMUM, UNLESS SHOWN OTHERWISE ON THE DRAWINGS. PROVIDE (2) #4 BARS IN A SOLID GROUTED BOND BEAM UNLESS NOTED OTHERWISE. LINTEL BLOCKS SHALL NOT BE USED IN PLACE OF BOND BEAM BLOCKS.

4. ALL MASONRY TIES TO BACKUP STRUCTURE SHALL BE HOT DIP GALVANIZED. UNLESS OTHERWISE NOTED ON THE DRAWINGS, PROVIDE HECKMANN NO. 315 ANCHOR WITH N0. 316 TRIANGULAR TIE ON COLUMNS AT 16" ON CENTER VERTICALLY AND A HECKMANN NO. 357 ANCHOR ON ALL BEAMS AT 16" ON CENTER HORIZONTALLY. MASONRY TIES TO WALL STUDS SHALL BE HECKMANN NO. 316 TRIANGULAR TIE WITH HECKMANN NO. 315-C SCREW ON ANCHOR STRAP SPACED 16" ON CENTER HORIZONTALLY VERTICALLY. AT WALL CORNERS, INTERSECTIONS AND OPENINGS, PROVIDE TWO VERTICAL ROWS OF ANCHORS SPACED 16" APART AND 16" ON CENTER VERTICALLY. TRIANGULAR TIES SHALL EXTEND 3/4" FROM FACE OF MASONRY. ANCHOR STRAPS SHALL BE ATTACHED TO METAL STUDS WITH TWO (2) #10-16x1 1/2" CADMIUM PLATED SHEET METAL SCREWS.

5. AT FREE VERTICAL EDGES OF WALLS, AND AT THE FIRST CELL EACH SIDE OF CONTROL JOINTS, PROVIDE (1) VERTICAL IN GROUT FILLED END CORES. THE VERTICAL REINFORCING SHALL MATCH TYPICAL VERTICAL WALL REINFORCING UNLESS NOTED OTHERWISE, AND SHALL EXTEND TO THE TOP OF THE WALL.

6. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, PROVIDE A MINIMUM OF (2) #5 VERTICAL BARS FOR 12" CMU AND #5 VERTICAL BARS FOR 8" CMU

AND DOWELS IN FULLY GROUTED CELLS AT 24" O.C.

7. ALL BAR REINFORCING SHALL BE LAPPED AS FOLLOWS:

· #3 LAP SPLICE LENGTH = 19 INCHES

· #4 LAP SPLICE LENGTH = 34 INCHES

· #5 LAP SPLICE LENGTH = 45 INCHES

· #6 LAP SPLICE LENGTH = 54 INCHES

· INCREASE LAP SPLICE LENGTHS BY 50% FOR EPOXY

COATED REINFORCING

MISCELLANEOUS:

1. ALL MASONRY DESIGN IS BASED ON CHAPTER 21 OF INTERNATIONAL BUILDING CODE, LATEST EDITION AND ACI 530, LATEST EDITION.

2. SEE TYPICAL DETAILS FOR INTERIOR WALL BRACING, AND REINFORCING REQUIREMENTS.

3. UNLESS NOTED OTHERWISE PER PLANS, SPECS OR DETAILS, MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS PER NCMA GUIDELINES TEK 10-2C

AS FOLLOWS:

. AT APPROXIMATELY SIXTEEN FEET ON CENTER

· CORNERS-AT A MAXIMUM DISTANCE NOT TO EXCEED ONE-HALF THE REQUIRED MAXIMUM DISTANCE

· BETWEEN MAIN AND INTERSECTING WALLS

· CHANGES IN WALL HEIGHTS

· ADJACENT TO LINTELS AND THROUGH OPENINGS IF NOT CROSSING VERTICAL REINFORCEMENT

· AT PILASTERS AND CHANGES IN WALL THICKNESS

· ALL JOINT LOCATIONS SHALL BE COORDINATED WITH THE ARCHITECT.

4. UNLESS NOTED OTHERWISE PER PLANS, SPECS OR DETAILS, BRICK VENEER CONTROL JOINTS SHALL BE PER BIA GUIDELINES-TECHNICAL NOTE 18A.

· WITHOUT OPENINGS, SPACE NO MORE THAN 25 FT

· WITH MULTIPLE OPENINGS, SPACE NO MORE THAN 20 FT

· AT OR NEAR CORNERS

· AT OFFSETS AND SETBACKS

· AT WALL INTERSECTIONS

· AT CHANGES IN WALL HEIGHTS

· AT WALL BACKING SYSTEM CHANGES (CMU TO DRYWALL)

· AT SUPPORT CHANGES (CONCRETE TO STEEL)

· AT WALL FUNCTION OR CLIMATIC EXPOSURE CHANGES (INTERIOR TO EXTERIOR)

5. GROUT LIFT LIMITS

· GROUT POURS SHALL NOT EXCEED 5 FEET PER LIFT WHEN GROUTING THE CELLS OF REINFORCED CMU, UNLESS

CLEANOUTS ARE PROVIDED IN THE BOTTOM COURSE OF EACH 5 FOOT SECTION.

· GROUT POURS SHALL NOT EXCEED 24 FEET WHEN GROUTING THE CELLS OF HOLLOW CMU. WHEN GROUTING THE SPACE BETWEEN MULTI-WYTHE WALLS, THE TOTAL POUR SHALL NOT EXCEED 24 FEET FOR 3" SPACES, 12

FEET FOR 2 1/2" SPACES, AND 5 FEET FOR 2" SPACES.

· MECHANICALLY VIBRATE ALL LIFTS IN EXCESS OF 1 FOOT.

· ALL GROUT MUST BE PLACED WITHIN 1 1/2 HOURS FROM INTRODUCING WATER INTO THE MIXTURE.

· GROUT LIFTS SHALL NOT BE STOPPED WITHIN 1 1/2" OF BED JOINT.

· ALL CMU WALLS LOCATED ADJACENT TO EARTH FILL MUST BE FULLY GROUTED DIRECTLY ADJACENT TO, AND AT

EAST 8" ABOVE, ALL SOIL IN CONTACT WITH THE WALL.

MASONRY NOTES:

Kubala Engineers

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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Plot Stamp:

1"

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DRAWN BY:

CHECKED BY:

12/19/2024

12/18/2024 4:45:07 PM

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S-101

MONUMENT

FOUNDATION PLAN &

DETAILS

2024-12-19 240521

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DISCIPLINE

3/4" = 1'-0"22 SECTION AT PILLAR

3/4" = 1'-0"33 SECTION AT SIGNAGE

3/4" = 1'-0"11 PLAN SECTION AT MONUMENT

3/4" = 1'-0"44 EXISTING TO NEW FOOTING

NOTE:

1. COORDINATE THE FOOTING LOCATION WITH ANY EXISTING FOOTINGS. NOTIFY EOR OF THE FIELD CONDITIONS. DEPENDING ON THE ACTUAL FIELD CONDITIONS, REVISION OR ADDITONAL DETAILS

MAY BE NECESSARY.

NOTE:

1. NOTIFY EOR OF THE FIELD CONDITIONS. DEPENDING ON THE ACTUAL FIELD CONDITIONS,

REVISION OR ADDITONAL DETAILS MAY BE NECESSARY.

No. Description Date

CONCRETE MIX DESIGN SCHEDULEUSAGE

2. FOOTINGS

3. SLAB-ON-GRADE

28 DAY STRENGTH

(PSI) MAX

AGGREGATE

SIZE (IN)

SLUMP

(IN)

MAX

W/C

RATIO3000 3500 4000 5000

1. PIERS ● 6-8

3-5

3-5

1 1/2

0.50

0.55

0.50

CONCRETE MIX:

MAX CURE

DENSITY

(PCF)

% AIR

ENTRAINMENT

MAX

ALLOWABLE %

FLY ASH

(REF CM5)

CEMENT

TYPE

I / II

I / II

I / II

2. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, OF TYPES NOTED IN SCHEDULE. NORMAL WEIGHT AGGREGATE SHALL CONFORM TO ASTM C33. LIGHT WEIGHT AGGREGATE SHALL CONFORM TO ASTM C330.

ALL AGGREGATE SHALL BE FROM A SINGLE SOURCE.

3. FLY ASH WILL NOT BE PERMITTED IN ARCHITECTURALLY EXPOSED CONCRETE. FLY ASH MAY BE USED ELSEWHERE, WITHIN THE SPECIFIED PROPORTION LIMITS, BUT THE CONTRACTOR SHALL FIRST VERIFY COMPATIBILITY WITH CURING COMPOUNDS, SEALERS, BOND BREAKER, FLOORING ADHESIVES AND OTHER MATERIALS PROPOSED TO BE IN CONTACT WITH THE CONCRETE.

4. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW A MINIMUM OF 7 DAYS PRIOR TO THE START OF THE WORK FOR ENGINEER AND OWNERS TESTING LABORATORY APPROVAL, PRIOR TO THE PLACEMENT OF CONCRETE. MIX DESIGNS MUST INDICATE CONFORMANCE WITH ACI 301 SPECIFICATION, SECTION 4.2.3.

5. AT THE POINT OF DISCHARGE SLUMP TESTS, CONFORMING TO ASTM C143, SHALL BE TAKEN. SEE CONCRETE NOTE NO. 5 BELOW FOR RATE OF TESTS.

6. AIR CONTENT TESTS CONFORMING TO ASTM C173 (VOLUMETRIC METHOD FOR LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE; ASTM C231 PRESSURE METHOD FOR NORMAL WEIGHT CONCRETE) SHALL BE TAKEN FOR

EACH DAY'S POUR FOR ALL TYPES OF AIR-ENTRAINED CONCRETE BEING USED.

7. CONCRETE TEMPERATURE SHALL BE TESTED HOURLY WHEN THE AIR TEMPERATURE IS 40 DEG F AND BELOW, 80 DEG F AND ABOVE AND EACH TIME A SET OF COMPRESSION TEST SPECIMENS ARE MADE.

8. ONE SET OF FOUR COMPRESSION TEST SPECIMENS CONFORMING TO ASTM C31 SHALL BE MOLDED AND STORED FOR LABORATORY-CURED SPECIMENS. COMPRESSIVE STRENGTH TESTS SHALL CONFORM TO ASTM C39 AND SHALL CONSIST OF ONE SET FOR EACH DAY'S POUR EXCEEDING 5 CU. YDS. PLUS ADDITIONAL SETS FOR EACH 50 CU. YDS. MORE THAN THE FIRST 25 CU. YDS OF EACH CONCRETE CLASS PLACED IN ANY ONE DAY. ONE SPECIMEN SHALL BE TESTED AT 7 DAYS, TWO SPECIMENS SHALL BE TESTED AT 28 DAYS, AND ONE SPECIMEN SHALL BE RETAINED FOR LATER TESTING AS REQUIRED.

9. VERIFY THAT POST INSTALLED ANCHORS ARE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS.

1. CONCRETE SPECIFICATIONS SHALL BE AS FOLLOWS:

ETV - IF YOU PLAN TO LOWER

THE COMPRESSIVE STRENGTH

OF SOMD: MINIMUM

COMPRESSIVE STRENGTH =

3,500 PSI PER THE FIRE RATING

REQUIREMENTS

ETV - THIS MIX IS NOT INTENDED

FOR ICF WALLS. SEE

ADDITIONAL MIXES IN TABLE

ABOVE FOR ICF WALL (NUDURA

WALL) CONCRETE MIX

3/4" FOR STORM SHELTERS OR

PROJECTS WITH WIND-BORNE

DEBRIS

VERIFY WEIGHT WITH UL ASSEMBLY.

VERIFY WITH GC IF THEY CAN DO 110

PCF IF REQUIRED PER UL

ASSEMBLY.

HOWEVER, USE 120 PSF FOR

WEIGHT IN RISA

1. CONCRETE SUPPLIER SHALL BE AWARE OF CEMENTS THAT CAN CAUSE LATE ETTRINGITE FORMATION IN THE CEMENT PASTE AND BE PREPARED TO SHOW THAT THE CEMENTS USED WILL NOT CAUSE THIS PROBLEM.

2. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE; ACI 301 AND ACI 318, LATEST EDITIONS.

3. NO HORIZONTAL JOINTS WILL BE PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE SHOWN ON THE DETAILS. VERTICAL JOINTS SHALL OCCUR AT CENTER SPANS OR AT LOCATIONS

APPROVED BY THE STRUCTURAL ENGINEER.

4. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE; ACI 301 AND ACI 318, LATEST EDITIONS.

5. ALL BASE PLATES AND ANCHOR BOLTS SHALL BE PROTECTED WITH 3" (MIN.) OF CONCRETE. ANCHOR BOLTS SHALL BE FABRICATED FROM FULL BODIED ASTM F1554, GRADE 36 LOW CARBON STEEL RODS HAVING THE SAME DIAMETER AS THE BOLT DIAMETER AND USING CUT THREADS. ROLLED THREADS ARE NOT ACCEPTABLE. BOLTS SHALL BE SET USING RIGID TEMPLATES.

6. AT HORIZONTAL CONCRETE FRAMING, FORMS SHALL NOT BE REMOVED UNTIL THE CONCRETE HAS REACHED 70 PERCENT OF THE 28-DAY COMPRESSIVE STRENGTH INDICATED. FLOOR SLABS AND BEAMS SHALL REMAIN SHORED UNTIL THE UPPER MOST LEVEL OF CONCRETE HAS REACHED 70 PERCENT OF THE 28-DAY COMPRESSIVE STRENGTH. FOR BUILDINGS WITH MORE THAN THREE STORIES IN HEIGHT, SHORING SHALL BE MAINTAINED FOR THREE LEVELS BELOW, UNTIL THE UPPER MOST LEVEL HAS REACHED 70 PERCENT OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

7. ALL CONDUITS AND PIPES EMBEDDED IN CONCRETE SHALL COMPLY WITH ALL PROVISIONS SPECIFIED IN ACI 318,SECTION 26.8, WITH THE FOLLOWING SPECIFIC REQUIREMENTS:

A. THE MAXIMUM OUTSIDE DIAMETER OF THE CONDUITS AND PIPES SHALL BE 1 1/2". NONE PERMITTED IN SLABS THINNER THAN 4 1/2".

B. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS AND PIPES SHALL BE 6".

C. NONE PERMITTED IN SLABS-ON-GRADE WHICH WILL BE PERMANENTLY EXPOSED OR SCHEDULED TO RECEIVE THIN SET TILE. PLACE ALL PIPES AND CONDUITS IN THE FILL BENEATH THE VAPOR RETARDER. RE-

COMPACT AS SPECIFIED.

D. IN NON-EXPOSED SLABS-ON-GRADE, LIMIT SIZE TO 1" O.D. IN 5" SLAB SPACE 12" APART AND TIE TO UNDERSIDE OF REINFORCING MAT. WHERE LINES CONVERGE AT SOURCE, DOUBLE UP THE SLAB REINFORCING IN

THE CONVERGENCE ZONE AND 3'-0" BEYOND. PLACE ALL LARGER LINES IN THE FILL BENEATH THE VAPOR RETARDER.

E. NONE PERMITTED IN COLUMNS WITHOUT PRIOR APPROVAL.

F. DO NOT DISPLACE REINFORCING STEEL FROM ITS PROPER POSITION.

CAST-IN-PLACE CONCRETE:

1. REINFORCING STEEL SHALL CONFORM TO ASTMA615. BARS SHALL BE NEW OR RECYCLED DOMESTIC BILLET STEEL OF A DOMESTIC MANUFACTURE. REINFORCING BARS SIZE #3 THROUGH #10 SHALL BE GRADE 60.

REINFORCING BARS SIZE #11 THROUGH #18 SHALL BE GRADE 75.

2. DEFORMED BAR ANCHORS SHALL CONFORM TO ASTM A496, GRADE 70.

3. ALL WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A185, AND SHALL BE FURNISHED IN FLAT SHEETS.

4. CONCRETE COVERAGE AROUND REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 SECTION 20.6, LATEST EDITION, AND MEET REQUIREMENTS BELOW. THE REINFORCING STEEL DETAILER SHALL ADJUST REINFORCING STEEL CAGE SIZES AT INTERSECTING REINFORCING MEMBERS AS REQUIRED TO ALLOW CLEARANCE FOR INTERSECTING BARS. SLAB ON GRADE REINFORCEMENT SHALL BE \

SUPPORTED AT EVERY THIRD BAR, NOT TO EXCEED 45-INCH INTERVALS.

FOOTINGS/PIERS 3 IN

GRADE BEAMS 3 IN BOT; 2 IN SIDES (3" IF CAST AGAINST SOIL), 2 IN TOP

SLAB ON GRADE 2 IN TOP

COLUMNS NOT EXPOSED TO WEATHER OR

IN CONTACT WITH THE GROUND (TYP INTERIOR CONDITIONS) 1 5/8"

5. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL CONFORM TO ACI 315, LATEST EDITION. ALL HOOKED BARS SHOWN SHALL HAVE STANDARD HOOKS, U.N.O.

6. REINFORCING SHALL NOT BE WELDED WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER.

CONCRETE REINFORCEMENT:

STIRRUP AND TIE HOOKS

BAR SIZE

D

(INCHES)

90° HOOK A

OR G

(INCHES)

135° HOOK A

OR G

(INCHES)

#3

#4

#5

1 1/2

2 1/2

4 1/2

4 1/2

5 1/2

D = INSIDE DIAMETER OF BEND

90° HOOK

CORNER CONDITIONS - STIRRUP OR TIE

CROSS TIE

90° HOOK

135° HOOK

135° HOOK

135° HOOK

135° HOOK 135° HOOK

90° HOOK

90° HOOK

BEYOND

90° HOOK

BEYOND

A OR G

D E

T A

IL

IN

G D

IM

E

N S

IO

N db

12db FOR #6, #7, #8 6db OR 3" MIN. FOR #3, #4, #5

D

D

6db FOR #8 BARS

AND SM

ALLER

D

D

D E

T A

IL

IN

G D

IM

E

N S

IO

N

A O

R G

H O

O K db

90° HOOK 180° HOOK

END HOOK DIMENSIONS

BAR

SIZE

FINISHED BEND

DIAMETER D,

(INCHES)

180° HOOKS

A OR G,

(INCHES)

J, (INCHES) A OR G,

(INCHES)

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

2 1/4

3 3/4

4 1/2

5 1/4

9 1/2

10 3/4

18 1/4

11 3/4

13 1/4

14 3/4

21 3/4

28 1/2 d b

D

A O

R G db

A OR G

HOOK

D

2 1/2"

4db OR

MINIMUM

db

90° HOOK

J

D = INSIDE DIAMETER OF BEND

DETAILING DIMENSION

DETAILING DIMENSION

NOTES:

1. Ldh = DEVELOPMENT LENGTH OF STANDARD HOOKS IN TENSION (INCHES).

2. Ldh = Lhb UNLESS CONDITIONS OF NOTE 3 ARE SATISFIED.

3. Ldh = 0.7Lhb FOR #11 BARS AND SMALLER WHEN SIDE COVER (NORMAL TO PLANE OF HOOK)

IS NOT LESS THAN 2 1/2 INCHES AND FOR 90° HOOKS COVER ON BAR EXTENSION BEYOND

HOOK IS NOT LESS THAN 2 INCHES.

4. HOOKS ARE NOT CONSIDERED EFFECTIVE FOR DEVELOPING BARS IN COMPRESSION.

5. Ldh SHALL BE MULTIPLIED BY 1.2 FOR EPOXY-COATED HOOKED REINFORCING BARS.

OUTSIDE FACE

OF BAR

OUTSIDE FACE

OF BAR

DEVELOPMENT LENGTHS OF

STANDARD HOOKS IN TENSION

BAR

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

BAR

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18 f'c=3000 PSI

Lhb 0.7 Lhb f'c=4000 PSI

Lhb 0.7 Lhb f'c=5000 PSI

Lhb 0.7 Lhb

180° HOOKS

Ldh

90° HOOKS

Ldh

GRADE 60 REINFORCEMENT,

NORMALWEIGHT CONCRETE

NOTES:

1. THE CLASS B TENSION LAP SPLICE SCHEDULE SHOWN IS FOR NORMAL WEIGHT CONCRETE AND

GRADE 60 NON-EPOXY-COATED REINFORCING.

2. TYPICAL BARS ARE FOR BEAM TOP AND INTERMEDIATE BARS, WALL TOP AND HORIZONTAL BARS, AND SLAB/FOOTING TOP BARS FOR SLAB/FOOTING THICKNESS GREATER THAN 13". OTHER BARS ARE FOR ANY BAR THAT DOES NOT HAVE MORE THAN 12" OF FRESH CONCRETE BELOW THE BAR.

ALL TYPICAL BARS SHALL HAVE MORE THAN 12" OF FRESH CONCRETE BELOW THE BAR.

3. FOR EPOXY-COATED BARS, MULTIPLY THE TABULATED SPLICE LENGTHS OF TYPICAL BARS BY 1.3

AND THE TABULATED SPLICE LENGTHS OF OTHER BARS BY 1.5.

4. FOR LIGHTWEIGHT CONCRETE, MULTIPLY THE TABULATED SPLICE LENGTHS BY 1.33.

5. FOR GRADE 75 BARS, MULTIPLY THE TABULATED SPLICE LENGTHS BY 1.25.

6. FOR #7 TO #11 SLAB OR WALL REINFORCING WITH CLEAR COVER LESS THAN 1 BAR DIAMETER, MULTIPLY THE TABULATED SPLICE LENGTHS BY 1.5.

7. SPLICE LENGTH FOR BARS OF DIFFERENT SIZE SHALL BE THE GREATER OF SPLICE LENGTH/1.3

OF THE LARGER BAR AND SPLICE LENGTH OF THE SMALLER BAR.

8. FOR CONCRETE STRENGTH IN BETWEEN THOSE SHOWN IN THE SCHEDULE, USE SPLICE

LENGTHS OF THE LOWER CONCRETE STRENGTH.

9. THE SCHEDULED LAP SPLICE LENGTH WITH THE APPLICABLE MODIFICATION FACTORS SHALL NOT

BE LESS THAN 12".

TENSION DEVELOPMENT AND LAP SPLICE LENGTHS

(CLASS B)

GRADE 60 REINFORCEMENT

NORMAL WEIGHT CONCRETE

BAR

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI

28"

37"

47"

56"

81"

93"

105"

118"

131"

TYP.

BARS

OTHER

BARS

22"

29"

36"

43"

63"

72"

81"

91"

101" f'c=4000 PSI f'c=5000 PSI

TYP.

BARS

TYP.

BARS

OTHER

BARS

OTHER

BARS

24"

32"

40"

48"

70"

80"

91"

102"

113"

19"

25"

31"

37"

54"

62"

70"

79"

87"

22"

29"

36"

43"

63"

72"

81"

91"

101"

17"

22"

28"

33"

49"

55"

63"

70"

78"

Kubala Engineers

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

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12/19/2024

12/18/2024 4:45:08 PM

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S-102

GENERAL CONCRETE

AND STL REINF

NOTES AND TYP

DETAILS

2024-12-19 240521

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DISCIPLINE

NO SCALE11 TYPICAL STIRRUP AND TIE HOOK TYPES

NO SCALE22 TYPICAL END HOOK TYPE

NO SCALE33 TYPICAL DEVELOPMENT LENGTHS OF STANDARD HOOKS IN TENSION

NO SCALE44 TYPICAL DEVELOPMENT AND LAP SPLICE LENGTHS

NEW MONUMENT SIGN,

SEE SHEET AS200

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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Plot Stamp:

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CHECKED BY:

12/19/2024 1:28:24 PM

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AS100

ARCHITECTURAL SITE

PLAN

DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 J.E. EDMONDS ELEMENTARY - ARCHITECTURAL SITE PLAN

EXISTING

MONUMENT SIGN

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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12/19/2024 1:28:25 PM

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AS101

ARCHITECTURAL SITE

PLAN

DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 HAWTHORNE ELEMENTARY - ARCHITECTURAL SITE PLAN

EXISTING

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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12/19/2024 1:28:27 PM

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AS102

ARCHITECTURAL SITE

PLAN

DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 HUIE ELEMENTARY - ARCHITECTURAL SITE PLAN

EXISTING

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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AS103

ARCHITECTURAL SITE

PLAN

DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 MARSHALL ELEMENTARY - ARCHITECTURAL SITE PLAN

EXISTING

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

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ARCHITECTURAL SITE

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DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 RIVERDALE ELEMENTARY - ARCHITECTURAL SITE PLAN

EXISTING

NEW MONUMENT

SIGN, SEE SHEET

AS200

GENERAL ARCH SITE PLAN NOTES

1. REFER TO CIVIL DOCUMENTS.

2. COORDINATE ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND OR STRUCTURAL

DOCUMENTS.

3. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1% MINIMUM, 2% MAXIMUM AT ALL

EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5% FOR A HORIZONTAL

DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O.

5. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION OF SITE SIGNAGE.

ARCH SITE PLAN LEGEND

GRASS

NOT IN SCOPE

NEW BUILDING /

ADDITION

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

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ARCHITECTURAL SITE

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DECEMBER 19, 2024 240521

CONSTRUCTION DRAWINGS

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DISCIPLINE

1" = 50'-0"01 SOUTHERN CRESCENT STADIUM - ARCHITECTURAL SITE PLAN

EXISTING

WALL

SURFACE OF INSTALLATION

STUD PLACEMENT FOR

1/2" PROJECTED

MOUNTED INSTALLATION

10'-8" 1'-11 1/2"

CAST STONE

CAP

CAST STONE

CAP

6" CAST

ALUMINUM

LETTERS

DAKTRONICS, DOUBLE SIDED, LED CABINET SIGN

6" CAST

ALUMINUM

LETTERS

'-2

4' -0

1'

-6

4' -8

1'-11 1/2"

2' -0

14'-7"

AS200

AS200

CAST STONE CAP

EMBEDDED DOWEL

FACE BRICK TO MATCH

EXISTING BRICK

THRU-WALL

FLASHING. PROVIDE

WEEPS @ 30" O.C.

CAVITY PROTECTION

DEVICE

12" REINFORCED

CMU

CMU BOND BEAM

CONCRETE SLAB &

FOUNDATION

RE: STRUCTURAL

SELECT FILL

VERTICAL REINFORCING

ANCHOR BOLT

@ 30" O.C.

6"

EMBEDDED DOWEL

CMU BOND BEAM 12" REINFORCED

CMU

VERTICAL

REINFORCING ANCHOR BOLT

@ 30" O.C.

THRU-WALL

FLASHING. PROVIDE

WEEPS @ 30" O.C.

CAVITY PROTECTION

DEVICE

CONCRETE SLAB &

FOUNDATION

RE: STRUCTURAL

FACE BRICK

2'-0" 6"

EMBEDDED DOWEL

CMU BOND BEAM

12" REINFORCED

CMU

VERTICAL

REINFORCING

ANCHOR BOLT

@ 30" O.C.

CAVITY PROTECTION

DEVICE

FACE BRICK

CAST STONE SILL

DAKTRONICS, DOUBLE

SIDED, LED CABINET SIGN

STEEL PLATE FOR

BRICKS ABOVE,

RE: STRUCTURAL

THRU-WALL FLASHING

& WEEP HOLES

NOTE: COORDINATE ACTUAL

OPENING SIZE WITH THE

SIGN PANELS TO BE USED.

1'-9 1/4"

4' -8

LED CABINET SPECIFICATIONS

ELECTRONIC MESSAGE CENTER DOUBLE-SIDED FULL-MATRIX LED DISPLAY IN EXTRUDED

ALUMINUM FRAME COMPLETE WITH CONTROL SOFTWARE AND

OPTIONAL COMMUNICATIONS CAPABILITIES.

BASIS OF DESIGN DAKTRONICS (15.85MM) RGB COLOR

DISPLAY DIMENSIONS 10'-8" x 4'-8"

MODEL NUMBER GALAXY GS6-80X200-15.85-RGB-2V, TWO-VIEW (2V) DISPLAY

PIXEL PITCH 15.85 MM

CHARACTER HEIGHT 4.4" (7 PIXEL FONT)

LINE SPACING 15.85 MM (0.62")

PIXEL CONFIGURATION MONOCHROME: 1 RED OR 1 AMBER

RGB: 1 RED, 1 GREEN, 1 BLUE

MAXIMUM BRIGHTNESS MONOCHROME RED: 4,000 NITS

MONOCHROME AMBER: 6,000 NTS

RGB: 12,000 NITS

MONOCHROME COLOR CAPABILITY 4,096 SHADES OF RED OR AMBER

COLOR CAPABILITY FULL COLOR

FULL COLOR CAPABILITY RGB: 281 TRILLION COLORS

OPTIMAL VIEWING ANGLE 140 DEGREES HORIZONTAL X 70 DEGREES VERTICAL

READABILITY ANGLE 160 DEGREES HORIZONTAL X 90 DEGREES VERTICAL

MIN VIEWING DISTANCE 37'

COMMUNICATIONS 4G CELLULAR

SOFTWARE TRAINING PROVIDE WEB-BASED TRAINING BY MANUFACTURER

N

SUGAR HILL

E Center at Sugar Hill

5019 West Broad Street, Suite M207 Sugar Hill, GA 30518

770-227-5473 P

ARCHITECT PBK Architects, Inc.

DATE PROJECT NUMBER

CLIENT

DRAWING HISTORY

PBK.com

PLAN TRUE

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NORTH:

DRAWN BY:

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12/19/2024 1:28:32 PM

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AS200

SIGN DETAILS

DECEMBER 19, 2024 240521

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