05 Norcross Downtown Parking Retaining Walls_.pdf

1. THESE DRAWINGS ARE THE PROPERTY OF NV5 ENGINEERS AND CONSULTANTS, INC. FOR USE SOLELY

FOR THIS PROJECT AND SHALL NOT BE REPRODUCED, COPIED OR USED FOR OTHER PURPOSES

WITHOUT WRITTEN PERMISSION OF NV5 ENGINEERS AND CONSULTANTS, INC.

2. THE DESIGN PROFESSIONAL WHOSE SEAL APPEARS ON THESE DRAWINGS IS THE STRUCTURAL ENGINEER OF RECORD (SER) FOR THIS PROJECT. THE SER BEARS THE RESPONSIBILITY OF THE PRIMARY STRUCTURAL SYSTEM AND THE PERFORMANCE OF THIS STRUCTURE. NO OTHER PARTY MAY REVISE, ALTER, OR DELETE THESE CONSTRUCTION DOCUMENTS WITHOUT WRITTEN PERMISSION OF THE SER. FOR THE PURPOSES OF THESE CONSTRUCTION DOCUMENTS THE SER AND NV5 ENGINEERS

AND CONSULTANTS, INC SHALL BE CONSIDERED THE SAME ENTITY.

3. THIS STRUCTURE IS ONLY STABLE IN ITS COMPLETED FORM. THE CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY BRACING DURING CONSTRUCTION TO STABILIZE THE STRUCTURE. TEMPORARY SHORING AND BRACING METHODS ARE NOT THE RESPONSIBILITY OF THE SER AND ARE BEYOND THE

SCOPE OF THESE DRAWINGS.

4. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR CONSTRUCTION SEQUENCES, METHODS, OR TECHNIQUES IN CONNECTION WITH THE CONSTRUCTION OF THIS STRUCTURE. THE SER

WILL NOT BE HELD RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CONFORM TO THE

CONSTRUCTION DOCUMENTS, SHOULD ANY NON-CONFORMITIES OCCUR.

5. ANY STRUCTURAL ELEMENTS OR DETAILS NOT FULLY DEVELOPED ON THE CONSTRUCTION DRAWINGS SHALL BE COMPLETED UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. THESE SHOP DRAWINGS SHALL BE SUBMITTED TO THE SER FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS. SEE

THE "SUBMITTALS" SECTION OF THESE SPECIFICATIONS.

6. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH AND COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND CIVIL DRAWINGS. THIS COORDINATION IS

NOT THE RESPONSIBILITY OF THE SER. SHOULD ANY DISCREPANCIES BECOME APPARENT THE

CONTRACTOR SHALL NOTIFY THE SER BEFORE ANY CONSTRUCTION BEGINS.

7. VERIFICATION OF ASSUMED FIELD CONDITIONS IS NOT THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OF RECORD. THE CONTRACTOR SHALL VERIFY THE FIELD CONDITIONS FOR ACCURACY AND

REPORT ANY DISCREPANCIES TO THE SER BEFORE CONSTRUCTION BEGINS.

8. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY SECONDARY STRUCTURAL ELEMENTS OR NON-STRUCTURAL ELEMENTS, EXCEPT FOR THE ELEMENTS SPECIFICALLY NOTED ON

THE STRUCTURAL DRAWINGS.

9. THIS STRUCTURE AND ALL CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE SECTIONS OF THE

GEORGIA STATE BUILDING CODE AND ANY LOCAL LAWS WHERE THE STRUCTURE IS TO BE

CONSTRUCTED.

10. RECORD DRAWINGS OF THE EXISTING BUILDING WERE NOT AVAILABLE AT THE TIME OF DESIGN. NEW CONSTRUCTION SHALL NOT BEGIN UNTIL THE CONTRACTOR HAS REVIEWED EXISTING CONSTRUCTION

AND VERIFIED THESE AND ALL OTHER ITEMS WHICH MAY AFFECT NEW CONSTRUCTION. ANY

DISCREPANCIES BETWEEN ACTUAL CONDITIONS AND THOSE ASSUMED ON DRAWINGS ARE TO BE

BROUGHT TO THE ATTENTION OF THE SER BEFORE WORK PROCEEDS.

GENERAL CONSTRUCTION SPECIFICATIONS

1. BUILDING CODES

A. GEORGIA STATE BUILDING CODE 2024 EDITION

B. 2024 INTERNATIONAL BUILDING CODE

C. MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES, ASCE 7-22

2. RISK CATEGORY II

3. LIVE LOAD:

A. RETAINING WALL SURCHARGE 250 PSF

4. WIND LOADS / DATA

A. ULTIMATE WIND SPEED (3 SECOND GUST), VULT 105 MPH

B. NOMINAL WIND SPEED, VASD 81 MPH

C. EXPOSURE B

D. INTERNAL PRESSURE COEFFICIENT, GCpi ± 0.18 E. TOPOGRAPHY FACTOR, Kzt 1.00 F. APPLIED DIRECTIONALITY FACTOR, Kd 0.85

5. SEISMIC LOADS / DATA

A. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

B. SITE CLASS D

C. SEISMIC IMPORTANCE FACTOR, Ie 1.00 D. MAPPED SPECTRAL RESPONSE ACCELERATION (0.2 sec.), Ss 0.26 E. MAPPED SPECTRAL RESPONSE ACCELERATION (1.0 sec.), S1 0.095 F. SPECTRAL RESPONSE COEFFICIENT, Sds 0.21 G. SPECTRAL RESPONSE COEFFICIENT, Sd1 0.13

H. SEISMIC DESIGN CATEGORY C

I. BASIC STRUCTURAL SYSTEM BEARING WALL SYSTEM

J. RESPONSE MODIFICATION FACTOR, R 3.0

K. SYSTEM OVER-STRENGTH FACTOR, 8 3.0

L. DEFLECTION AMPLIFICATION FACTOR, Cd 3.0 M. SEISMIC RESPONSE COEFFICIENT, Cs 0.xx

N. SEISMIC RESISTING SYSTEM ORDINARY REINF CONC SHEAR WALLS

6. A PROGRAM OF SPECIAL INSPECTIONS IS PROVIDED IN ACCORDANCE WITH THE 2024 GEORGIA

STATE BUILDING CODE CHAPTER 17. THE SCOPE OF THE PROGRAM OF SPECIAL INSPECTIONS

AND/OR QUALITY ASSURANCE PLANS WILL INCLUDE THE PRIMARY STRUCTURAL SYSTEM AND

OTHER SECONDARY STRUCTURAL ELEMENTS WHICH ARE SPECIFICALLY DESIGNED BY THE SER.

THE PROGRAM PROVIDED BY THE SER WILL SPECIFICALLY EXCLUDE ALL NON-STRUCTURAL

ELEMENTS INCLUDING BUT NOT LIMITED TO SMOKE CONTROL AND SMOKE EXHAUST SYSTEMS,

SPRAYED FIRE-RESISTANT MATERIALS, MECHANICAL, PLUMBING, AND ELECTRICAL SYSTEMS AND THEIR ATTACHMENTS. THE PLANS OF SPECIAL INSPECTIONS FOR THESE EXCLUDED ITEMS MUST BE PREPARED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN OF EACH DESIGNATED SYSTEM THAT IS SUBJECT TO SPECIAL INSPECTIONS, WHETHER IT IS ARCHITECTURAL, ELECTRICAL, MECHANICAL OR STRUCTURAL IN NATURE.

DESIGN LOADS

SUBMITTALS

1. SHOP DRAWINGS AND SUBMITTALS SHALL BE SUBMITTED TO THE SER FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS. THESE SUBMITTALS WILL BE REVIEWED FOR OVERALL COMPLIANCE AS IT RELATES TO THE STRUCTURAL DESIGN OF THIS PROJECT. VERIFICATION OF THE SHOP DRAWINGS FOR DIMENSIONS, OR FOR ACTUAL FIELD CONDITIONS IS NOT THE RESPONSIBILITY OF THE SER.

REFER TO THE PROGRAM OF SPECIAL INSPECTIONS FOR SUBMITTAL REQUIREMENTS FOR ITEMS

RECEIVING SPECIAL INSPECTIONS.

2. ALLOW ENOUGH TIME FOR SUBMITTAL REVIEW, INCLUDING TIME FOR RESUBMITTALS. TIME FOR REVIEW SHALL COMMENCE ON THE SER'S RECEIPT OF SUBMITTAL. ALLOW 15 DAYS FOR INITIAL

REVIEW OF EACH SUBMITTAL AND 15 DAYS FOR REVIEW OF EACH RESUBMITTAL.

3. HIGHLIGHT, ENCIRCLE, OR OTHERWISE SPECIFICALLY IDENTIFY DEVIATIONS FROM THE CONTRACT

DOCUMENTS ON SUBMITTALS.

4. REVIEW EACH SUBMITTAL AND CHECK FOR COORDINATION WITH OTHER WORK OF THE CONTRACT

AND FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. NOTE CORRECTIONS AND FIELD

DIMENSIONS. MARK WITH APPROVAL STAMP BEFORE SUBMITTING TO THE SER. STAMP SHALL

INCLUDE NAME OF REVIEWER, DATE OF CONTRACTOR'S APPROVAL, AND STATEMENT CERTIFYING

THAT SUBMITTAL HAS BEEN REVIEWED, CHECKED, AND APPROVED FOR COMPLIANCE WITH THE

CONTRACT DOCUMENTS.

5. SHOULD CHANGES MADE BY THE SER IN THE SHOP DRAWING REVIEW PROCESS OR RESPONSES TO REQUESTS FOR INFORMATION (RFI'S) RESULT IN A CHANGE IN THE CONTRACT PRICE, DO NOT

PROCEED UNTIL A CHANGE ORDER IS SUBMITTED AND APPROVED

6. WHERE PROFESSIONAL DESIGN SERVICES OR CERTIFICATIONS BY A DESIGN PROFESSIONAL ARE

SPECIFICALLY REQUIRED OF CONTRACTOR BY THE CONTRACT DOCUMENTS, PROVIDE PRODUCTS

AND SYSTEMS COMPLYING WITH SPECIFIC PERFORMANCE AND DESIGN CRITERIA INDICATED. IN ADDITION, SUBMIT COPIES OF A STATEMENT, SIGNED AND SEALED BY THE RESPONSIBLE DESIGN

PROFESSIONAL, FOR EACH PRODUCT AND SYSTEM SPECIFICALLY ASSIGNED TO CONTRACTOR TO

BE DESIGNED OR CERTIFIED BY A DESIGN PROFESSIONAL. INDICATE THE LOCATIONS, MAGNITUDES, DIRECTIONS AND CONNECTION TYPES OF LOADS IMPOSED ON THE SUPPORTING STRUCTURE AND

INDICATE THE LOADS AND LOAD COMBINATIONS USED IN THE DESIGN.

7. SHOP DRAWINGS, STATEMENTS, AND CALCULATIONS REQUIRING A PROFESSIONAL DESIGN

SERVICES OR CERTIFICATIONS BY A DESIGN PROFESSIONAL THAT ARE SUBMITTED UNSEALED WILL

BE RETURNED NOT REVIEWED BY THE SER FOR RESUBMITTAL BY THE CONTRACTOR.

8. LIMITED CONSTRUCTION ADMINISTRATION SERVICES ARE INCLUDED IN THE SCOPE OF SERVICES PROVIDED BY THE SER HOWEVER, IT IS POSSIBLE THAT SOME SUBMITTALS MAY BE RECOMMENDED BUT ARE NOT INCLUDED IN THE SCOPE OF SERVICES PROVIDED BY THE SER. THE ARCHITECT, OWNER, OR CONTRACTOR MAY ARRANGE FOR THESE SERVICES TO BE PROVIDED BY THE SER. OR A 3rd PARTY MAY PROVIDE THESE SERVICES WITH PRIOR APPROVAL FROM THE SER. THE

FOLLOWING SUBMITTALS ARE RECOMMENDED FOR THIS PROJECT:

9. CAST-IN-PLACE CONCRETE

A. IN ADDITION TO THE FOLLOWING, COMPLY WITH SUBMITTAL REQUIREMENTS IN ACI 301

B. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED

C. DESIGN MIXTURES: FOR EACH CONCRETE MIXTURE.

D. REBAR SHOP DRAWINGS

E. SHOP DRAWINGS FOR THE DESIGN, ERECTION AND REMOVAL OF FORMWORK, SHORES AND

RESHORES PREPARED BY OR UNDER THE SUPERVISION OF A QUALIFIED PROFESSIONAL

ENGINEER. SHOP DRAWINGS, INCLUDE STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY

THE QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION. COMPLY

WITH REQUIREMENTS IN "ACI MANUAL OF CONCRETE PRACTICE".

FOUNDATIONS

1. THE SCOPE OF SERVICES FOR THIS PROJECT PROVIDED BY THE SER BEGINS FROM THE BOTTOM OF THE FOUNDATION ELEMENTS. SUBSURFACE INVESTIGATIONS ARE BEYOND THE SCOPE OF THE

STRUCTURAL SERVICES PROVIDED. THE FOUNDATION SYSTEM SHOWN ON THESE DRAWINGS ARE

BASED UPON THE ASSUMED SOIL PROPERTIES LISTED BELOW. IT IS THE SOLE RESPONSIBILITY OF

THE CONTRACTOR, OWNER OR OWNER'S AGENT TO CONTACT THE SER IF ANY ADVERSE SOIL

CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION. VERIFICATION OF THIS ASSUMED VALUE

IS ALSO THE RESPONSIBILITY OF THE CONTRACTOR, OWNER OR OWNER'S AGENT.

A. NET ALLOWABLE SOIL BEARING PRESSURE:

a. ALL WALLS UNO 2000 PSF (ASSUMED, GEOTECH REPORT REQUIRED)

b. STORMWATER POND 3000PSF (ASSUMED, GEOTECH REPORT REQUIRED)

B. SUBGRADE MODULUS (k) 150 PCI (ASSUMED, GEOTECH REPORT REQUIRED)

C. ULTIMATE FRICTION COEFFICIENT 0.35 (ASSUMED, GEOTECH REPORT REQUIRED)

BETWEEN CONCRETE FOUNDATIONS AND SOIL

D. UNIT WEIGHT OF SOIL 120 PCF (ASSUMED, GEOTECH REPORT REQUIRED)

E. ACTIVE LATERAL EARTH PRESSURE, Ka

a. SOIL BACKFILL, ALL WALLS UNO 45 PSF/FT (ASSUMED, GEOTECH REPORT REQUIRED)

b. STONE BACKFILL, POND WALLS 27 PSF/FT (ASSUMED, GEOTECH REPORT REQUIRED)

F. AT-REST LATERAL EARTH PRESSURE, K0 60 PSF/FT (ASSUMED, GEOTECH REPORT REQUIRED) G. PASSIVE LATERAL EARTH PRESSURE, Kp 270 PSF/FT (ASSUMED, GEOTECH REPORT REQUIRED)

H. MINIMUM INTERNAL ANGLE OF FRICTION 25° (ASSUMED, GEOTECH REPORT REQUIRED)

I. THE RETAINING WALL DESIGN PRESSURES SPECIFIED ABOVE ARE FOR THE DRAINED

CONDITION WITH NO BUILDUP OF WATER PRESSURE ACTING BEHIND THE WALLS

2. THE BOTTOM OF ALL FOOTINGS SHALL EXTEND BELOW THE FROST LINE FOR THE REGION IN WHICH THE STRUCTURE IS TO BE CONSTRUCTED. HOWEVER, THE TOP OF FOOTING SHALL BE A MINIMUM

OF 12" BELOW GRADE.

3. EXCAVATE TO INDICATED ELEVATIONS AND DIMENSIONS WITHIN A TOLERANCE OF PLUS OR MINUS 1 INCH. IF APPLICABLE, EXTEND EXCAVATIONS A SUFFICIENT DISTANCE FROM STRUCTURES FOR

PLACING AND REMOVING CONCRETE FORMWORK, FOR INSTALLING SERVICES AND OTHER

CONSTRUCTION, AND FOR INSPECTIONS. DO NOT DISTURB BOTTOM OF EXCAVATION. EXCAVATE BY

HAND TO FINAL GRADE JUST BEFORE PLACING CONCRETE REINFORCEMENT. TRIM BOTTOMS TO

REQUIRED LINES AND GRADES TO LEAVE SOLID BASE TO RECEIVE OTHER WORK.

4. ANY FILL SHALL BE PLACED UNDER THE DIRECTION OR RECOMMENDATION OF A LICENSED

PROFESSIONAL ENGINEER USING SUITABLE SOILS OR ENGINEERED FILL. PLOW, SCARIFY, BENCH, OR BREAK UP SLOPED SURFACES STEEPER THAN 1 VERTICAL TO 4 HORIZONTAL SO FILL MATERIAL WILL BOND WITH EXISTING MATERIAL. PLACE BACKFILL AND FILL SOIL MATERIALS IN LAYERS NOT MORE THAN 8" IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT, AND NOT MORE THAN 4" IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED

TAMPERS. COMPACT SOIL MATERIALS TO NOT LESS THAN 95% OF MAXIMUM DRY UNIT WEIGHT

ACCORDING TO ASTM D 698, UNLESS A HIGHER PERCENTAGE IS RECOMMENDED BY THE

GEOTECHNICAL ENGINEER. UNDER SLABS ON GRADE AND STEPS, SCARIFY AND RECOMPACT TOP

12" OF EXISTING SUBGRADE AND EACH LAYER OF BACKFILL OR FILL SOIL MATERIAL AT 98%.

5. INSPECT AND TEST SUBGRADES AND EACH FILL OR BACKFILL LAYER AND AT FOOTING SUBGRADES.

PERFORM TESTING TO VERIFY DESIGN BEARING CAPACITIES IN ACCORDANCE WITH THE PROGRAM

OF SPECIAL INSPECTIONS.

6. EXCAVATION FOR FOOTINGS SHALL BE LINED TEMPORARILY WITH A 6 MIL POLYETHYLENE IF

PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF EXCAVATION.

7. NO CONCRETE SHALL BE POURED AGAINST ANY SUBGRADE CONTAINING WATER, ICE, FROST, OR

LOOSE MATERIAL.

8. DO NOT BACKFILL AGAINST CANTILEVERED RETAINING WALL UNTIL THE CONCRETE HAS ATTAINED 100 PERCENT OF ITS DESIGN STRENGTH. REFER TO THE PLANS FOR ADDITIONAL REQUIREMENTS.

9. PROVIDE BRACING AND SHORING FOR ALL BASEMENT FOUNDATION WALLS AND WALLS INDICATED AS RESTRAINED PRIOR TO BACKFILLING. THE BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ALL SLABS ON GRADE, ELEVATED SLABS AND BEAMS FRAMING INTO THE WALL, ABOVE AND BELOW, HAVE BEEN PLACED, HAVE CURED FOR AT LEAST 7 DAYS AND HAVE ATTAINED 100 PERCENT

OF THEIR DESIGN STRENGTH.

10. BACKFILL PLACED IMMEDIATELY BEHIND WALLS SHALL BE COMPACTED WITH HAND OPERATED

EQUIPMENT.

11. CONSULT THE GEOTECHNICAL REPORT FOR FURTHER RECOMMENDATIONS AND REQUIREMENTS

CONCRETE

1. CONCRETE SHALL BE PROPORTIONED, MIXED, PLACED, AND TESTED IN ACCORDANCE WITH THE ACI MANUAL OF CONCRETE PRACTICE INCLUDING BUT NOT LIMITED TO ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND ACI 301-10 "SPECIFICATION FOR STRUCTURAL

CONCRETE". COMPLY WITH ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIALS," ACI 305.1-06 "SPECIFICATION FOR HOT WEATHER CONCRETING"

AND ACI 306.1-10 "STANDARD SPECIFICATIONS FOR COLD WEATHER CONCRETING."

2. STEEL REINFORCEMENT SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

A. REINFORCING BARS: ASTM A615, GRADE 60, DEFORMED

B. REINFORCING BARS, WELDABLE: ASTM A706, GRADE 60, DEFORMED

C. PLAIN-STEEL WIRE: ASTM A1064, AS DRAWN

D. PLAIN-STEEL WELDED: ASTM A1064, FABRICATED WIRE REINFORCEMENT FROM AS-DRAWN

STEEL WIRE INTO FLAT SHEETS

E. JOINT DOWEL BARS: ASTM A615, GRADE 60, PLAIN, FREE OF BURRS

3. NORMAL WEIGHT CONCRETE (NWC) SHALL HAVE A UNIT WEIGHT OF 145 PCF (+/- 3 PCF), UNLESS NOTED OTHERWISE. CONCRETE MATERIALS SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

A. PORTLAND CEMENT: ASTM C150, TYPE I OR TYPE II

B. FLY ASH: ASTM C618, CLASS F

C. BLENDED HYDRAULIC CEMENT: ASTM C595, TYPE I (PM) POZZOLAN-MODIFIED PORTLAND

D. NORMAL-WEIGHT AGGREGATE: ASTM C33, GRADED

E. LIGHTWEIGHT AGGREGATE: ASTM C330, GRADED

F. WATER: ASTM C1602, POTABLE

G. AIR-ENTRAINING ADMIXTURE: ASTM C260

4. NO ADMIXTURES SHALL BE ADDED TO ANY STRUCTURAL CONCRETE WITHOUT WRITTEN

PERMISSION OF THE SER. ALL PROPOSED ADMIXTURES SHALL BE SUBMITTED TO THE SER WITH

THE PROPOSED MIX DESIGNS AND SHALL INCLUDE CERTIFICATION FROM THE MANUFACTURER

THAT THE ADMIXTURE IS COMPATIBLE WITH OTHER ADMIXTURES AND NOT CONTRIBUTE WATER-

SOLUBLE CHLORIDE IONS EXCEEDING THOSE PERMITTED IN HARDENED CONCRETE. DO NOT USE

CALCIUM CHLORIDE OR ANY ADMIXTURE CONTAINING CALCIUM CHLORIDE.

5. SLUMP LIMIT: 8 INCHES PLUS OR MINUS 1 INCH AT THE POINT OF DELIVERY FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES BEFORE ADDING HIGH-RANGE WATER-REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE. OTHERWISE, PROVIDE SLUMP LIMIT OF 4 INCHES, PLUS OR MINUS 1 INCH

AT THE POINT OF DELIVERY.

6. IT IS RECOMMENDED THAT INTERIOR SLABS TO BE GIVEN A SMOOTH, DENSE, HARD-TROWELED FINISH NOT CONTAIN ENTRAINED AIR SINCE BLISTERING OR DELAMINATION MAY OCCUR. IF SLAB

WILL BE EXPOSED TO DEICING OR OTHER AGGRESSIVE CHEMICALS CONTACT THE SER FOR

PROPER AIR ENTRAINMENT REQUIREMENTS.

7. COMPLY WITH CRSI'S "MANUAL OF STANDARD PRACTICE" FOR FABRICATING, PLACING AND

SUPPORTING REINFORCEMENT.

8. COMPLY WITH THE MINIMUM CONCRETE COVER FOR REINFORCEMENT LISTED IN THE TABLES

BELOW.

9. SPLICE REINFORCEMENT AS DETAILED OR AUTHORIZED BY THE SER. MAKE BARS CONTINUOUS

AROUND CORNER. SPLICES SHALL BE MADE BY CONTACT TENSION LAP SPLICES, UNLESS

OTHERWISE NOTED.

10. PLACING SLEEVES THROUGH CONCRETE ELEMENTS IS NOT PERMITTED UNLESS SHOWN ON THE

DRAWINGS, ON APPROVED SLEEVING SHOP DRAWINGS, OR AS AUTHORIZED BY THE SER IN

WRITING.

11. WELDING OF REINFORCING IS NOT PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED

BY THE STRUCTURAL ENGINEER OF RECORD.

12. FIELD BENDING OF REINFORCING PARTIALLY EMBEDDED IN THE CONCRETE IS NOT PERMITTED

UNLESS OTHERWISE SHOWN OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

13. LOCATING JOINTS IN HORIZONTAL PLANE OF FOUNDATIONS, PILE CAPS, DRILLED PIERS, SLABS, BEAMS, GIRDERS AND JOISTS IS NOT PERMITTED UNLESS OTHERWISE NOTED OR APPROVED BY

THE STRUCTURAL ENGINEER OF RECORD.

14. CHAMFER EXPOSED CONCRETE CORNERS 3/4" x 3/4" MINIMUM, UNLESS OTHERWISE NOTED ON THE

ARCHITECTURAL DRAWINGS.

15. COMPLY WITH ACI 301 FOR MEASURING, BATCHING, MIXING, TRANSPORTING, AND PLACING

CONCRETE. BEFORE TEST SAMPLING AND PLACING CONCRETE, WATER MAY BE ADDED AT THE

PROJECT SITE, SUBJECT TO LIMITATIONS OF ACI 301.

16. SEE ARCHITECTURAL DRAWINGS FOR FINISHING REQUIREMENTS OF FORMED CONCRETE

SURFACES. FOR UNFORMED SURFACES COMPLY WITH ACI 302.1R FOR SCREEDING,

RESTRAIGHTENING, AND FINISHING OPERATIONS UNLESS OTHERWISE NOTED ON THE

ARCHITECTURAL DRAWINGS.

17. CURE FORMED AND UNFORMED CONCRETE FOR AT LEAST SEVEN DAYS BY ONE OF THE FOLLOWING METHODS; MOISTURE CURING, MOISTURE-RETAINING-COVER CURING, APPLICATION OF A CURING

COMPOUND, OR BY APPLICATION OF A CURING AND SEALING COMPOUND.

18. SAMPLE MATERIALS, PERFORM TESTS, AND SUBMIT REPORTS DURING CONCRETE PLACEMENT

ACCORDING TO ACI 301 AND CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE AND IN

ACCORDANCE WITH THE PROGRAM OF SPECIAL INSPECTIONS.

PROJECT

CLASS

ELEMENT 28 DAY f'c

(MIN)

CONCRETE

TYPE

ACI

EXPOSURE

CLASS

A

B

FOOTINGS

RETAINING WALLS

3000 PSI

4500 PSI

NWC

NWC

NON-POST TENSIONED CONCRETE

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

CONCRETE EXPOSED TO EARTH OR WEATHER:

CONCRETE NOT EXPOSED TO WEATHER

OR IN CONTACT WITH GROUND:

No.6 BAR THROUGH No.18 BARS

No.5 BAR AND SMALLER

SLABS, WALL AND JOISTS: No.14 AND No.18 BARS

3"

2"

1 1/2"

1 1/2"

3/4"

1 1/2"

MINIMUM

COVER

SLABS, WALL AND JOISTS: No.11 BARS AND SMALLER

BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES,

STIRRUPS, SPIRALS

F0, C1

F2, C1

NOTES:

1. ALL MIXES ARE EXPOSURE CLASS S0 AND P0 ACCORDING TO ACI 318 UNLESS NOTED OTHERWISE

2. WATER CEMENT RATIO: PROPORTION MIXES TO COMPLY WITH THE MAXIMUM WATER CEMENT

RATIO REQUIREMENTS SHOWN IN ACI 318-19 TABLE 19.3.2.1 MAXIMUM WATER CEMENT RATIOS DO

NOT APPLY TO LIGHTWEIGHT (LWC) CONCRETE.

3. AIR ENTRAINMENT: PROPORTION MIXES TO COMPLY WITH THE MAXIMUM AIR CONTENT

REQUIREMENTS SHOWN IN ACI 318-19 TABLE 19.3.3.1. FOR LIGHTWEIGHT (LWC) CONCRETE

EXPOSURE CLASS F0, PROVIDE 5.5% +/-1.5% AIR ENTRAINMENT.

4. MAXIMUM PERCENT OF TOTAL CEMENTITIOUS MATERIALS BY WEIGHT: COMPLY WITH THE

REQUIREMENTS OF ACI 318-19 TABLE 26.4.2.2(b). FOR EXPOSURE CLASS F3

5. CHLORIDE ION CONTENT: PROPORTION MIXES TO COMPLY WITH THE MAXIMUM WATER SOLUBLE

CHLORIDE ION CONTENT REQUIREMENTS SHOWN IN ACI 318-19 TABLE 19.3.2.1

MAX

AGGREGATE

SIZE

1"

1"

CONCRETE MIX DESIGN REQUIREMENTS

DELEGATED DESIGN

1. THE CONTRACTOR SHALL ENGAGE A QUALIFIED, LICENSED ENGINEER(S) IN THE STATE IN WHICH

THE PROJECT IS CONSTRUCTED TO DESIGN, DETAIL AND SUBMIT FOR REVIEW SEALED

CALCULATIONS AND SHOP DRAWINGS FOR THE DELEGATED DESIGN SHOWN IN THE CONTRACT

DOCUMENTS. ADDITIONAL DELEGATED DESIGN SYSTEMS MAY BE FOUND IN THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, PROCESS, LANDSCAPE AND CIVIL DRAWINGS NOT

CONTAINED, HEREIN.

2. REFER TO THE SUBMITTALS SECTION FOR ADDITIONAL REQUIREMENTS.

3. DELEGATED DESIGN ITEMS SHALL INCLUDE BUT ARE NOT LIMITED TO:

A. SITE RETAINING WALLS INCLUDING SEGMENTAL BLOCK AND MECHANICALLY STABILIZED EARTH

RETAINING WALLS

B. TEMPORARY SHORING

C. STONE VENEER AND CONNECTIONS

CONCRETE COVER REQUIREMENTS

UNIT MASONRY ASSEMBLIES

1. CONCRETE MASONRY UNITS (CMU) SHALL BE ERECTED AS LOAD BEARING CONCRETE MASONRY.

COMPLY WITH ACI 530.1 "SPECIFICATION FOR MASONRY STRUCTURES" FOR MATERIALS, METHODS, AND WORKMANSHIP AND ERECTION TOLERANCES.

2. PROVIDE CONCRETE MASONRY UNIT ASSEMBLIES (CMUS) AS INDICATED ON THE DRAWINGS THAT DEVELOPS A MINIMUM NET-AREA COMPRESSIVE STRENGTH (F'M) OF 2000 PSI AT 28 DAYS AND AS

FOLLOWS:

A. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A MINIMUM AVERAGE NET-

AREA COMPRESSIVE STRENGTH OF 2000 PSI.

B. MAXIMUM WEIGHT CLASSIFICATION: NORMAL WEIGHT, UNLESS OTHERWISE NOTED.

C. SIZE: MANUFACTURED TO DIMENSIONS 3/8" LESS THAN NOMINAL DIMENSIONS

3. PROVIDE MORTAR AND GROUT MATERIALS AS INDICATED ON THE DRAWINGS AND CONFORMING TO

THE REQUIREMENTS LISTED BELOW. ALL CELLS CONTAINING REINFORCEMENT, CELLS BELOW

GRADE, AND ANY LOCATIONS NOTED ON THE DRAWINGS SHALL BE GROUTED SOLID. DO NOT USE

ADMIXTURES, INCLUDING AIR-ENTRAINING AGENTS, ACCELERATORS, RETARDERS, WATER-

REPELLENT AGENT, ANTIFREEZE COMPOUNDS, OR OTHER ADMIXTURES UNLESS OTHERWISE

NOTED. DO NOT USE CALCIUM CHLORIDE IN MORTAR OR GROUT.

A. MORTAR FOR MASONRY ASSEMBLIES SHALL BE TYPE S, CONFORMING TO ASTM C270

B. GROUT FOR UNIT MASONRY SHALL BE FINE GROUT CONFORMING TO ASTM C476 AND HAVE A

MINIMUM 28 DAY COMPRESSIVE STRENGTH ( FM ) OF 2500 PSI. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES AS MEASURED ACCORDING TO ASTM C143. COMPLY WITH TABLE 1.15.1 IN ACI

530.1 FOR DIMENSIONS OF GROUT SPACES AND POUR HEIGHT.

4. LAY SOLID MASONRY UNITS WITH COMPLETELY FILLED BED AND HEAD JOINTS; BUTTER ENDS WITH SUFFICIENT MORTAR TO FILL HEAD JOINTS AND SHOVE INTO PLACE. DO NOT DEEPLY FURROW BED

JOINTS OR SLUSH HEAD JOINTS.

5. DO NOT USE FROZEN MATERIALS OR MATERIALS MIXED OR COATED WITH ICE OR FROST. DO NOT

BUILD ON FROZEN SUBSTRATES. REMOVE AND REPLACE UNIT MASONRY DAMAGED BY FROST OR

BY FREEZING CONDITIONS. COMPLY WITH COLD-WEATHER CONSTRUCTION REQUIREMENTS

CONTAINED IN ACI 530.1.

6. COMPLY WITH HOT-WEATHER CONSTRUCTION REQUIREMENTS CONTAINED IN ACI 530.1.

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No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

DATE

DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

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AUG 14, 2026

6170050.01 S0.1

SPECIFICATIONS

AND INDEX

DRAWING INDEX

S0.1 SPECIFICATIONS AND INDEX

S0.2 SPECIAL INSPECTION

S0.3 ABBREVIATIONS, SYMBOLS & LAP LENGTH SCHEDULES

S1.1 FOUNDATION PLAN

S1.2 FOUNDATION PLAN - STORMWATER POND

S2.1 TYPICAL FOUNDATION DETAILS

S2.2 TYPICAL FOUNDATION DETAILS

TOTAL: 7

REVISIONS DATE

Docusign Envelope ID: CFDD52A8-E61D-8D4D-81B1-3C8EBE9D0629

STATEMENT OF SPECIAL INSPECTIONS BASED UPON THE 2024 IBC

SPECIAL INSPECTIONS SHALL BE PROVIDED FOR THIS PROJECT IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. THE PROGRAM PROVIDED HEREIN SPECIFICALLY EXCLUDES ALL ELEMENTS NOT DESIGNED BY THE SER AND NON-STRUCTURAL ELEMENTS INCLUDING BUT NOT LIMITED: TO SMOKE CONTROL AND SMOKE EXHAUST SYSTEMS, SPRAYED FIRE-RESISTANT MATERIALS, MECHANICAL, PLUMBING, AND ELECTRICAL SYSTEMS AND THEIR ATTACHMENTS EVEN THOUGH THEY MAY BE REQUIRED. THE PLAN OF SPECIAL INSPECTIONS FOR THESE EXCLUDED ITEMS MUST BE PREPARED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN OF EACH DESIGNATED SYSTEM THAT IS SUBJECT TO SPECIAL INSPECTIONS, WHETHER IT IS ARCHITECTURAL, ELECTRICAL, MECHANICAL OR STRUCTURAL IN NATURE.

THE SPECIAL INSPECTION COORDINATOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION.

INTERIM REPORTS SHALL BE SUBMITTED MONTHLY TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THESE REPORTS SHALL INCLUDE THE DAILY OBSERVATION REPORTS AND A SUMMARY OF THE ACTIVITIES COMPLETED AND/OR IN PROGRESS THAT ARE RECEIVING SPECIAL INSPECTIONS. DAILY REPORTS SHOULD NOT BE PROVIDED TO THE SER FOR REVIEW UNLESS THERE IS AN UNCORRECTED DISCREPANCY. UNCORRECTED DISCREPANCIES

SHALL BE REPORTED TO THE SER WITHOUT DELAY.

THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITIES. JOB SITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

THIS STATEMENT OF SPECIAL INSPECTIONS INCLUDES THE FOLLOWING BUILDING SYSTEMS:

FABRICATORS (1.0)

STEEL CONSTRUCTION (2.0)

CONCRETE CONSTRUCTION (3.0)

MASONRY CONSTRUCTION (4.0)

WOOD CONSTRUCTION (5.0)

SOILS CONSTRUCTION (6.0)

DRIVEN DEEP FOUNDATIONS (7.0)

CAST-IN-PLACE DEEP FOUNDATIONS (8.0)

HELICAL PILE FOUNDATIONS (9.0)

COLD-FORMED STEEL CONSTRUCTION (10.0)

RETAINING SYSTEMS PROVIDING VERTICAL RELIEF GREATER THAN

5FT IN HEIGHT WITH HORIZONTAL SEPARATION DISTANCE OF 50 FT

OR LESS (11.0)

THIS STRUCTURE HAS A RISK CATEGORY II, IS LESS THAN 75 FT AND THE BASIC WIND SPEED Vasd IS LESS THAN 110 MPH AND IS THEREFORE EXEMPT FROM STRUCTURAL OBSERVATIONS FOR WIND REQUIREMENTS (IBC 1704.6.1).

THIS STRUCTURE HAS A SEISMIC DESIGN CATEGORY OF C AND IS THEREFORE EXEMPT FROM SPECIAL OBSERVATIONS FOR

SEISMIC RESISTANCE (IBC 1704.6.1).

3.0 CONCRETE CONSTRUCTION (IBC 1705.3)

ITEM CONTINUOUS PERIODIC DETAILED INSTRUCTIONS

3.1 VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS

OF SPECIFIED TYPE, GRADE AND SIZE; THAT IT IS FREE OF

OIL, DIRT AND RUST; THAT IT IS LOCATED AND SPACED

PROPERLY; THAT HOOKS, BENDS, TIES, STIRRUPS AND

SUPPLEMENTAL REINFORCEMENT ARE PLACED CORRECTLY;

THAT LAP LENGTHS, STAGGER AND OFFSETS ARE PROVIDED;

AND THAT ALL MECHANICAL CONNECTIONS ARE INSTALLED

PER THE MANUFACTURER’S INSTRUCTIONS AND/OR

EVALUATION REPORT.

REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS

3.2 VISUALLY INSPECT ALL WELDS AND ALSO VERIFY

WELDABILITY OF REINFORCING STEEL BASED UPON CARBON

EQUIVALENT AND IN ACCORDANCE WITH AWS D1.4.

WELDING OF REINFORCING STEEL

3.3 INSPECTION OF ANCHORS OR EMBEDS CAST IN CONCRETE IS

REQUIRED WHEN ALLOWABLE LOADS HAVE BEEN INCREASED

OR WHERE STRENGTH DESIGN IS USED.

CAST-IN BOLTS & EMBEDS

3.4 ALL POST-INSTALLED ANCHORS/DOWELS SHALL BE SPECIALLY

INSPECTED AS REQUIRED BY THE APPROVED ICC-ES REPORT.

HORIZONTALLY OR UPWARDLY INCLINED ANCHORS THAT

RESIST SUSTAINED TENSION LOADS REQUIRE CONTINUOUS

INSPECTION AND APPROVED INSTALLERS.

POST-INSTALLED ANCHORS OR

DOWELS

3.5 VERIFY THAT ALL MIXES USED COMPLY WITH THE APPROVED

CONSTRUCTION DOCUMENTS; ACI 318: CH. 19, 26.4.3, 26.4.4;

AND IBC 1904.1, 1904.2, 1908.2, 1908.3.

USE OF REQUIRED MIX DESIGN

3.6 CONCRETE SAMPLING FOR

STRENGTH TESTS, SLUMP, AIR

CONTENT, AND TEMPERATURE

3.7 CONCRETE & SHOTCRETE

PLACEMENT

3.8 CURING TEMPERATURE AND

TECHNIQUES

VERIFY THAT THE AMBIENT TEMPERATURE FOR CONCRETE IS

KEPT AT > 50°F FOR AT LEAST 7 DAYS AFTER PLACEMENT.

HIGHEARLY-STRENGTH CONCRETE SHALL BE KEPT AT > 50°F

FOR AT LEAST 3 DAYS. ACCELERATED CURING METHODS MAY

BE USED (SEE ACI 318: 26.4.7-26.4.9). THE AMBIENT

TEMPERATURE FOR SHOTCRETE SHALL BE > 40°F FOR THE

SAME PERIOD OF TIME AS NOTED FOR CONCRETE.

SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST FOR AT

LEAST 24 HOURS AFTER SHOTCRETING. ALL CONCRETE

MATERIALS, REINFORCEMENT, FORMS, FILLERS, AND GROUND

SHALL BE FREE FROM FROST. IN HOT WEATHER CONDITIONS

ENSURE THAT APPROPRIATE MEASURES ARE TAKEN TO

AVOID PLASTIC SHRINKAGE CRACKING AND THAT THE

SPECIFIED WATER/CEMENT RATIO IS NOT EXCEEDED.

3.6 PRE-STRESSED CONCRETE

3.7 VERIFY THAT ALL PRECAST ELEMENTS ARE LIFTED,

ASSEMBLED AND BRACED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

ERECTION OF PRECAST CONCRETE

3.8 VERIFY THAT ADEQUATE STRENGTH HAS BEEN ACHIEVED

PRIOR TO THE REMOVAL OF SHORES AND FORMS OR THE

STRESSING OF POST-TENSIONED TENDONS.

STRENGTH VERIFICATION

3.9 VERIFY THAT THE FORMS ARE PLACED PLUMB AND CONFORM

TO THE SHAPES, LINES, AND DIMENSIONS OF THE MEMBERS

AS REQUIRED BY THE APPROVED CONSTRUCTION

DOCUMENTS.

FORMWORK

11.0 RETAINING SYSTEMS PROVIDING VERTICAL RELIEF

GREATER THAN 5FT IN HEIGHT WITH HORIZONTAL SEPARATION

DISTANCE OF 50 FT OR LESS(IBC 1807.2)

ITEM

11.1

CONTINUOUS PERIODIC DETAILED INSTRUCTIONS

FOUNDATION SUPPORT SYSTEM VERIFY FOUNDATION SUPPORT SYSTEM IS ADEQUATE FOR THE

INTENDED SITE CONDITIONS

11.2 QUALITY OF CONSTRUCTION

MATERIALS

VERIFY WITH MEASUREMENTS THE QUALITY OF THE

CONSTRUCTION MATERIALS FOR CONFORMANCE WITH THE

SPECIFICATIONS

11.3 ANTICIPATED DESIGN

CONDITIONS

VERIFY THE SIMILARITY OF ACTUAL SOIL CONDITIONS TO

THOSE ANTICIPATED IN DESIGN

11.4 BACKFILL MATERIALS AND

DRAINAGE SYSTEMS

VERIFY AND EXAMINE BACKFILL MATERIALS AND DRAINAGE

SYSTEMS FOR COMPLIANCE WITH PLANS AND SPECIFICATIONS

6.0 SOILS CONSTRUCTION (IBC 1705.6)

ITEM

6.1

CONTINUOUS PERIODIC DETAILED INSTRUCTIONS

VERIFY SUBGRADE IS ADEQUATE

TO ACHIEVE DESIGN BEARING

CAPACITY.

PRIOR TO PLACEMENT OF CONCRETE.

6.2 VERIFY SUBGRADE IS ADEQUATE

TO ACHIEVE DESIGN BEARING

CAPACITY.

PRIOR TO PLACEMENT OF COMPACTED FILL OR CONCRETE.

6.3 VERIFY THAT SUBGRADE HAS BEEN

APPROPRIATELY PREPARED PRIOR

TO PLACING COMPACTED FILL

PRIOR TO PLACEMENT OF COMPACTED FILL.

6.4 PERFORM CLASSIFICATION AND

TESTING OF COMPACTED FILL

MATERIALS

ALL MATERIALS SHALL BE CHECKED AT EACH LIFT FOR

PROPER CLASSIFICATIONS AND GRADATIONS NOT LESS THAN

ONCE FOR EACH 10,000FT² OF SURFACE AREA.

6.5 VERIFY PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND

COMPACTION.

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PROFESSIONAL

No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

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DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

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AUG 14, 2026

6170050.01 S0.2

SPECIAL

INSPECTION

HOOK DEVELOPMENT LENGTH "Ldh" (INCHES)

BAR SIZE

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=7000 PSI

#4

#3

NORMAL WEIGHT CONCRETE, GR.60 REINFORCEMENT, UNCOATED

NOTE: DO NOT USE THIS TABLE FOR SPLICING REINFORCEMENT. REFER TO LAP LENGTH TABLES THIS

DRAWING

f'c=8000 PSI

FOOTING REINFORCEMENT LAP LENGTH (INCHES)

BAR SIZE

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=7000 PSI

OTHER

BARS

TOP

BAR

#4

#3

OTHER

BARS

TOP

BAR

OTHER

BARS

TOP

BAR

OTHER

BARS

TOP

BAR

OTHER

BARS

TOP

BAR

NORMAL WEIGHT CONCRETE, GR.60 REINFORCEMENT, UNCOATED

MIN. BAR

SPACING

1 1/8"

1 1/2"

1 7/8"

2 1/4"

2 5/8"

3"

3 1/2"

3 7/8"

4 1/4" f'c=8000 PSI

OTHER

BARS

TOP

BAR

NOTE: REFER TO NOTE 8 FOR BAR SPACINGS THAT

DO NOT MEET MIN BAR SPACINGS NOTED

VERTICAL WALL REINFORCEMENT LAP LENGTH (INCHES)

BAR SIZE

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=7000 PSI

#4

#3

NORMAL WEIGHT CONCRETE, GR.60 REINFORCEMENT, UNCOATED

MIN. BAR

SPACING

1 1/8"

1 1/2"

1 7/8"

2 1/4"

2 5/8"

3"

3 1/2"

3 7/8"

4 1/4" f'c=8000 PSI

NOTE: REFER TO NOTE 8 FOR BAR SPACINGS THAT

DO NOT MEET MIN BAR SPACINGS NOTED

HORIZONTAL WALL REINFORCEMENT LAP LENGTH (INCHES)

BAR SIZE

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=7000 PSI

#4

#3

NORMAL WEIGHT CONCRETE, GR.60 REINFORCEMENT, UNCOATED

MIN. BAR

SPACING

1 1/8"

1 1/2"

1 7/8"

2 1/4"

2 5/8"

3"

3 1/2"

3 7/8"

4 1/4" f'c=8000 PSI

NOTE: REFER TO NOTE 8 FOR BAR SPACINGS THAT DO NOT

MEET MIN BAR SPACINGS NOTED

BAR DEVELOPMENT LENGTH "Ld" (INCHES)

BAR SIZE

#5

#6

#7

#8

#9

#10

#11 f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=7000 PSI

#4

#3

NORMAL WEIGHT CONCRETE, GR.60 REINFORCEMENT, UNCOATED

NOTE: DO NOT USE THIS TABLE FOR SPLICING REINFORCEMENT. REFER TO LAP LENGTH TABLES THIS

DRAWING

f'c=8000 PSI

TYPICAL MARK TO DENOTE SLAB STEP

TYPICAL MARK TO DENOTE STEP IN FOOTING LOCATION AND CHANGE IN

ELEVATION VALUE. REFER TO TYPICAL FOOTING STEP DETAIL.

WALL FOOTING MARK, REFER TO SCHEDULE

TYPICAL FOUNDATION PLAN SYMBOLS

16"

WF2.5

1/2"

T/F

TG

0'- 0"

TOP OF FOOTING ELEVATION CALLOUT

@ AT

AB ANCHOR BOLT

ADDL ADDITIONAL

ACI AMERICAN CONCRETE INSTITUTE

ASCE AMERICAN SOCIETY OF CIVIL

ENGINEERS

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

APA AMERICAN PLYWOOD ASSOCIATION

ARCH ARCHITECTURAL

ASL ABOVE SEA LEVEL

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

AWS AMERICAN WELDING SOCIETY

BLDG BUILDING

BM BEAM

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

B/W BETWEEN

C CAMBER OR COMPRESSION

CC CENTER TO CENTER

CANT CANTILEVER

CFS COLD FORMED STEEL

CIP CAST-IN-PLACE

CJ CONTRACTION (CONTROL) JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CONSTR JT CONSTRUCTION JOINT

D DEPTH

db BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBE DECK BEARING ELEVATION

DBL DOUBLE

DEG DEGREES

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DJ DOUBLE JOIST

DL DEAD LOAD

DN DOWN

DO DITTO

DWG DRAWING

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATION OR ELEVATOR

EMBED EMBEDMENT

ENGR ENGINEER

EOS EDGE OF SLAB, EDGE OF

STRUCTURE

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

EW EACH WAY

EX EXISTING

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

f'c 28 DAY COMPRESSION

STRENGTH

FD FLOOR DRAIN

FFE FINISHED FLOOR ELEVATION

FIN FINISH(ED)

FLR FLOOR

FL FULL LENGTH

FNDN FOUNDATION

FS FAR SIDE

FT FOOT OR FEET

FTG FOOTING

FUT FUTURE

FV FIELD VERIFY

Fy YIELD STRENGTH

GA GAGE

GALV GALVANIZE(D)

GB GRADE BEAM

GEN GENERAL

GR GRADE

GYP GYPSUM

HDG HOT DIPPED GALVANIZED

HI HIGH

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INT INTERIOR

JBE JOIST BEARING ELEVATION

JT JOINT

K 1000 POUNDS, KIP

KIP 1000 POUNDS

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

LBS POUNDS

Ld DEVELOPMENT LENGTH Ldh HOOK DEVELOPMENT LENGTH

LE LEFT END

LF LATERAL FRAME

LFRS LATERAL FORCE RESISTING SYSTEM

LG LONG

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LSH LONG SIDE HORIZONTAL

LSL LONG SLOTTED HOLE (AISC)

LSV LONG SIDE VERTICAL

LVL LEVEL

LW LIGHTWEIGHT

LWC LIGHTWEIGHT CONCRETE

LRFD LOAD RESISTANCE FACTOR DESIGN

M MOMENT

MANUF MANUFACTURER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

& FIRE PROTECTION

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MLS MASONRY LAP SPLICE LENGTH

MTL METAL

NDS NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION

NIC NOT IN CONTRACT

NIS NOT IN SUBMISSION

NLGA NATIONAL LUMBER GRADES

AUTHORITY

No. NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OD OUTSIDE DIAMETER

OC ON CENTER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OVS OVERSIZED HOLE (AISC)

P AXIAL FORCE

PAF POWDER ACTUATED FASTENER

PCF POUNDS PER CUBIC FOOT

PCI POUNDS PER SQUARE INCH PER INCH

PERP PERPENDICULAR

PEN PANEL EDGE NAILING

PEN PENETRATION

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAR FOOT

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

PTS POINTS

PT POST TENSIONED (CONCRETE)

PT PRESSURE TREATED (TIMBER)

QTY QUANTITY

R RADIUS OR REACTION

RAD RADIUS

RE RIGHT END

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REQ(S) REQUIREMENT(S)

REV REVISION

RTU ROOF TOP UNIT

RXN REACTION

SC SLIP CRITICAL

SCHED SCHEDULE

SECT SECTION

SER STRUCTURAL ENGINEER OF RECORD

SEOR STRUCTURAL ENGINEER OF RECORD

SF SQUARE FOOT

SHT SHEET

SI SPECIAL INSPECTIONS, SPECIAL

INSPECTOR

SIM SIMILAR

SLBB SHORT LEG BACK TO BACK

SOG SLAB ON GRADE

SOMD SLAB ON METAL DECK

SPA SPACING

SPEC SPECIFICATIONS

SPIB SOUTHERN PINE INSTITUTES BUREAU

SPF SPRUCE PINE FIR

SR STUD RAIL

SQ SQUARE

SS STAINLESS STEEL

SSL SHORT SLOTTED HOLE (AISC)

SST SIMPSON STRONG TIE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL OR STRUCTURE

SYMM SYMMETRICAL, SYMMETRIC

SYP SOUTHERN YELLOW PINE

T THICKNESS OR TENSION

Tu TRANSFER FORCE, ULTIMATE

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPERATURE OR TEMPORARY

TJ TRIPLE JOIST

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOJ TOP OF JOIST

TOM TOP OF MASONRY

TOS TOP OF SLAB OR TOP OF STEEL

TOW TOP OF WALL

TPI TRUSS PLATE INSTITUTE

TRPL TRIPLE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V SHEAR FORCE

VERT VERTICAL

W WIDTH

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WT WEIGHT OR WT SECTION PER AISC

WWR WELDED WIRE REINFORCEMENT

WWF WELDED WIRE FABRIC, SEE WWR

XJ EXTRA JOIST

XS EXTRA STRONG

XXS DOUBLE EXTRA STRONG

COMMON ABBREVIATIONS & DEFINITIONS

DETAIL REFERENCE

NUMBER OR LETTER

SHEET WHERE

DETAIL IS DRAWN

DETAIL REFERENCE

NUMBER OR LETTER

SHEET WHERE DETAIL IS CUT OR

CALLED OUT, IF SHEET NUMBER IS

OMITTED, ITEM IS A TYPICAL DETAIL,

SCHEDULE OR LEGEND

SX

X

SIM

INDICATES 'SIMILAR'

CONDITION

DETAIL REFERENCE

NUMBER OR LETTER

AREA

CONTAINED

IN DETAIL

S5.1

SHEET WHERE

ELEVATION IS SHOWN

ELEVATION

REFERENCE NUMBER

DETAIL REFERENCES

INDICATES 'SIMILAR'

CONDITION

SECTIONS

DETAILS

VIEW TITLES

ELEVATIONS

SX

X

SIM

INDICATES 'SIMILAR'

CONDITION

X

SX

SIM

DEVELOPMENT AND LAP LENGTH SCHEDULE NOTES:

1. ALL SPLICE LENGTHS ARE IN INCHES.

2. TABULATED LAP SPLICE VALUES ARE BASED UPON ACI 318-19 CLASS B SPLICE LENGTHS.

3. THESE TABLES APPLY TO NORMAL WEIGHT CONCRETE ONLY, EXCEPT WHERE INDICATED.

4. WHEN SPECIFIED COMPRESSIVE STRENGTH (f'c) IS BETWEEN TABULATED STRENGTHS, USE LOWER f'c TO DETERMINE SPLICE

LENGTHS

5. FOR EPOXY-COATED BARS, MULTIPLY SPLICE LENGTH VALUES BY 1.5.

6. FOR BARS OF DIFFERENT SIZES, USE THE LARGER OF THE DEVELOPMENT LENGTH OF THE LARGER BAR AND THE LAP

LENGTH OF THE SMALLER BAR.

7. ACI DEFINES 'TOP BARS' AS HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF FRESH CONCRETE

IS CAST BELOW THE DEVELOPMENT LENGTH OR SPLICE. "OTHER BARS" ARE DEFINED AS ALL OTHER CONDITIONS.

8. WHERE BAR SPACINGS ARE LESS THAN THE MINIMUM BAR SPACINGS TABULATED, SUBMIT LAP SPLICE LENGTHS TO NV5 FOR

APPROVAL.

9. SUBMIT SPLICE LENGTHS FOR APPROVAL WHERE CONDITIONS DIFFER FROM THE COMPRESSIVE STRENGTHS, BAR SIZES, MINIMUM SPACINGS, AND CONCRETE WEIGHT CLASSES LISTED.

10. DO NOT LAP SPLICE #14 AND #18 BARS, INCLUDING #14 AND #18 BARS WITH SMALLER BARS. PROVIDE MECHANICAL

COUPLERS CAPABLE OF DEVELOPING, IN TENSION OR COMPRESSION, 1.25 fy OF THE BAR OR WELD IN ACCORDANCE WITH ACI

318. STAGGER SPLICES FOR MEMBERS DESIGNATED AS TENSION TIE MEMBERS AT LEAST 30 INCHES IN ACCORDANCE WITH

ACI 318

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No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

DATE

DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

/1

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:3 :0

P

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AUG 14, 2026

6170050.01 S0.3

ABBREVIATIONS,

SYMBOLS & LAP

LENGTH

SCHEDULES

1. REFER TO GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL STRUCTURAL INFORMATION.

2. REFER TO TYPICAL DETAIL SHEETS S2.1 AND S2.2 FOR ADDITIONAL REQUIREMENTS NOT SHOWN.

3. ALL FOOTING ELEVATIONS ARE MEASURED FROM MEAN SEA LEVEL ELEVATION (0'-0"). REFER TO

PLAN FOR FOOTING ELEVATIONS.

4. REFER TO CIVIL DRAWINGS FOR DIMENSIONS AND ADDITIONAL REQUIREMENTS NOT SHOWN.

5. THE SER HAS NOT PERFORMED A SITE VISIT TO VERIFY STRUCTURAL CONDITIONS. ALL ASSUMED

INFORMATION SHOWN ON THESE DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO

CONSTRUCTION. CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE SER BEFORE

PROCEEDING.

6. REFER TO CIVIL FOR RETAINING WALL LOCATIONS.

FOUNDATION PLAN NOTES

RW2

T/W

ALL

EL

.35

T/F

TG

EL

1, 6.

T/W

ALL

EL

.90T/W

ALL

EL

.10

TYP

1'-0" T/W

ALL

EL

.40 T/F

TG

EL

1, 0.

RW1

T/F

TG

EL

1, 0.

T/W

ALL

EL

.00

T/F

TG

EL

1, 8.

T/W

ALL

EL

.50

T/F

TG

EL

1, 6.

T/W

ALL

EL

.75

24''

16''

R W

4-

PROPERTY LINE

EXIST BUILDING

FFE: 1035.42' (FV)

S2.2

R W

4-

R W

4-

R W

4-

T/W

ALL

EL

.12

T/W

ALL

EL

.88T/W

ALL

EL

.12

T/W

ALL

EL

.90

T/W

ALL

EL

.27

T/W

ALL

EL 1041.27

RW3-1 RW3-2

RW3-3T/W

ALL

EL

.50

T/W

ALL

EL

.90T/W

ALL

EL

.02

T/W

ALL

EL 1,040.54

T/W

ALL

EL

.71

T/W

ALL

EL

.21

T/W

ALL

EL 1,037.67

RW3-1

R W

3-

T/W

ALL

EL

.00

NOTE: RECORD DRAWINGS OF THE EXISTING BUILDING

WERE NOT AVAILABLE AT THE TIME OF DESIGN. GC

FIELD VERIFY THAT THE BOTTOM OF THE WALL

FOOTING MATCHES THE BOTTOM OF THE EXISTING

FOOTING SO AS NOT TO UNDERMINE EACH OTHER.

NOTIFY THE SER OF ANY DISCREPANCIES PRIOR TO

CONSTRUCTION.

ASSUMED COLUMN

FOOTING, GC FV, TYP

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PROFESSIONAL

No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

DATE

DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

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AUG 14, 2026

6170050.01 S1.1

FOUNDATION

PLAN

N

SCALE: 1" = 10'-0"1

FOUNDATION PLAN

1. REFER TO GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL STRUCTURAL INFORMATION.

2. REFER TO TYPICAL DETAIL SHEETS S2.1 AND S2.2 FOR ADDITIONAL REQUIREMENTS NOT SHOWN.

3. ALL FOOTING ELEVATIONS ARE MEASURED FROM MEAN SEA LEVEL ELEVATION (0'-0"). REFER TO

PLAN FOR FOOTING ELEVATIONS.

4. REFER TO CIVIL DRAWINGS FOR DIMENSIONS AND ADDITIONAL REQUIREMENTS NOT SHOWN.

5. THE SER HAS NOT PERFORMED A SITE VISIT TO VERIFY STRUCTURAL CONDITIONS. ALL ASSUMED

INFORMATION SHOWN ON THESE DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO

CONSTRUCTION. CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE SER BEFORE

PROCEEDING.

6. REFER TO CIVIL FOR RETAINING WALL LOCATIONS.

FOUNDATION PLAN NOTES

16''

RW5-1

R W

5-

R W

5-

T/F

TG

EL

1, 2.

T/W

ALL

EL

.50

T/F

TG

EL

1, 4.

WEIR OPENING PER CIVIL

R W

5-

T/W

ALL

EL 1

2.0

R W

5-

R W

5-

16''

T/F

TG

EL

1, 4.

T/W

ALL

EL

.00

T/W

ALL

EL

.50

T/W

ALL

EL

.50

T/W

ALL

EL

.00

T/W

ALL

EL

.50

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PROFESSIONAL

No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

DATE

DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

/1

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:3 :0

P

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AUG 14, 2026

6170050.01 S1.2

FOUNDATION

PLAN -

STORMWATER

POND

N

SCALE: 1" = 10'-0"1

FOUNDATION PLAN - STORMWATER POND

ISOMETRIC2

3D - STORMWATER POND

NOTE: ISOMETRIC VIEW IS FOR

REFERENCE ONLY AND DOES NOT

ILLUSTRATE ALL ELEMENTS OF

CONSTRUCTION.

EL PER PLAN

T/WALL

"M" HORIZ BARS

ROUGHEN SURFACE

EL VARIES

T/GRADE

EL PER PLAN

T/FTG

1' -4

M

IN

C

LR3"

"F" DOWELS

REFER TO CIVIL DWGS FOR

DRAINAGE REQS

LA

P

G

"A"

C

LR2"

T H

IC

K

N E

S S

"B

F T

G M

A X

R E

T A

IN

E

D H

E

IG

H T

H

W

"L"

WALL

THICKNESS

"N" VERT BARS

CENTERED IN WALL

"D" BARS

"E" BARS

TYP

3" CLR

CANTILEVERED CONCRETE RETAINING WALL SCHEDULE

(SINGLE LAYER REINFORCEMENT)

MAXIMUM

RETAINED HEIGHT

"HW" A

FOOTING REQUIREMENTS

3'-0"

3'-7"

5'-0"

B

1'-0"

1'-0"

1'-3"

C

1'-2"

1'-2"

1'-6"

"D" BARS

#5 @14''

"E" BARS "F" DOWELS G

31"

31"

37"

#5 @ 14''

#6 @ 12''

#5 @ 14"

#5 @ 14"

#6 @ 12"

#5 @ 14"

#5 @ 14"

#6 @ 12"

"M" BARS

#4 @ 12"

#4 @ 12"

#4 @ 12"

L

8"

8"

8"

"N" BARS

#5 @ 14"

#5 @ 14"

#6 @ 12"

4'-0"

5'-0"

7'-0"

WALL REQUIREMENTS

NOTES:

1. LAP "D" AND "M" BARS PER LAP SCHEDULE.

2. PROVIDE CONTROL JOINT @ 20'-0" MAXIMUM; COORDINATE WITH

ARCHITECTURAL DRAWINGS, PER TYPICAL DETAIL.

3. PROVIDE CONSTRUCTION JOINT @ 60' O.C. MAXIMUM, PER TYPICAL DETAIL.

4. REFER TO CIVIL AND PLUMBING DRAWINGS FOR DRAINAGE REQUIREMENTS

AND CONNECTION DETAILS.

5. RETAINING WALL HAS BEEN DESIGNED FOR DRAINED CONDITION BEHIND

WALL.

6. RETAINING WALL HAS BEEN DESIGNED FOR LEVEL BACKFILL BEHIND WALL.

NOTIFY THE SER IF GRADE SLOPES UP BEHIND WALL

GEOCOMPOSITE

DRAINAGE MAT

REFER TO CIVIL DWGS

FOR WATERPROOFING AS

REQ'D

REFER TO SPECS/ GENERAL

NOTES FOR BACKFILL REQS.

SPECIFIED BACKFILL SOIL

PROPERTIES MAY VARY FROM ON

SITE SOIL PROPERTIES

"D" BARS

"E" BARS

"C"

TOE SIDE HEEL SIDE

STANDARD HOOK

EXTEND DOWEL

TO TOE

WEEPHOLES @ 10'-0" MAX

WALL CALLOUT

RW1

RW2

RW3-1

ASHLAR STONE VENEER AT

RW1,RW2 AND RW4 PER CIVIL

DECORATIVE STEEL FENCE PER CIVIL

SOLID 4'' CMU BELOW GRADE

4'-6" 1'-0" 1'-6" 31"#5 @ 14'' #5 @ 14" #5 @ 14" #4 @ 12"8" #5 @ 14"5'-0"RW3-2

3'-0" 1'-0" 1'-2" 31"#5 @ 14'' #5 @ 14" #5 @ 14" #4 @ 12"8" #5 @ 14"4'-0"RW3-3

5'-4" 1'-0" 1'-4" 31"#5 @ 14'' #5 @ 14" #5 @ 14" #4 @ 12"8" #5 @ 14"5'-0"RW4-1

5'-7" 1'-5" 1'-7" 37"#6 @ 14'' #6 @ 14" #6 @ 14" #4 @ 12"8" #6 @ 14"5'-9"RW4-2

3'-0" 1'-0" 1'-4" 31"#5 @ 14'' #5 @ 14" #5 @ 14" #4 @ 12"8" #5 @ 14"4'-0"RW4-3

BACKFILL PER

FOUNDATION GENERAL

NOTES. UNO

COARSE AGGREGATE

DRAINAGE FILL

MATERIAL

FILTER FABRIC

EXTERIOR PAVING OR

GRADE PER CIVIL

SLOPE PER GEOTECH

REPORT & OSHA REQS

GEOCOMPOSITE

DRAINAGE MAT, CONNECT

TO DRAIN PIPE

RETAINING WALL

PER PLAN

FOUNDATION PER PLAN

SLOTTED AND SLOPED DRAIN PIPE.

DISCHARGE TO DAYLIGHT OR

STORM SEWER PER CIVIL. REFER

TO CIVIL / PLUMBING DWGS AND

SPECS FOR REQS

UNDISTURBED SITE SOIL

NOTES

1. RETAINING WALLS HAVE BEEN DESIGNED FOR

DRAINED CONDITION, FREE OF HYDROSTATIC

PRESSURE.

2. WHERE STABLE SLOPES CANNOT BE ACHIEVED

DUE TO SITE RESTRICTIONS, PROVIDE

TEMPORARY SHORING DESIGNED BY A QUALIFIED

PROFESSIONAL ENGINEER.

3. REFER TO CIVIL DRAWINGS FOR LOCATIONS OF

DRAIN PIPES, INVERTS, CONNECTION DETAILS,

AND DRAINAGE MAT TIE-IN DETAILS.

4. PROVIDE DRAIN PIPE CLEANOUTS TO PERMIT

PERIODIC MAINTENANCE. REFER TO CIVIL FOR

REQUIREMENTS.

ELEV PER PLAN

T/FTGM

IN6"

NOTE: DO NOT

DISCHARGE STORM

WATER BEHIND

RETAINING WALL

REFER TO FOUNDATION

GENERAL NOTES FOR NET

ALLOWABLE SOIL BEARING

PRESSURES

1'-6"

1'-0" IMPERVIOUS

MATERIAL TO LIMIT WATER

RETENTION

SEPARATION FABRIC

"O" VERT BARS

EL PER PLAN

T/WALL

"M" HORIZ BARS

ROUGHEN SURFACE

EL VARIES

T/GRADE

EL PER PLAN

T/FTG

1' -4

M

IN

C

LR3"

"F" DOWELS

REFER TO CIVIL DWGS FOR

DRAINAGE REQS

LA

P

G

"A"

C

LR2"

T H

IC

K

N E

S S

"B

F T

G M

A X

R E

T A

IN

E

D H

E

IG

H T

H

W

"L"

WALL

THICKNESS

"N" VERT BARS

"D" BARS

"E" BARS

TYP

2" CLR

CANTILEVERED CONCRETE RETAINING WALL SCHEDULE

(TOW LAYERS REINFORCEMENT)

MAXIMUM

RETAINED HEIGHT

"HW" A

FOOTING REQUIREMENTS

9'-0"

13'-0"

10'-0"

B

1'-8"

2'-4"

2'-0"

C

2'-0"

3'-0"

2'-6"

"D" BARS

#7 @ 12''

"E" BARS "F" DOWELS G

54"

62"

54"

#8 @ 9''

#7 @ 12''

#7 @ 12"

#8 @ 9"

#7 @ 12"

#7 @ 12"

#8 @ 9"

#7 @ 12"

"M" BARS

#4 @ 12"

#4 @ 12"

#4 @ 12"

L

12"

12"

12"

"N" BARS

#7 @ 12"

#8 @ 9"

#8 @ 12"

"O" BARS

#5 @ 18"

#5 @ 18"

#5 @ 18"

9'-4''

11'-4"

10'-0''

WALL REQUIREMENTS

NOTES:

1. LAP "D" AND "M" BARS PER LAP SCHEDULE.

2. PROVIDE CONTROL JOINT @ 20'-0" MAXIMUM; COORDINATE WITH

ARCHITECTURAL DRAWINGS, PER TYPICAL DETAIL.

3. PROVIDE CONSTRUCTION JOINT @ 60' O.C. MAXIMUM, PER TYPICAL DETAIL.

4. REFER TO CIVIL AND PLUMBING DRAWINGS FOR DRAINAGE REQUIREMENTS

AND CONNECTION DETAILS.

5. RETAINING WALL HAS BEEN DESIGNED FOR DRAINED CONDITION BEHIND

WALL.

6. RETAINING WALL HAS BEEN DESIGNED FOR LEVEL BACKFILL BEHIND WALL.

NOTIFY THE SER IF GRADE SLOPES UP BEHIND WALL

GEOCOMPOSITE

DRAINAGE MAT

REFER TO CIVIL DWGS

FOR WATERPROOFING AS

REQ'D

FREE DRAINING STONE BACKFILL

WASHED NO. 57, MAX 2% PASSING

NO. 200 SIEVE. NO ABC OR

CRUSHER RUN.

"D" BARS

"E" BARS

"C"

TOE SIDE DOWELS W/

STD HK TO MATCH "O"

BAR SIZE AND SPACING

LA

P

TOE SIDE HEEL SIDE

STANDARD HOOK

EXTEND DOWEL

TO TOE

4'' ⌀ @ 10'-0" MAX, REFER TO

CIVIL FOR INVERT

DECORATIVE STEEL FENCE PER CIVIL

WALL CALLOUT

RW5-3

RW5-4

RW5-5

7'-6" 1'-5" 2'-0" 37"#6 @ 12'' #6 @ 12" #6 @ 12" #4 @ 12"12" #6 @ 12"7'-10"RW5-1

6'-0" 1'-5" 1'-6" 37"#6 @ 12'' #6 @ 12" #6 @ 12" #4 @ 12"12" #6 @ 12"6'-6"RW5-2

"P

''Q''

KEY REQUIREMENTS

P Q ''R'' STIRRUP

''R'' STIRRUP

#5 @ 18"

#5 @ 18" 2'-0" 2'-0" #7 @ 12''

2'-0" 2'-0" #7 @ 12''

2'-0" 2'-0" #7 @ 12''

2'-0" 2'-0" #7 @12

3'-0" 3'-0" #8 @ 9''

2-#7 CONT BARS AT 2'-0''x2'-0'' KEY 4-#7 CONT BARS AT 3'-0''x3'-0'' KEY

R

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PROFESSIONAL

No. 027967

NV5 ENGINEERS AND CONSULTANTS, INC.

1101 Haynes Street, Suite 207

Raleigh, NC 27604

T. 919-821-7146 | www.NV5.com

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PROJECT NO.

DATE

DRAWN BY DRAWING NO.

DRAWING FILE:

SEAL DATE:

GA COA #: PEF003715

FOR BIDDING PURPOSES ONLY - NOT

RELEASED FOR CONSTRUCTION

AUG 14,2026

/1

/2

:3 :0

P

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NKF

AUG 14, 2026

6170050.01 S2.1

TYPICAL

FOUNDATION

DETAILS

DETAIL3

TYPICAL SITE RETAINING WALL

BACKFILL & DRAINAGE

REQUIREMENTS

SCALE: 3/8" = 1'-0"

SCHEDULE1

CANTILEVERED CONCRETE

RETAINING WALL SCHEDULE

SCHEDULE2

CANTILEVERED CONCRETE

RETAINING WALL SCHEDULE

CONC FTG, SEE

SCHED FOR SIZE

AND REINF REQS

COMPACTED SOIL, SEE

FOUNDATION SPECS

REINF TO MATCH BOT OF

WALL FTG REINF, TYP

MAX

Ld

M A

X

2' -0

T MIN

CLR

3"

T

Ld2T MIN

T MIN

T

TOP LAYER FTG REINF AS

REQ'D PER SCHED,

TERMINATE WITH STD HK

CLR

2"

T

Ld

NOTE:

1. REFER TO FOOTING SCHEDULE FOR

FOOTING THICKNESS, 'T'

2. REFER TO DEVELOPMENT LENGTH

SCHEDULE FOR DEVELOPMENT LENGTH

'Ld'

EL PER PLAN

T/FTG

EL PER PLAN

T/FTG

C

LR2"

CUT OR BUTT 50% OF HORIZ REINF

BAR 2" CLEAR OF JOINT, EA FACE

CONTROL JOINT, CAULK WITH

ELASTOMERIC SEALANT AT

EXPOSED FACE

NOTE:

PROVIDE CONTROL JOINTS IN ALL

WALLS AT 20'-0" MAX AND 10'-0"

FROM WALL CORNERS AND

INTERSECTIONS.

t t/8 3/4"

TYP

2" CLR

NOTE:

PROVIDE CONSTRUCTION JOINTS IN ALL WALLS

AND SLABS AS REQUIRED FOR CONSTRUCTION

AND AT 60'-0" MAX.

CUT OR BUTT 50% OF HORIZ REINF

BAR 2" CLEAR OF JOINT, EA FACE

CONTROL JOINT, CAULK WITH

ELASTOMERIC SEALANT AT

EXPOSED FACE

t t/8

3/4"

CONT KEYWAY

WATERSTOP

PER SPECS

TYP

2" CLR

t/3 t/3 t/3

AT CORNERS T INTERSECTION

STANDARD HOOK

(12" MIN), TYP, UNO

NOTES:

1. VERTICAL REINFORCING NOT SHOWN FOR CLARITY.

2. HOOKED, CORNER, AND "U" BARS SHALL MATCH SIZE OF

HORIZONTAL WALL REINFORCING, TYP. UON.

STANDARD HOOK

(12" MIN), TYP, UNO

IF CONSTRUCTION JOINT EXISTS

AT CORNERS

STANDARD HOOK

(12" MIN), TYP, UNO

STANDARD HOOK

WATERSTOP PER

SPECS (WHERE REQ'D)

P E

R S

C H

E D

, T Y

P

LA

P

S P

LI

C

E

P E

R S

C H

E D

, T Y

P

LA

P

S P

LI

C

E

HORIZ BARS

WATERSTOP PER

SPECS (WHERE REQ'D)

P E

R S

C H

E D

, T Y

P

LA

P

S P

LI

C

E

AT OPENINGS AND

DISCONTINUOUS ENDS

"U" BARS

PER SCHED, TYP

LAP SPLICE

MATCH VERT REINF

MATCH VERT REINF

MATCH VERT

REINF, TYP

MATCH VERT

REINF, TYP

ANGLED CORNERS

HORIZ BARS

SCHED, TYP

Ld PER

PER S

CHED, T

YP

LA

P S

PLIC

E

PER S

CHED, T

YP

LA

P S

PLIC

E

AT CORNERS T INTERSECTION

NOTES:

1. VERTICAL REINFORCING NOT SHOWN FOR CLARITY.

2. HOOKED, CORNER, AND "U" BARS SHALL MATCH SIZE OF

HORIZONTAL WALL REINFORCING, TYP. UON.

STANDARD HOOK (12"

MIN), TYP, UNO

IF CONSTRUCTION JOINT EXISTS

AT CORNERS

WATERSTOP PER

SPECS (WHERE REQ'D)

S P

LI

C

E , T

Y P

C

LA

S S

B L

A P

HORIZ BARS

WATERSTOP PER

SPECS (WHERE REQ'D)

S P

LI

C

E , T

Y P

C

LA

S S

B L

A P

S P

LI

C

E , T

Y P

C

LA

S S

B L

A P

HORIZ BARS

ALTERNATE HOOK

ORIENTATION

HORIZ BARS

MATCH VERT REINF

NOTE:

PROVIDE CONSTRUCTION JOINTS IN ALL WALLS

AND SLABS AS REQUIRED FOR CONSTRUCTION

AND AT 60'-0" MAX.

CUT OR BUTT 50%

OF HORIZ REINF

BAR 2" CLEAR OF

JOINT, EA FACE

CONTROL JOINT, CAULK WITH

ELASTOMERIC SEALANT AT

EXPOSED FACE

t

3/4"

CONT KEYWAY

WATERSTOP

PER SPECS

TYP

2" CLR

t/8

EXIST SLAB ON GRADE,

ASSUMED

EXIST COLUMN FOOTING,

ASSUMED

MATCH BOTTOM OF EXIST FOOTING.

NOTIFY SER OF DISCREPANCIES

WALL REINF PER SCHED

CONC WALL. THICKNESS

PER SCHED

EL PER PLAN

T/WALL

EL PER CIVIL

T/GRADE

EL PER PLAN

T/FTG

DECORATIVE STEEL

FENCE PER CIVIL

WALL FOOTING PER SCHED NOTE:

1. REFER TO SCHEDULE X/SXX FOR ADDITIONAL REQUIREMENTS

NOT SHOWN.

2. GC FIELD VERIFY THAT THE BOTTOM OF THE NEW WALL

FOOTING ALIGNS WITH THE BOTTOM OF THE EXISTING FOOTING.

DO NOT UNDERMINE THE EXISTING FOOTING. NOTIFY THE SER

OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.

EXIST WALL ASSEMBLY

1' -4

M

IN

M A

X R

E T

A

IN

IN

G

H E

IG

H

T P

E R

S C

H E

D

1/ S2.1

GRID

SEE NOTE 1,

TYP

4 ADDITIONAL #5 EA SIDE

OF OPNG (2 EA FACE)

PIPE OR OPNG THROUGH

WALL OR SLAB

LENGTH, TYP

BAR DEVELOPMENT

SEE N

OTE

2'- 0"

, T

YP

PIPE OR OPNG THROUGH

WALL OR SLAB

NOTES:

1. PROVIDE ADDITIONAL HORIZONTAL AND VERTICAL BARS EQUAL TO THE NUMBER OF BARS TERMINATED AT OPENING, HALF EACH SIDE.

SPACE ADDITIONAL BARS AT 4" OC.

2. TERMINATE REINFORCING…