Project Information

Bid Title

Structural Reading Pavilion Dalton Whitfield County Public Library

Issuing Agency

Whitfield County

Location

Georgia

Published Date

Oct 24, 2025

Closing Date

Nov 24, 2025

Government Level

State & Local

Status

Closed

Original Source

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Bid Documents

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Project Description

Description	Opening Date/Time	Closing Date/Time
Structural Reading Pavilion Dalton Whitfield County Public Library	October 24, 2025 8:00 AM	November 24, 2025 2:00 PM

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I. GENERAL NOTES

A. THESE NOTES SHALL APPLY EXCEPT WHERE OTHERWISE INDICATED BY

THE DRAWINGS OR SPECIFICATIONS.

B. WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR

ALL LIKE OR SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY

MARKED ON THE DRAWINGS.

C. IF APPLICABLE, CONTRACTOR SHALL CHECK AND VERIFY ALL DIM-

ENSIONS AND CONDITIONS OF EXISTING BUILDINGS AFFECTING NEW

CONSTRUCTION, AND DISCREPANCIES ARE TO BE REPORTED IMMEDIATELY

TO THE ARCHITECT/ENGINEER IN WRITING.

D. GENERAL CONTRACTOR SHALL ENSURE THAT ALL MATERIALS ARE IN

COMPLIANCE WITH THE PLANS AND SPECIFICATIONS.

E. ALL MASONRY WALLS BELOW GRADE SHALL BE BACKFILLED ON BOTH

SIDES OF WALL SIMULTANEOUSLY. PROVIDE TEMPORARY BRACING AS

REQUIRED TO ADEQUATELY SUPPORT STRUCTURE DURING CONSTRUCTION

AND BACKFILLING. BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOOR

AND ROOF CONNECTIONS ARE COMPLETE.

F. CENTER LINE OF COLUMN = CENTER LINE OF FOOTING = CENTER LINE

OF ANCHOR BOLT TEMPLATE UNLESS NOTED OTHERWISE. NO PIPING

SHALL PASS THROUGH OR UNDER ANY FOOTING WITHOUT PRIOR APPROVAL

OF THE ENGINEER.

G. DIMENSIONS AT FRAMED OPENINGS TO BE VERIFIED WITH APPLICABLE

SUB-CONTRACTOR BEFORE FABRICATION OF STEEL. IF ANY DISCREPANCIES

ARE FOUND, THE ARCHITECT/ENGINEER IS TO BE IMMEDIATELY NOTIFIED

IN WRITING.

H. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS

PRIOR TO ORDERING MATERIAL. DISCREPANCIES BETWEEN FIELD MEASURMENTS

OF THE EXISTING CONDITIONS AND THE DIMENSIONS INDICATED ON THE

CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION

OF THE ENGINEER.

I. SUBMIT SHOP DRAWINGS OF ALL FABRICATED MATERIALS FOR REVIEW. CONTRACT

DOCUMENTS REPRODUCED FOR USE AS SHOP DRAWINGS WILL BE RETURNED

UNREVIEWED AND UNSTAMPED. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS

THEY ARE STAMPED "APPROVED" OR "APPROVED AS NOTED" BY THE GENERAL

CONTRACTOR.

J. COORDINATE FOUNDATION TO ACCOMODATE DESIGN OF METAL BY OTHERS.

II. DESIGN CRITERIA:

A. BUILDING CODE : 2018 INTERNATIONAL BUILDING CODE

B. DESIGN LOADS:

1. ADDITIONAL DESIGN LOADS INDICATED ON STRUCTURAL

DRAWINGS SHALL BE IDENTIFIED AS FOLLOWS:

LL = LIVE LOAD

WL = WIND LOAD

EL = SEISMIC LOAD

SN = SNOW LOAD

SD = SNOW DRIFT

2. WIND:

a. VULT = 105 mph

b. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

c. MEAN ROOF HT = 22'-6"

d. EXPOSURE B

e. END ZONE = 5'-0"

f. ENCLOSED BUILDING, GC pi=+/-0.18

g. WIND PRESSURES FOR COMPONENTS AND CLADDING BY TRIBUTARY AREA.

VALUES BASED ON WINDSPEED=105 MPH AND EXPOSURE=B. VALUES ARE

UNFACTORED AND MAY BE USED IN EITHER STRENGTH DESIGN OR

ALLOWABLE STRESS DESIGN LOAD COMBINATIONS OF ASCE 7-10.

REGION

10 ft 2

1

+11.2/-40.8

TRIBUTARY AREA

20 ft2

50 ft 2

+9.2/-40.8

+8.2/-22.4

2e +11.2/-40.8

+9.2/-40.8

+8.2/-22.4

2n +11.2/-61.2

+9.2/-53.0

+8.2/-40.8

2r

+11.2/-61.2

+9.2/-53.0

+8.2/-40.8

3e +11.2/-61.2

+9.2/-53.0

+8.2/-40.8

3r

+11.2/-73.4

+9.2/-61.2

+8.2/-49.0

4 +20.4/-22.4

+19.4/-20.4

+17.3/-20.4

5

+20.4/-28.6

+19.4/-26.5

+17.3/-24.5

LOADS TO BE APPLIED PER FIGURES 30.3-1 AND 30.3-2B OF

ASCE 7-16.

100 ft 2

+6.1/-10.2

+6.1/-10.2

+6.1/-32.6

+6.1/-32.6

+6.1/-32.6

+6.1/-36.7

+16.3/-18.4

+16.3/-20.4

III. CONCRETE:

A. CONCRETE SHALL BE PROPORTIONED, MIXED AND PLACED IN ACCORDANCE WITH

ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" AND

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS."

B. CEMENT TO BE PORTLAND TYPE 1 OR APPROVED EQUAL.

C. MIX DESIGN SHALL BE DOCUMENTED IN ACCORD WITH SECTION 03300 OF THE

PROJECT SPECS AND ACI 301, CHAPTER 3 "PROPORTIONING". MIX DESIGNS

WHICH ARE SUBMITTED WITHOUT THE REQUIRED DOCUMENTATION WILL BE

REJECTED. FIELD SLUMPS RECORDED AT JOB SITE SHALL NOT EXCEED THE

SLUMP ESTABLISHED FOR THE MIX DESIGN.

D. CONCRETE SHALL HAVE AN ALLOWABLE COMPRESSIVE STRENGTH AS

NOTED BELOW:

* INTERIOR SLABS ON GRADE, F'c = 3,000 PSI

FOUNDATIONS

F'c = 3,000 PSI

E. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

FOOTINGS

3"

F. EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4 INCH UNLESS

NOTED.

G. CONCRETE SHALL NOT BE POURED IN WATER OR ON FROZEN GROUND AND

SHALL BE PROTECTED FROM FROST DURING CONSTRUCTION.

H. CONTRACTOR SHALL COORDINATE ALL CONTRACT DRAWINGS FOR THE

LOCATION OF ANCHOR BOLTS, FLOOR DRAINS, INSERTS, ETC., BEFORE

POURING CONCRETE.

I. SLABS:

1. SLAB THICKNESS INDICATED ON DRAWINGS IS MINIMUM AND SHALL BE

MEASURED FROM LOW POINT ON FLOOR. CONTRACTOR SHALL COORDINATE

ALL DRAWINGS TO ASSURE THAT ALL FLOORS HAVE PROPER SLOPE TO

DRAIN IN TOILETS, SHOWERS, ETC.

2. "C.J.", AS INDICATED ON SLAB, INDICATES 3/4" DEEP SAW CUT CONTROL

JOINT OR KEYED CONSTRUCTION JOINT IN SLAB-ON-GRADE. MAKE CUTS

WITHIN 12 HOURS AFTER CONCRETE PLACEMENT.

J. REINFORCEMENT:

1. ALL DETAILING, FABRICATION AND PLACEMENT OF REINFORCING STEEL,

MIXING, HANDLING, PLACING, FINISHING AND CURING OF CONCRETE SHALL

BE IN ACCORDANCE WITH ACI-315 AND ACI-318.

2. WIRE MESH REINFORCEMENT SHALL BE CENTERED IN SLAB, BY USE

OF HIGH CHAIR WELDING WASHERS OR CONTINUOUS BEAM BOLSTERS.

3. WELDED WIRE FABRIC AND WIRE SHALL BE LAPPED THE SPACING OF

THE CROSS WIRES PLUS 2".

IV. STRUCTURAL STEEL:

A.. DESIGN, FABRICATION, & ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE

WITH THE MANUAL OF STEEL CONSTRUCTION OF THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION NINTH EDITION UNLESS OTHERWISE MODIFIED ON THE DRAWINGS OR

IN SPECIFICATIONS.

B. MATERIAL SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATION

UNLESS NOTED:

STRUCTURAL STEEL

- ASTM A992 (Fy=50 ksi)

ROUND PIPE STEEL

- ASTM A53 GRADE B (Fy=35ksi)

TUBE STEEL

- ASTM A500 GRADE B (Fy=46ksi)

HIGH STRENGTH BOLTS

- ASTM A325-86A, 3/4"Ø

WELD STEEL

- AWS CLASS E70

C. ALL SHOP CONNECTIONS SHALL BE WELDED OR MADE WITH HIGH STRENGTH BOLTS

UNLESS NOTED SPECIFICALLY.

D. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" HIGH STRENGTH BOLTS. FIELD WELDING

WILL BE ALLOWED ONLY WHERE NOTED ON THE DRAWINGS AND DETAILS.

E. ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH THREADS

INCLUDED IN THE SHEAR PLANE UNLESS NOTED.

F. ALL HIGH STRENGTH FIELD BOLTED CONNECTIONS SHALL BE TIGHTENED BY THE

"TURN-OF-THE-NUT" METHOD AS SPECIFIED IN "THE ALLOWABLE STRESS DESIGN

SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."

G. FRAMED BEAM CONNECTIONS SHALL DEVELOP THE REACTION SHOWN

ON ENDS OF BEAMS ON STRUCTURAL PLANS. WHERE REACTIONS ARE

NOT SHOWN THE CONNECTION SHALL DEVELOP ONE-HALF THE ALLOWABLE

UNIFORM LOAD FOR LATERALLY SUPPORTED BEAMS AS SHOWN IN

TABLES IN PART 2 OF THE AISC MANUAL. CONNECTION DESIGN TO BE SUBMITTED

BY ENGINEER LICENSED IN THE PROJECT STATE.

H. ALL STRUCTURAL STEEL BELOW GRADE SHALL BE ENCASED WITH

A MINIMUM OF 4" CONCRETE COVER OR PAINTED WITH A COAL TAR

3. SEISMIC:

a. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

b. SITE CLASS = D

c. SS = 0.52 SDS= 0.48

S I = 0.122 SDI = 0.192

d. SEISMIC DESIGN CATEGORY = C

e. EQUIVALENT LATERAL FORCE PROCEDURE

f. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE R=3

g. CS= 0.16

h. DESIGN BASE SHEAR = 8.0 k

4. SNOW:

a. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

b. Pg = 10 psf Pf = 7 psf

c. Ce = 1.0 Ct= 1.0

C. FOUNDATIONS:

1. FOUNDATION DESIGN IS BASED ON SUBSURFACE EXPLORATION REPORT

PREPARED BY: TERRACON

2. IF, AFTER EXCAVATION, THE CONDITION OF THE SOIL INDICATES A

SAFE BEARING CAPACITY OF LESS THAN 2000 p.s.f. THE ENGINEER

SHALL BE NOTIFIED AND THE FOOTINGS REVISED IF NECESSARY.

3. ALL GRADING AND FILLING SHALL BE DONE AS RECOMMENDED BY

A GEOTECHNICAL ENGINEER. GENERAL CONTRACTOR SHALL ESTABLISH

AND MAINTAIN SITE DRAINAGE TO DIRECT WATER AWAY FROM

FOOTING EXCAVATIONS AND FILL PLACEMENT.

4. ALL FOOTINGS SHALL BE POURED ON FIRM, UNDISTURBED EARTH OR

ENGINEERED CONTROLLED BACKFILL. BOTTOM OF EXTERIOR FOOTINGS

SHALL BE A MINIMUM OF 18 INCHES BELOW FINISH GRADE UNLESS

OTHERWISE NOTED, AND TOP OF FOOTING MUST COURSE WITH FINISH FLOOR.

FROST LINE FOR THIS PROJECT IS 12 BELOW FINISH GRADE.

2x4

Fb

1,500 psi

Fv

175 psi

Fc

1,650 psi

Fc

565 psi

E 1,600,000 psi

MINIMUM WOOD PROPERTIES

DIMENSIONAL LUMBER

#2 SOUTHERN YELLOW PINE (SYP)

2x6

2x8

2x10

LAMINATED VENEER

2x12

LUMBER (LVL)

1,250 psi

1,200 psi

1,050 psi

975 psi

2,925 psi

175 psi

175 psi

175 psi

175 psi

285 psi

1,600 psi

1,550 psi

1,500 psi

1,450 psi

1,600 psi

565 psi

565 psi

565 psi

565 psi

750 psi

1,600,000 psi

1,600,000 psi 1,600,000 psi

1,600,000 psi

2,000,000 psi

PARALLEL STRAND

LUMBER (PSL)

2,400 psi

190 psi

2,500 psi

545 psi

1,800,000 psi

SCHEDULE NOTES:

1. ALL COLUMNS TO BE CONTINUOUS U.N.O.

COLUMN SCHEDULE

MARK

C1

C2

COLUMN

BASE

PLATE

ANCHOR

BOLT

NOTES

HSS6"x6"x1/4"

3/4"x12"x1'-0"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

HSS10"x10"x1/4"

3/4"x16"x1'-4"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

C3

HSS4"x4"x1/4"

3/4"x10"x0'-10"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

ANCHOR BOLT EMBEDMENTS

SCHEDULE

DIAMETER GRADE "P" "E"

1/2"

F1554 (36KSI)

6"

10"

5/8"

F1554 (36KSI)

6"

10"

3/4"

F1554 (36KSI)

6"

10"

7/8"

F1554 (36KSI)

6"

11"

1"

F1554 (36KSI)

6"

12"

1 1/8"

F1554 (36KSI)

6"

14"

1 1/4"

F1554 (36KSI)

6"

15"

V. METAL STUDS:

1. UNLESS NOTED OTHERWISE THE FOLLOWING SHALL APPLY

2. MINIMUM YIELD STRENGTH FOR 20ga AND 18ga STUDS SHALL BE 33 ksi

MINIMUM YIELD STRENGTH FOR 16ga, 14ga AND 12ga STUDS SHALL BE

50 ksi - ALL TRACKS SHALL BE 33 ksi - WIND STRAPS ARE BASED ON THE

USE OF 40,000 psi FY MIN

3. ALL STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED

FROM STEEL HAVING A G-60 GALVANIZED COATING MEETING THE

REQUIREMENTSOF A.S.T.M. A525.

4. BOTH STUD FLANGES MUST BE FASTENED TO TRACK AT TOP AND BOTTOM

AS SHOWN ON DRAWINGS.

5. PANELS MUST BE FABRICATED WITH WELDS. WELDS SHALL BE PERFORMED

OPERATORS QUALIFIED IN ACCORDANCE WITH SECTION 6.0 OF THE AMERICAN

WELDING SOCIETY'S "STRUCTURAL WELDING CODE - SHEET METAL (AWS D1.3-8)

6. ALL WELDS SHALL BE TOUCHED UP WITH ZINC RICH PAINT.

7. STUDS SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB PRIOR TO

ATTACHMENT AT BOTH ENDS - NO SPLICES, CUTS OR NOTCHES PERMITTED

AT LOAD BEARING STUDS.

8. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY

ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE

BUTT-WELDED OR SPLICED TOGETHER

9. A MINIMUM OF 10" OF UN-PUNCHED STEEL IS REQUIRED AT BOTH ENDS OF STUDS

10. BRIDGING SHALL BE 1.5" CRC PLACED THROUGH PUNCH OUTS AND WELDED

ON BOTH SIDES BRIDGING IS TO BE SPACED AT NO MORE THAN 3'-6" VERTICALLY

AT APPROXIMATELY THE THIRD POINT - CRC BRIDGING IN 6" STUDS REQUIRE

A CLIP ANGLE AT EACH CONNECTION LOCATION

11. USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS USE THREE

(3) STUDS AT THE INTERSECTION OF ALL LOAD BEARING WALLS (EXTERIOR

AND/OR INTERIOR)

12. ALL MULTIPLE STUD GROUPS SHALL BE WELDED TOGETHER WITH 1" OF

WELD @ 12"o.c. MAX ON BOTH FACES.

13. TRACKS SHOWN @ BOTTOM OF DOOR OPENINGS ARE FOR EASE OF HANDLING

AND MAY BE REMOVED IN AREA OF DOOR AFTER PANEL IS ERECTED

14. THE DRYWALL SUBCONTRACTOR SHALL BE RESPONSIBLE FOR ADDING ANY

METAL STUDS, BLOCKING, OR FURRING THAT MAY BE NEEDED FOR DRYWALL

ATTACHMENT

15. ALL STUD WALLS SHALL EXTEND TO BOTTOM OF STRUCTURE ABOVE.

16. STUDS MUST BE INSTALLED UNDER ALL JOIST BEARING LOCATIONS.

17. MINIMUM STRUCTURAL PROPERTIES LISTED IN THE LIGHT GAGE FRAMING

SCHEDULE SHALL APPLY. SEE SCHEDULE THIS SHEET.

18. CONTRACTOR TO SUBMIT LIGHT GAUGE SHOP DRAWINGS STAMPED AND

SIGNED BY P.E. LICENSED IN STATE OF GEORGIA.

VI. FASTENERS:

EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE ON DRAWINGS:

A. ALL POWDER ACTUATED FASTENERS (P.A.F.) TO BE .145" SHANK DIAMETER

x 1 1/4" LONG HILTI X-DNI 32 P8 OR .177" SHANK DIAMETER x 1 1/4"

LONG HILTI DS 37 P10, TYP. U.N.O.

B. ALL EXPANSION ANCHORS TO BE HILTI KWIK BOLT II

5/8"Ø - MIN. EMBED = 4"

3/4"Ø - MIN. EMBED = 4 3/4"

1"Ø - MIN. EMBED = 6"

C. ALL SLEEVE ANCHORS TO BE HILTI CARBON STEEL SLEEVE ANCHORS.

1/2"Ø - MIN. EMBED = 1 1/2"

D. ALL EPOXY ANCHORS TO BE HILTI HIT HY200 ADHESIVE ANCHORS.

5/8"Ø - MIN. EMBED = 5"

3/4"Ø - MIN. EMBED = 6 5/8"

7/8"Ø - MIN. EMBED = 7 1/2"

1"Ø - MIN. EMBED = 8 1/4"

E. ALL CONCRETE/MASONRY SCREWS TO BE HILTI KWIK-CON II+.

3/16"Ø - MIN. EMBED = 1"

1/4"Ø - MIN. EMBED = 1 3/4"

F. ALL FASTENERS ARE SIZED PER HILTI SPECIFICATIONS. ALL FASTENERS MAY

BE SUBSTITUTED BY AN EQUIVALENT THAT MUST BE SUBMITTED TO THE

ENGINEER FOR APPROVAL.

VII. WOOD FRAMING NOTES

1. WALL STUDS SHALL BE DOUBLED AT ALL ANGLES, CORNERS,

AND AROUND ALL OPENINGS.

2. REFER TO PLAN FOR ALL SHEAR WALL LOCATIONS.

3. PROVIDE ALL BLOCKING AND FIRE STOPS REQUIRED BY THE

BUILDING OFFICIAL.

4. UNLESS OTHERWISE NOTED, ALL TIMBER CONNECTIONS SHALL

BE NAILED IN CONFORMANCE WITH THE 1997 UNIFORM BUILDING

CODE.

5. FLOOR SHEATHING SHALL BE DOUGLAS FIR-LARCH 3/4" TONGUE AND GROOVE

PLYWOOD (C-D OR C-C) - NAILS SHALL BE 10d WITH MIN OF 1 1/2"

PENETRATION IN FRAMING - PLYWOOD SHALL BE BLOCKED WITH CONTINUOUS

PANEL NAIL SPACING OF 4" (UNO) ALONG BEARING WALLS, SHEAR WALLS AND

CORRIDORS - NAIL SPACING AT OTHER PANEL EDGES SHALL BE 6" (UNO)

6. ROOF SHEATHING SHALL BE DOUGLAS FIR-LARCH 5/8" PLYWOOD (C-D OR C-C)

NAILS SHALL BE 8d WITH MIN OF 1 1/2" PENETRATION IN FRAMING

NAILS SHALL BE SPACED @ 6"o/c AT SUPPORTED EDGES

EORG I REGISTERED

NO E

RO ESSIONA

10 2 E

ES

NG I

BR

NEE

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25

JOB NO.

2320

DATE 2 OCTOBER 25

DRAWN BY

J.C.

REVISIONS

LEGEND

SECTION CUT

NUMBER OR

DETAIL LETTER

DRAWING TITLE

STRUCTURAL

NOTES

DENOTES DRAWING

WHERE SECTION OR

DETAIL IS CUT.

DENOTES DRAWING

WHERE SECTION OR

DETAIL IS SHOWN.

March 310 Dodds Ave.

P.O. Box 3689

Adams& Chattanooga, Tennessee 37404

Associates PH: (423)698-6675

Consulting Engineers MAA JN: 24133

SHEET NO.

S0.1

VIII. SPECIAL INSPECTIONS:

THE FOLLOWING SPECIAL INSPECTIONS SHALL BE PERFORMED PER CHAPTER 17

OF THE 2018 INTERNATIONAL BUILDING CODE:

GENERAL NOTES:

1. INSPECTION OF FABRICATORS: SPECIAL INSPECTOR IS TO VERIFY THAT FABRICATORS MAINTAIN DETAILED FABRICATION AND QUALITY

CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP AND THE FABRICATOR'S ABILITY

TO CONFORM TO THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. SEE 1704.2.5.1.

2. REFERENCE CURRENT STATE BUILDING CODE FOR APPLICABLE REFERENCED STANDARD SPECIFIC EDITION INFORMATION.

3. CONTRACTOR RESPONSIBILITY:

a. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC-FORCE-RESISTING SYSTEM,

DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL

INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO

THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL

CONTAIN ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.

IBC 2018 SECTION 1705.2

REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION

1. SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY CONTROL AND QUALITY ASSURANCE

REQUIREMENTS OF THE LATEST EDITIONS OF AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND THE COMMENTARY OF

AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

.

2. SPECIAL INSPECTIONS AND QUALIFICATION OF WELDING SPECIAL INSPECTORS FOR COLD-FORMED STEEL FLOOR AND ROOF DECK SHALL

BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF SDI QA/QC.

IBC 2018 TABLE 1705.3

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESING TENDONS, AND PLACEMENT.

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A-706

b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 156"

c. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE.

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT

DEFINED IN 4.A.

5. VERIFY USE OF REQUIRED DESIGN MIX.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF

THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

CONTINUOUS

-

-

-

X

-

PERIODIC

X

X

-

X

REFERENCED

STANDARD

ACI 318 Ch. 20, 25.2,

25.3, 26.6.1-26.6.3

AWS D1.4

ACI 318: 26.6.4

ACI 318: 17.8.2

X

-

ACI 318: 17.8.2.4

-

X

ACI 318: 17.8.2

-

X

ACI 318: Ch. 19,

26.4.3, 26.4.4

ASTM C 172

X

-

ASTM C 31

ACI 318: 26.5, 26.12

X

-

ACI 318: 26.5

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES

-

X

ACI 318: 26.5.3-26.5.5

9. INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF PRESTRESSING FORCES; AND

b. GROUTING OF BONDED PRESTRESSING TENDONS.

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POST-TENSIONED CONCRETE

AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM

BEAMS AND STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

X

-

ACI 318: 26.10

X

-

-

X

ACI 318: Ch. 26.9

-

X

ACI 318: 26.11.2

-

X

ACI 318: 26.11.1.2(b)

IBC REFERENCE

1908.4

-

-

-

1904.1, 1904.2,

1908.2, 1908.3

1908.10

1908.6, 1908.7

1908.8

1908.9

IBC 2018 TABLE 1705.6

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

VERIFICATION AND INSPECTION

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

CONTINUOUSLY DURING

TASK LISTED

-

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL.

-

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED

FILL MATERIALS.

-

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND COMPACTION OF

X

COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

-

PROPERLY.

PERIODICALLY DURING

TASK LISTED

X

X

X

-

X

EORG I REGISTERED

NO E

RO ESSIONA

10 2 E

ES

NG I

BR

NEE

I AN

R

HO

25

JOB NO.

2320

DATE 2 OCTOBER 25

DRAWN BY

J.C.

REVISIONS

DRAWING TITLE

STRUCTURAL

NOTES

March 310 Dodds Ave.

P.O. Box 3689

Adams& Chattanooga, Tennessee 37404

Associates PH: (423)698-6675

Consulting Engineers MAA JN: 24133

SHEET NO.

S0.2

1

2'-2"

11'-2"

2

8'-3"

23'-4"

6'-10"

3

8'-3"

DL -9.6k

LL -6.4k

RLL -1.9k

WLX ±0.789k, ±0.3kY

WLY 1.4k

WLZ ±0.762k, ±0.2kY

ELX ±4.0k, ±0.3kY

ELZ ±4.0k, ±0.4kY

DL -9.2k

LL -6.0k

6

RLL -1.9k

S2.0

WLX ±0.789k, ±0.3kY

WLY 1.4k

WLZ ±0.762k, ±0.3kY

ELX ±4.0k, ±0.3kY

ELZ ±4.0k, ±0.4kY

12'-1183"

1

S1.0

4

1'-0"

C

A

A

A

A

A

A

4A

(C1)

(-0'-10")

(C1)

GB-3

(-0'-10")

GB-3

(C3)

(-0'-10")

GB-3 (C3)

(-0'-10")

(C1)

GB-3

(-0'-10")

(C1)

GB-3

(-0'-10")

S2.0

DL -16.5k

21" EXP. JOINT

LL -7.7k

RLL -3.1k

WLX ±0.789k, ±0.6kY

WLY 1.5k

WLZ ±0.762k, ±2.6kY

ELX ±4.0k, ±0.5kY

ELZ ±4.0k, ±1.7kY

DL -20.2k

LL -13.9k

2.3

2.7

RLL -2.4k

WLX ±0.789k, ±0.2kY

WLY 1.8k

WLZ ±0.762k, ±0.9kY

ELX ±4.0k, ±0.1kY

ELZ ±4.0k, ±0.0kY

DL -21.1k

LL -14.6k

RLL -2.6k

WLX ±0.789k, ±0.3kY

WLY 1.9k

WLZ ±0.762k, ±0.2kY

ELX ±4.0k, ±0.2kY

ELZ ±4.0k, ±0.0kY

DL -14.9k

RLL -1.3k

LL -3.1k

WLX ±0.789k, ±1.0kY

WLY 2.3k

WLZ ±0.762k, ±1.2kY

ELX ±4.0k, ±0.7kY

ELZ ±4.0k, ±0.7kY

5

S2.0

PILE CAP (TYP.)

4B

SIZE TBD AFTER HELICAL DESIGN

S2.0

C

GB-2

GB-1

GB-2

DL -20.0k

LL -15.5k

(C1)

(-0'-10")

(C2)

B

(-0'-10")

(C2)

B

(-0'-10")

RLL -2.6k

B

A (C1)

(-0'-10")

WLX ±0.789k, ±0.4kY

WLY 2.0k

DL -21.0k

TEMPORARILY SHORE LL -16.6k

EXISTING FOUNDATION RLL -2.3k

BY CONTRACTOR'S

WLX ±0.789k, ±1.3kY

SHORING ENGINEER WLY 1.7k

WLZ ±0.762k, ±0.0kY

ELX ±4.0k, ±0.9kY

1

ELZ ±4.0k, ±0.0kY

S2.1

DL -72.9k

LL -50.7k

RLL -10.1k

WLX ±0.789k, ±0.6kY

WLY 6.8k

WLZ ±0.92k, ±1.7kY

#5 @ 8"

T&B

#4 @ 12"

T&B

DL -68.3k

LL -51.4k

6

RLL -8.5k

S2.0

WLX ±0.789k, ±0.9kY

WLY 6.8k

WLZ ±0.762k, ±1.0kY

WLZ ±0.762k, ±0.3kY

ELX ±4.0k, ±0.0kY

ELZ ±4.0k, ±0.2kY

DL -7.1k

EXISTING FOOTING

ELX ±2.0k, ±0.5kY

ELX ±4.0k, ±1.0kY

LL -3.7k

ELEVATION (-) 6'-4"

ELZ ±2.0k, ±0.6kY

ELZ ±4.0k, ±1.1kY

B.3

(C3)

(-0'-10")

RLL -1.9k

WLX ±0.789k, ±0.7kY

WLY 1.4k

3'-1131"6

S3.0 2

1 S3.0

A

WLZ ±0.762k, ±0.3kY

ELX ±4.0k, ±0.4kY

ELZ ±4.0k, ±0.3kY

3'-6 16

3

15'-4"

(C1)

(-0'-10")

B.7

10" CONC. SLAB ON 10 MIL VAPOR RETARDER

ON 6" WASHED STONE FILL

DL -73.9k

LL -51.2k

RLL -9.7k

WLX ±0.789k, ±1.8kY

B.7

(C3)

(-0'-10")

A

DL -7.4k

LL -4.0k

RLL -1.9k

WLX ±0.789k, ±0.6kY

WLY 1.4k

WLZ ±0.762k, ±0.3kY

WLY 6.5k

ELX ±4.0k, ±0.4kY

DL -18.3k

LL -15.1k

RLL -1.2k

WLX ±0.789k, ±0.2kY

WLY 1.3k

WLZ ±0.762k, ±0.2kY

(C1)

(-12'-0")

1'-6"

FD

30'-9"

1'-6"

GB-1

WLZ ±0.762k, ±1.1kY

ELX ±4.0k, ±0.5kY

ELZ ±4.0k, ±0.5kY

GB-2

ELZ ±4.0k, ±0.3kY

DL -19.8k

LL -15.1k

ELX ±4.0k, ±0.1kY

ELZ ±4.0k, ±0.2kY

12" CONCRETE RETAINING WALL 12'-0" TALL. (TYP.)

ON 10'-0"x16"xCONT. WALL FOOTING w/ (2) HELICAL PILES

@ 4'-0" O.C. LOADS FOR EA. HELICAL ARE AS FOLLOWS:

DL -40.0k

LL -2.0k

DL -11.6k

(C1)

(-0'-10")

(C2)

(-0'-10")

(C1)

(-0'-10")

15'-156

1

"

DL -69.4k

LL -50.5k

RLL -8.0k

WLX ±0.789k, ±0.6kY

WLY 6.0k

WLZ ±0.762k, ±1.3kY

(C2)

B

(-0'-10")

RLL -2.4k

C

(C1)

WLX ±0.789k, ±0.7kY

(-0'-10")

WLY 1.8k

A

WLZ ±0.762k, ±0.2kY

ELX ±4.0k, ±0.1kY

ELZ ±4.0k, ±0.2kY

PILE CAP (TYP.)

LL -8.0k

ELX ±4.0k, ±0.5kY

RLL -1.4k

WLX ±0.789k, ±1.5kY

ELZ ±4.0k, ±0.9kY

2.2

(C1)

(-0'-10")

WLY 0.7k

WLZ ±0.762k, ±0.1kY

ELX ±4.0k, ±1.0kY

DL -20.8k

LL -15.1k

C

GB-4

DL -36.1k

LL -24.3k

GB-4

(C1)

(-0'-10")

DL -15.0k

LL -5.9k

ELZ ±4.0k, ±1.0kY

(C1)

RLL -1.9k

RLL -2.4k

RLL -3.2k

D

(-0'-10")

WLX ±0.789k, ±0.2kY

WLX ±0.789k, ±0.2kY

WLX ±0.789k, ±2.8kY

WLY 1.4k

C

WLZ ±0.762k, ±0.7kY

WLY 1.8k

WLZ ±0.762k, ±1.9kY

C

WLY 1.5k

WLZ ±0.762k, ±0.8kY

ELX ±4.0k, ±0.1kY

ELX ±4.0k, ±0.1kY

ELX ±4.0k, ±1.7kY

ELZ ±4.0k, ±0.4kY

ELZ ±4.0k, ±1.0kY

ELZ ±4.0k, ±0.5kY

-12'-8"

16'-721"

12'-11176"

LEGEND

DL - DEAD LOAD

LL - LIVE LOAD

RLL - ROOF LIVE LOAD

WLX - WIND LOAD X-DIRECTION

WLY - WIND LOAD Y-DIRECTION

WLZ - WIND LOAD Z-DIRECTION

SL - SNOW LOAD

+Y (UP)

+X

+Z

NOTE: SNOW LOAD REACTIONS ARE EQUAL

TO

1

2

EACH

RLL

REACTION

ALL REACTIONS ARE UNFACTORED

STRUCTURAL NOTES:

1. ALL PILE CAPS SHALL BE CENTERED UNDER COLUMNS

AND BEAM BEARING WALL REINFORCEMENTS U.N.O.

2. SEE SHEET S2.1 FOR ADDITIONAL SECTIONS

AND DETAILS

3. ALL SECTIONS TYP U.N.O.

STRUCTURAL LEGEND:

(?)

COLUMN DESIGNATION - SEE

COLUMN SCHEDULE THIS SHEET

EORG I REGISTERED

NO E

RO ESSIONA

10 2 E

ES

NG I

BR

NEE

I AN

R

HO

25

SCHEDULE NOTES:

1. ALL COLUMNS TO BE CONTINUOUS U.N.O.

COLUMN SCHEDULE

MARK

C1

C2

COLUMN

BASE

PLATE

ANCHOR

BOLT

NOTES

HSS6"x6"x1/4"

3/4"x12"x1'-0"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

HSS10"x10"x1/4"

3/4"x16"x1'-4"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

C3

HSS4"x4"x1/4"

3/4"x10"x0'-10"

34" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

MARK

A

B

C

PILE CAP TYPES

CAPACITY

NO. OF PILES

40 TON

3

50 TON

4

40 TON

3

MAX. LOAD

-k

-k

-k

DETAIL

1/ S2.0

2/ S2.0

3/ S2.0, 4/ S2.0

GRADE BEAM SCHEDULE

MARK

GB-1

GB-2

GB-3

BEAM SIZE (W x D)

REINFORCEMENT

NOTES

14W x 22D

(3) #8 T & B

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

34" CLEAR COVER TOP

14W x 22D

(4) #6 TOP

(2) #6 BOTTOM

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

34" CLEAR COVER TOP

12W x 22D

(2) #6 T & B

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

34" CLEAR COVER TOP

GB-4

14W x 30D

(3) #7 T & B

#4 STIRRUPS @ 12" O.C.

3" CLEAR COVER BOTTOM

34" CLEAR COVER TOP

JOB NO.

2320

DATE 2 OCTOBER 25

DRAWN BY

J.C.

REVISIONS

NORTH

1 FOUNDATION PLAN

S1.0 SCALE: 1/4"=1'-0"

#4 @ 12" T & B

#5 @ 8" T & B

FINISHED FLOOR ELEVATION

10" CONCRETE SLAB

6" CRUSHED STONE FILL

1 SECTION

S1.0 SCALE: 1/2"=1'-0"

TYP. SLAB CONSTRUCTION

GRADE BEAM, DEPTH VARIES, SEE SCHEDULE

DRAWING TITLE

FOUNDATION

PLAN

March 310 Dodds Ave.

P.O. Box 3689

Adams& Chattanooga, Tennessee 37404

Associates PH: (423)698-6675

Consulting Engineers MAA JN: 24133

SHEET NO.

S1.0

"w"

1'-0" CLAY

CAP

#5 @ 12" o.c.

FOR 10" - 12"

THICK WALLS

WRAP STONE BACKFILL IN

GEOTEXTILE FABRIC

CONC.

V-BARS

"a"

221"

2

WASHED STONE BACKFILL

1

3" DIAMETER WEEP HOLES

w/ SCREENS @ 6'-0" o.c.

#5 @ 12"o.c.

#5 @ 12"o.c.

3"

TYP

3"

X-BARS

(1) #5

"c"

"d"

SITE RETAINING WALL SCHEDULE

"H"

ft.-in.

2'-0"

4'-0"

6'-0"

8'-0"

10'-0"

"w" "a" "b" "c"

in

ft.-in. ft.-in. ft.-in.

12"

1'-0" -----

-----

12"

1'-0" -----

-----

12"

1'-0"

-----

-----

12"

1'-0"

-----

-----

12"

1'-6"

-----

-----

"d"

ft.-in.

3'-0"

3'-0"

5'-6"

7'-6"

9'-0"

"t" V-BARS

in

12" #5 @ 12"o.c.

12" #5 @ 12"o.c.

12" #5 @ 12"o.c.

16" #5 @ 12"o.c.

16" #6 @ 12"o.c.

NOTE:

1) PROVIDE EXPANSION JOINTS IN WALL AT 24'-0" ON

CENTER.

2) MINIMUM BAR LAP IS 40 DIAMETERS

SECTION

NTS

SEE SECTION 2/ S1.0A

FOR RETAINING WALL

2

S1.0A S1.0A

121"

MIN.

X-BARS

#5 @ 12"o.c.

#5 @ 12"o.c.

#5 @ 12"o.c.

#6 @ 12"o.c.

#6 @ 12"o.c.

NOTE:

SEE ARCH. DWGS. FOR

BRICK & PIER FINISH

T/ PIER

EL. 800.00'

1'-2"

PIER

PLAN

(8) #5's

#4 TIES @ 12" O.C.

A

PAVILION

FINISH FLOOR

EL. 796.00'

T/ RETAINING WALL

SEE ARCH. DWGS. FOR

BRICK & PRECAST FINISH

EL. 795.00'

PIER

(8) #5's

#4 TIES @ 12" O.C.

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

1'-6"

1078

42" RCP

25'-0"

SSMH

TOP= 791.0

OUT 768.85

IN= 769

RETAINING WALL

9

S1.0B

10'-0S"WMHBSRIGICNK

TOP=782.6

OUT 768.5

IN= 773.5

IN= 768.6

15'-2"

19'-7"

TOW-2"

-2 1/2"

-2 1/2"

-4 1/2"

5'-1"

3'-1"

8

T-O2"W

S1.0B

-2" 7-19" 4.67

STORY

HOUR

221

LIGHT POLE (TYP.)

5

S1.0B

19'-0"

4

S1.0B

12'-0"

1'-8"

-4"

-4"

LIGHT POLE (TYP.)

19'-0"

-2 1/2"

-4"

RETAINING WALL

TOW-2"

9'-5"

28'-1"

9'-5"

-4 1/2"

APPROX. LOCATION WATER LINES

-1/2"

CLOSET

CHILDREN'S

READING

219

WAUGH STRE8"ESTAN8S4E'WRE/RWLINE

EXISTING SIDEWALK

WAUGH STREET 84' R/W

9'-5"

-2 1/2"

-1/2"

TOW-2"9'-6"

19'-0"

9'-6"

-3 1/2"

-2 1/2"

6'-10"

1

1'-5"

4'-9"

11'-8"

-2"

2

-2 1/2"

9'-6"

19'-0"

-3 1/2"

ADJUSTED

9'-6"

FRONT

3

YARD

9'-6"

SETBACK

-

BY

19'-0"

VARI4ANC9'E-6"

7'-7"

-2"

-3 1/2"

T-O2"W

9'-7"

19'-3"

9'-7"

1/2"

1/2"

-1"

9'-6"

19'-0"

-2 1A /2"

RETAINING WALL

2.3

2.7

5'-8"

9'-3"

-2 1/2

9'-6"

-2'-0"

-1'-10"

10

S1.0B

DN

CHILDREN'S

READING

222

T-O2"W

7'-8"

-2'-3"

PROJECTION

ROOM

234

-2'-0"

UP STORAGE

233

MULTI-PURPOSE

ROOM

232

CHILDREN'S

CIRC. DESK

223

CHILDREN'S

WORKROOM

224

FFE = 796.00'

CHILDREN'S

REFERENCE

220

KITCH.

229

MULTI-PURPOSE

CORRIDOR

225

EXIST. RAMP DN

1:12

DN

STAIR

109

1:12

CHILDREN'S

COLLECTIONS

217

B.7

STOR.

216A

MEN

216

CO21R3RIDOR

VEST.

214

STOR.

281

PAVILION

282

FFE = 796.00'

KITCHEN

280

2.2

CLOSET

280A

WOMEN

215

STOR.

212A

STOR.

215A

-1/2"

-3 1/2

B

5'-3"

-4

-2 1/2"

T-O2"W

-2"

-2"

-4

R23'-6"

B.3

-3 1/2

-2 1/2

-1/2 0"

2'-4"

8'-0"

-2 1/4"

6

S1.0B

B.7

-2" 5'1-7/6"" /ft

-2 1/2"

-2"

-4

T-O2"W

-2"

-4"

12'-0"

101'-/54"" / ft

12'-8"

C

1'-8" 5'-8"

7'-11"

-3 1/2"

8'-7"+ - 2"

-2 1/2"

-3 1/2

-1 3/4"

163'/-166"" /ft

WATER VALVE

- 2"

1

-1/2"

D

-1/2"

- 1"

-2"

S1.0BC.C. FLUME

GENERAL

READING

214

SPECIAL

COLLECTION

211

1'-11"

11"

1'-0"

1'-2"

9"

PIER

NORTH

1 RETAINING WALL PLAN

S1.0A SCALE: 3/32"=1'-0"

BUILDING FINISH FLOOR ELEVATION = 796.00

TOW = TOP OF PRECAST COPING AT -2", EL. 795.83

TOP OF RETAINING WALL AT -1-0", EL. 795.00

TOP OF PIERS AT +4'-0", EL. 800.00

NOTE:

REFER TO ARCHITECTURAL DRAWINGS FOR

LIGHT POLE LOCATIONS

RETAINING WALL

SEE DETAIL 2/ S1.0A

RETAINING WALL FTG.

SEE DETAIL 2/ S1.0A

EORG I REGISTERED

NO E

RO ESSIONA

10 2 E

ES

NG I

BR

NEE

I AN

R

HO

25

JOB NO.

2320

DATE 2 OCTOBER 25

DRAWN BY

J.C.

REVISIONS

DRAWING TITLE

RETAINING

WALL PLAN

A

3 RETAINING WALL PIER

S1.0A SCALE: 3/4"=1'-0"

SECTION ~ AA

March 310 Dodds Ave.

P.O. Box 3689

Adams& Chattanooga, Tennessee 37404

Associates PH: (423)698-6675

Consulting Engineers MAA JN: 24133

SHEET NO.

S1.0A

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

1'-0"

8" 4"

GRADE 795.00

T/ WALL 794.95

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

1 RETAINING WALL SECTION

S1.0B SCALE: 3/4"=1'-0"

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

T/ WALL 794.95

1'-0"

8" 4"

GRADE 790.00

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

1'-0"

8" 4"

T/ WALL 794.95

GRADE 794.00

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

2 RETAINING WALL SECTION

S1.0B SCALE: 3/4"=1'-0"

T/ PIER 800.00

1'-2"

9"

PIER

SEE DETAIL FOR 3

REINFORCING S1.0A

GRADE 795.00

7

S1.0B

FFE 796.00

SEE ARCH DWGS FOR

FINISH DETAILS

T/ WALL 794.95

1'-0"

8" 4"

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

1'-0"

8" 4"

T/ WALL 794.95

GRADE 793.00

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

3 RETAINING WALL SECTION

S1.0B SCALE: 3/4"=1'-0"

T/ PIER 800.00

1'-2"

9"

PIER

SEE DETAIL FOR 3

REINFORCING S1.0A

7

S1.0B

FFE 796.00

T/ WALL 794.95

SEE ARCH DWGS FOR

FINISH DETAILS

1'-0"

8" 4"

GRADE 790.00

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

1'-6"

11"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

4 RETAINING WALL PIER SECTION

S1.0B SCALE: 3/4"=1'-0"

EORG I REGISTERED

NO E

RO ESSIONA

10 2 E

ES

NG I

BR

NEE

I AN

R

HO

25

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

5 RETAINING WALL SECTION

S1.0B SCALE: 3/4"=1'-0"

SEE ARCH. DWGS. FOR GUARDRAIL

121"

#5's x CONT.

T/ WALL EL. 795.66'±

MATCH EXIST. SLAB

1'-121"

1'-0"

BACKFILL AND POUR NEW SLAB TO

MATCH EXISTING AFTER RETAINING

WALL INSTALLATION

#4's @ 12" O.C.

EXIST. SLAB

EL. VARIES

X

X

X

X

X

T/ WALL

EL. 795.00'

#5's @ 12" O.C. EACH WAY

T/ RAMP

EL. VARIES (SEE PLAN)

794.00' - 795.83'

SIZE SLAB

(SEE CIVIL DWGS.)

#5's @ 12" O.C.

T/ FTG.

EL. 793.00'

1'-2"

8"

1'-2"

3'-0"

10 RETAINING WALL SECTION

S1.0B SCALE: 3/4"=1'-0"

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

1'-6"

11"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

6 RETAINING WALL PIER SECTION

S1.0B SCALE: 3/4"=1'-0"

EDGE OF TURNDOWN SLAB

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

RETAINING WALL

PIER

1'-2"

9"

8" 4"

1'-6"

11"

1'-0"

WALL

7 PIER PLAN

S1.0B SCALE: 3/4"=1'-0"

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

1'-0"

8" 4"

T/ WALL 794.95

GRADE 793.00

T/ RAMP 795.83

SEE ARCH DWGS FOR

FINISH DETAILS

FFE 796.00

1'-0"

8" 4"

T/ RAMP 794.00

GRADE 793.00

T/ WALL 794.95

RAMP DOWN FROM 795'-10" TO 794'-0"

RETAINING WALL TO FOLLOW SLOPE OF RAMP

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

JOB NO.

2320

DATE 2 OCTOBER 25

DRAWN BY

J.C.

REVISIONS

8 RETAINING WALL SECTION @ TOP OF RAMP

S1.0B SCALE: 3/4"=1'-0"

9 RETAINING WALL SECTION @ BOTTOM OF RAMP

S1.0B SCALE: 3/4"=1'-0"

March 310 Dodds Ave.

P.O. Box 3689

Adams& Chattanooga, Tennessee 37404

Associates PH: (423)698-6675

Consulting Engineers MAA JN: 24133

DRAWING TITLE

RETAINING

WALL

SECTIONS

SHEET NO.

S1.0B

Commodity Codes

• NAICS 541330Engineering Services

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