Structural Reading Pavilion Dalton Whitfield County Public Library
| Location: | Georgia |
|---|---|
| Posted: | Oct 29, 2025 |
| Due: | Dec 2, 2025 |
| Agency: | Whitfield County |
| Type of Government: | State & Local |
| Category: |
|
| Publication URL: | To access bid details, please log in. |
| Description | Opening Date/Time | Closing Date/Time |
|
Structural Reading Pavilion Dalton Whitfield County Public Library |
October 24, 2025 8:00 AM |
December 02, 2025 2:00 PM |
Attachment Preview
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
I AN
R
HO
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
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See also
Event ID Event Title Government Entity Start Date (ET) End Date (ET) PE-77021-NONST-2026-000000186
State Government of Georgia
Bid Due: 6/25/2026
Event ID Event Title Government Entity Start Date (ET) End Date (ET) PE-63400-NONST-2026-000000026
State Government of Georgia
Bid Due: 6/16/2026
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