4 DPL Structural 20 Oct 25.pdf

PDF 10 MB Posted Oct 24, 2025

Attached to: Dalton Public Library Reading Pavilion
Solicitation number: PE-75500-NONST-2025-000000048
Issued by: Wilcox County, Georgia

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Written by GovTribe AI · Oct 27, 2025

The document is a set of structural engineering drawings for the Reading Pavilion at the Dalton Whitfield County Public Library, part of the Northwest Georgia Regional Library System. Located at 310 Cappes Street in Dalton, Georgia, the project involves the construction of a new library pavilion with complex roof structures, multiple roof levels, and detailed steel framing. The drawings, prepared by March Adams & Associates Consulting Engineers, provide comprehensive structural details including foundation plans, roof framing plans, steel connection details, and isometric views of the building's structural framework.

The structural design follows the 2018 International Building Code and incorporates detailed specifications for concrete, steel, metal studs, and wood framing. The design accounts for various load conditions including dead loads, live loads, wind loads, and seismic considerations. The project utilizes helical piles, grade beams, and specialized steel column connections. The structural system includes HSS (hollow structural section) steel columns, wide flange beams, cold-formed steel joists, and a combination of flat and sloped roof sections. The engineering drawings provide extensive technical specifications for material types, connection methods, reinforcement requirements, and construction tolerances, ensuring a robust and code-compliant structural design for the library pavilion.

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1. FOUNDATION DESIGN IS BASED ON SUBSURFACE EXPLORATION REPORT

PREPARED BY: TERRACON

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

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

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.

AND MAINTAIN SITE DRAINAGE TO DIRECT WATER AWAY FROM

FOOTING EXCAVATIONS AND FILL PLACEMENT.

FROST LINE FOR THIS PROJECT IS 12 BELOW FINISH GRADE.

C. FOUNDATIONS:

SHALL PASS THROUGH OR UNDER ANY FOOTING WITHOUT PRIOR APPROVAL

OF ANCHOR BOLT TEMPLATE UNLESS NOTED OTHERWISE. NO PIPING

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

AND BACKFILLING. BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOOR

REQUIRED TO ADEQUATELY SUPPORT STRUCTURE DURING CONSTRUCTION

CONSTRUCTION, AND DISCREPANCIES ARE TO BE REPORTED IMMEDIATELY

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

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

H. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS

OF THE EXISTING CONDITIONS AND THE DIMENSIONS INDICATED ON THE

CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION

DOCUMENTS REPRODUCED FOR USE AS SHOP DRAWINGS WILL BE RETURNED

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

SUB-CONTRACTOR BEFORE FABRICATION OF STEEL. IF ANY DISCREPANCIES

PRIOR TO ORDERING MATERIAL. DISCREPANCIES BETWEEN FIELD MEASURMENTS

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

UNREVIEWED AND UNSTAMPED. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS

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

G. DIMENSIONS AT FRAMED OPENINGS TO BE VERIFIED WITH APPLICABLE

CONTRACTOR.

IN WRITING.

OF THE ENGINEER.

I. GENERAL NOTES

AND ROOF CONNECTIONS ARE COMPLETE.

SIDES OF WALL SIMULTANEOUSLY. PROVIDE TEMPORARY BRACING AS

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

COMPLIANCE WITH THE PLANS AND SPECIFICATIONS.

D. GENERAL CONTRACTOR SHALL ENSURE THAT ALL MATERIALS ARE IN

TO THE ARCHITECT/ENGINEER IN WRITING.

ENSIONS AND CONDITIONS OF EXISTING BUILDINGS AFFECTING NEW

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

ALL LIKE OR SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY

THE DRAWINGS OR SPECIFICATIONS.

A. THESE NOTES SHALL APPLY EXCEPT WHERE OTHERWISE INDICATED BY

MARKED ON THE DRAWINGS.

OF THE ENGINEER.

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

H. CONTRACTOR SHALL COORDINATE ALL CONTRACT DRAWINGS FOR THE

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

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

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

ALL DRAWINGS TO ASSURE THAT ALL FLOORS HAVE PROPER SLOPE TO

MEASURED FROM LOW POINT ON FLOOR. CONTRACTOR SHALL COORDINATE

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

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

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

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

POURING CONCRETE.

SHALL BE PROTECTED FROM FROST DURING CONSTRUCTION.

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

WITHIN 12 HOURS AFTER CONCRETE PLACEMENT.

DRAIN IN TOILETS, SHOWERS, ETC.

THE CROSS WIRES PLUS 2".

J. REINFORCEMENT:

I. SLABS:

D. CONCRETE SHALL HAVE AN ALLOWABLE COMPRESSIVE STRENGTH AS

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

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

ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" AND

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

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

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

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

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS."

WHICH ARE SUBMITTED WITHOUT THE REQUIRED DOCUMENTATION WILL BE

III. CONCRETE:

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

FOOTINGS 3"

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

SLUMP ESTABLISHED FOR THE MIX DESIGN.

NOTED.

NOTED BELOW:

DETAIL IS SHOWN.

WHERE SECTION OR

DENOTES DRAWING

DETAIL LETTER

SECTION CUT

NUMBER OR

DETAIL IS CUT.

WHERE SECTION OR

DENOTES DRAWING

LEGEND

EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE ON DRAWINGS:

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

BE SUBSTITUTED BY AN EQUIVALENT THAT MUST BE SUBMITTED TO THE

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

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

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

B. ALL EXPANSION ANCHORS TO BE HILTI KWIK BOLT II

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

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

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

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

AND/OR INTERIOR)

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

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

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

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

VI. FASTENERS:

1/4"Ø - MIN. EMBED = 1 3/4"

3/16"Ø - MIN. EMBED = 1"

ENGINEER FOR APPROVAL.

1"Ø - MIN. EMBED = 8 1/4"

7/8"Ø - MIN. EMBED = 7 1/2"

3/4"Ø - MIN. EMBED = 6 5/8"

5/8"Ø - MIN. EMBED = 5"

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

1/2"Ø - MIN. EMBED = 1 1/2"

1"Ø - MIN. EMBED = 6"

3/4"Ø - MIN. EMBED = 4 3/4"

5/8"Ø - MIN. EMBED = 4"

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

A CLIP ANGLE AT EACH CONNECTION LOCATION

BUTT-WELDED OR SPLICED TOGETHER

1. UNLESS NOTED OTHERWISE THE FOLLOWING SHALL APPLY

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

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

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

FROM STEEL HAVING A G-60 GALVANIZED COATING MEETING THE

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)

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

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

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

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

ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE

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

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

AT LOAD BEARING STUDS.

AS SHOWN ON DRAWINGS.

V. METAL STUDS:

USE OF 40,000 psi FY MIN

REQUIREMENTSOF A.S.T.M. A525.

IV. STRUCTURAL STEEL:

INCLUDED IN THE SHEAR PLANE UNLESS NOTED.

G. FRAMED BEAM CONNECTIONS SHALL DEVELOP THE REACTION SHOWN

UNIFORM LOAD FOR LATERALLY SUPPORTED BEAMS AS SHOWN IN

NOT SHOWN THE CONNECTION SHALL DEVELOP ONE-HALF THE ALLOWABLE

ON ENDS OF BEAMS ON STRUCTURAL PLANS. WHERE REACTIONS ARE

STRUCTURAL STEEL - ASTM A992 (Fy=50 ksi)

B. MATERIAL SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATION

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

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

CONSTRUCTION NINTH EDITION UNLESS OTHERWISE MODIFIED ON THE DRAWINGS OR

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

H. ALL STRUCTURAL STEEL BELOW GRADE SHALL BE ENCASED WITH

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

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

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.

HIGH STRENGTH BOLTS - ASTM A325-86A, 3/4"Ø

WELD STEEL - AWS CLASS E70

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."

ROUND PIPE STEEL - ASTM A53 GRADE B (Fy=35ksi) TUBE STEEL - ASTM A500 GRADE B (Fy=46ksi)

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

UNLESS NOTED:

IN SPECIFICATIONS.

UNLESS NOTED SPECIFICALLY.

BY ENGINEER LICENSED IN THE PROJECT STATE.

ULT

2. WIND:

c. MEAN ROOF HT = 22'-6"

a. V = 105 mph

b. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

e. END ZONE = 5'-0"

f. ENCLOSED BUILDING, GC =+/-0.18

d. EXPOSURE B pi

I S = 0.122 S = 0.192

3. SEISMIC:

c. S = 0.52 S = 0.48

d. SEISMIC DESIGN CATEGORY = C

4. SNOW:

g. C = 0.16

b. Pg = 10 psf Pf = 7 psf

c. Ce = 1.0 Ct= 1.0

a. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

b. SITE CLASS = D

e. EQUIVALENT LATERAL FORCE PROCEDURE

a. RISK CATEGORY = II IMPORTANCE FACTOR = 1.00

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.

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

EL = SEISMIC LOAD

WL = WIND LOAD

SD = SNOW DRIFT

SN = SNOW LOAD

LL = LIVE LOAD

DRAWINGS SHALL BE IDENTIFIED AS FOLLOWS:

h. DESIGN BASE SHEAR = 8.0 S

II. DESIGN CRITERIA:

A. BUILDING CODE : 2018 INTERNATIONAL BUILDING CODE

B. DESIGN LOADS:

1. ADDITIONAL DESIGN LOADS INDICATED ON STRUCTURAL

17. MINIMUM STRUCTURAL PROPERTIES LISTED IN THE LIGHT GAGE FRAMING

SCHEDULE SHALL APPLY. SEE SCHEDULE THIS SHEET.

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

ATTACHMENT

11"

F1554 (36KSI)

1 1/8"

1 1/4" F1554 (36KSI)

F1554 (36KSI)

15"

14"

12"

ANCHOR BOLT EMBEDMENTS

GRADE

SCHEDULE

DIAMETER

1/2"

3/4"

5/8"

F1554 (36KSI)

F1554 (36KSI) 10"

10"

"P" "E"

7/8"

MINIMUM WOOD PROPERTIES

DIMENSIONAL LUMBER

2x4 2x6 2x8

975 psi

2x12

2,925 psi

2x10

LAMINATED VENEER

Fv 175 psi 285 psi

Fc 1,450 psi 1,600 psi

Fc 565 psi 750 psi

E 2,000,000 psi1,600,000 psi

LUMBER (LVL)

1,050 psi

175 psi

1,500 psi

565 psi

1,600,000 psi

1,200 psi

175 psi

1,550 psi

565 psi

1,600,000 psi

1,250 psi

175 psi

1,600 psi

565 psi

1,600,000 psi

1,500 psi

175 psi

1,650 psi

565 psi

1,600,000 psi

#2 SOUTHERN YELLOW PINE (SYP)

2,400 psi

PARALLEL STRAND

190 psi

2,500 psi

545 psi

1,800,000 psi

LUMBER (PSL)

CODE.

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

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

PENETRATION IN FRAMING - PLYWOOD SHALL BE BLOCKED WITH CONTINUOUS

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

NAILS SHALL BE SPACED @ 6"o/c AT SUPPORTED EDGES NAILS SHALL BE 8d WITH MIN OF 1 1/2" PENETRATION IN FRAMING

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

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

BE NAILED IN CONFORMANCE WITH THE 1997 UNIFORM BUILDING

4. UNLESS OTHERWISE NOTED, ALL TIMBER CONNECTIONS SHALL

BUILDING OFFICIAL.

3. PROVIDE ALL BLOCKING AND FIRE STOPS REQUIRED BY THE

2. REFER TO PLAN FOR ALL SHEAR WALL LOCATIONS.

AND AROUND ALL OPENINGS.

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

VII. WOOD FRAMING NOTES

PLATE

NOTES

COLUMN

ANCHOR

BOLT

BASE 3/4"x12"x1'-0"

HSS6"x6"x1/4" HSS10"x10"x1/4"

3/4"x16"x1'-4"

SCHEDULE NOTES:

COLUMN SCHEDULE

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

MARK

C2 HSS4"x4"x1/4"

3/4"x10"x0'-10"

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

100 ft50 ft20 ft

TRIBUTARY AREA

210 ft +11.2/-40.81

REGION 2 2 2

+9.2/-40.8 +8.2/-22.4 +6.1/-10.2 +11.2/-40.8 +9.2/-40.8 +8.2/-22.4 +6.1/-10.22e

+11.2/-61.2 +9.2/-53.0 +8.2/-40.8 +6.1/-32.62n

+11.2/-61.2 +9.2/-53.0 +8.2/-40.8 +6.1/-32.62r

+11.2/-61.2 +9.2/-53.0 +8.2/-40.8 +6.1/-32.63e

+11.2/-73.4 +9.2/-61.2 +8.2/-49.0 +6.1/-36.73r +16.3/-18.4+17.3/-20.4+20.4/-22.4

4 +19.4/-20.4

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

ASCE 7-16.

+16.3/-20.4+17.3/-24.5+20.4/-28.6 +19.4/-26.5

18. CONTRACTOR TO SUBMIT LIGHT GAUGE SHOP DRAWINGS STAMPED AND

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

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S0.1

STRUCTURAL

NOTES

THE FOLLOWING SPECIAL INSPECTIONS SHALL BE PERFORMED PER CHAPTER 17

VIII. SPECIAL INSPECTIONS:

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.

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 SECTION 1705.2

REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS REFERENCEDPERIODIC STANDARD IBC REFERENCE

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

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

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES

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.

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

ACI 318: 17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4

ASTM C 172

ASTM C 31

ACI 318: 26.5, 26.12

ACI 318: 26.5

ACI 318: 26.5.3-26.5.5

ACI 318: 26.10

ACI 318: Ch. 26.9

ACI 318: 26.11.2

ACI 318: 26.11.1.2(b)

- 1908.4

1904.1, 1904.2, 1908.10

1908.6, 1908.7 1908.8

1908.9

IBC 2018 TABLE 1705.3

X- X

X-

X -

X-

X -

X-

-X -X X-

X-

b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5 16"

1908.2, 1908.3

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

VERIFICATION AND INSPECTION

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

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

COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY.

CONTINUOUSLY DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

X-

IBC 2018 TABLE 1705.6

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S0.2

STRUCTURAL

NOTES

2.2

B.7

B.3

B.7

2.3 2.7

2 3 41

11'-2" 23'-4" 12'-113 8"

'-1

13 8"

'-4

'-2

8'- 31 16

6'-

8'- 3"

8'-3" 6'-10" 8'-3"

15'-4"

15'-5 116 "

'-7

1 2"

3'-6

30'-9"

16'-71 2" 12'-11 7

16"

3'-1

2'-2"

DL -20.2k LL -13.9k 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 -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 RLL -1.9k WLX ±0.789k, ±0.3kY WLY 1.4k WLZ ±0.762k, ±0.3kY ELX ±4.0k, ±0.3kY ELZ ±4.0k, ±0.4kY

DL -68.3k LL -51.4k RLL -8.5k WLX ±0.789k, ±0.9kY WLY 6.8k WLZ ±0.762k, ±1.0kY ELX ±4.0k, ±1.0kY ELZ ±4.0k, ±1.1kY

DL -73.9k LL -51.2k RLL -9.7k WLX ±0.789k, ±1.8kY WLY 6.5k WLZ ±0.762k, ±1.1kY ELX ±4.0k, ±0.5kY ELZ ±4.0k, ±0.5kY

DL -72.9k LL -50.7k RLL -10.1k WLX ±0.789k, ±0.6kY WLY 6.8k WLZ ±0.92k, ±1.7kY ELX ±2.0k, ±0.5kY ELZ ±2.0k, ±0.6kY

DL -21.0k LL -16.6k RLL -2.3k WLX ±0.789k, ±1.3kY WLY 1.7k WLZ ±0.762k, ±0.0kY ELX ±4.0k, ±0.9kY ELZ ±4.0k, ±0.0kY

PILE CAP (TYP.)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

(C1) (-12'-0")

(C3) (-0'-10")

(C1) (-0'-10")

10' -0"

ALL

FOUNDATION

EXISTING FOOTING

ELEVATION (-) 6'-4"

TEMPORARILY SHORE

EXISTING FOUNDATION

BY CONTRACTOR'S

SHORING ENGINEER

(C2) (-0'-10")

PILE CAP (TYP.)

SIZE TBD AFTER HELICAL DESIGN

10" CONC. SLAB ON 10 MIL VAPOR RETARDER

ON 6" WASHED STONE FILL

(C1) (-0'-10")

(C1) (-0'-10")(C3)

(-0'-10")

(C2) (-0'-10")

(C3) (-0'-10")

C A A A A A

B B

-3 '-4

-5

'-4

-12'-8"

DL -7.1k LL -3.7k RLL -1.9k WLX ±0.789k, ±0.7kY WLY 1.4k WLZ ±0.762k, ±0.3kY ELX ±4.0k, ±0.4kY ELZ ±4.0k, ±0.3kY

DL -7.4k LL -4.0k RLL -1.9k WLX ±0.789k, ±0.6kY WLY 1.4k WLZ ±0.762k, ±0.3kY ELX ±4.0k, ±0.4kY ELZ ±4.0k, ±0.3kY

DL -19.8k LL -15.1k RLL -2.4k WLX ±0.789k, ±0.7kY WLY 1.8k WLZ ±0.762k, ±0.2kY ELX ±4.0k, ±0.1kY ELZ ±4.0k, ±0.2kY

DL -15.0k LL -5.9k RLL -3.2k WLX ±0.789k, ±2.8kY WLY 1.5k WLZ ±0.762k, ±0.8kY ELX ±4.0k, ±1.7kY ELZ ±4.0k, ±0.5kY

DL -36.1k LL -24.3k RLL -2.4k WLX ±0.789k, ±0.2kY WLY 1.8k WLZ ±0.762k, ±1.9kY ELX ±4.0k, ±0.1kY ELZ ±4.0k, ±1.0kY

DL -20.0k LL -15.5k RLL -2.6k WLX ±0.789k, ±0.4kY WLY 2.0k WLZ ±0.762k, ±0.3kY ELX ±4.0k, ±0.0kY ELZ ±4.0k, ±0.2kY

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

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

S2.0

S2.0 4A

S2.0

S2.1

S2.0 4B

S3.0

DL -18.3k LL -15.1k RLL -1.2k WLX ±0.789k, ±0.2kY WLY 1.3k WLZ ±0.762k, ±0.2kY ELX ±4.0k, ±0.1kY ELZ ±4.0k, ±0.2kY

2" EXP. JOINT

(C1) (-0'-10")

6'-3" WALL FOUNDATION

1'-6

1'-6"

(C2) (-0'-10")

#4 @ 12" T & B

#5 @ 8" T & B

S1.0

GB-3 GB-3 GB-3 GB-3 GB-3

-3 GB

-3

GB-2 GB-1 GB-2

-3

GB-1 GB-2

-3

GB-4GB-4

DL -16.5k 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 -20.8k LL -15.1k RLL -1.9k WLX ±0.789k, ±0.2kY WLY 1.4k WLZ ±0.762k, ±0.7kY ELX ±4.0k, ±0.1kY ELZ ±4.0k, ±0.4kY

DL -69.4k LL -50.5k RLL -8.0k WLX ±0.789k, ±0.6kY WLY 6.0k WLZ ±0.762k, ±1.3kY ELX ±4.0k, ±0.5kY ELZ ±4.0k, ±0.9kY

DL -11.6k LL -8.0k RLL -1.4k WLX ±0.789k, ±1.5kY WLY 0.7k WLZ ±0.762k, ±0.1kY ELX ±4.0k, ±1.0kY ELZ ±4.0k, ±1.0kY

1'-0"

1'- 0"

1'- 9"

3 4"

11 2"

#4 @ 12" T & B

#5 @ 8" T & B

SCALE:

NORTH

S1.0

FOUNDATION PLAN

1/4"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.0

FOUNDATION

PLAN

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

NOTE: SNOW LOAD REACTIONS ARE EQUAL

TO 12 EACH RLL REACTION

ALL REACTIONS ARE UNFACTORED

STRUCTURAL NOTES:

AND BEAM BEARING WALL REINFORCEMENTS U.N.O.

1. ALL PILE CAPS SHALL BE CENTERED UNDER COLUMNS (?) COLUMN SCHEDULE THIS SHEET

COLUMN DESIGNATION - SEE

STRUCTURAL LEGEND:

AND DETAILS

2. SEE SHEET S2.1 FOR ADDITIONAL SECTIONS

3. ALL SECTIONS TYP U.N.O.

PLATE

NOTES

COLUMN

ANCHOR

BOLT

BASE 3/4"x12"x1'-0"

HSS6"x6"x1/4" HSS10"x10"x1/4"

3/4"x16"x1'-4"

SCHEDULE NOTES:

COLUMN SCHEDULE

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

MARK

C2 HSS4"x4"x1/4"

3/4"x10"x0'-10"

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

4" HEAVY HEX BOLT

SEE SCHEDULE

DWG. S0.1

+Y (UP)

SCALE:

SECTION

1/2"=1'-0"

S1.0

10" CONCRETE SLAB

6" CRUSHED STONE FILL

TYP. SLAB CONSTRUCTION

GRADE BEAM, DEPTH VARIES, SEE SCHEDULE

FINISHED FLOOR ELEVATION

PILE CAP TYPES

CAPACITY NO. OF PILES

50 TON 4 -k

40 TON 3 -k

MARK MAX. LOAD

B 2/ S2.0

1/ S2.0

DETAIL

40 TON 3 -kC 3/ S2.0, 4/ S2.0

GRADE BEAM SCHEDULE

GB-1

REINFORCEMENT

NOTES

BEAM SIZE (W x D)

(3) #8 T & B

MARK

14W x 22D

(4) #6 TOP

14W x 22D

GB-2

(2) #6 T & B

12W x 22D

GB-3

(3) #7 T & B

GB-4

14W x 30D

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

4" CLEAR COVER TOP

(2) #6 BOTTOM

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

4" CLEAR COVER TOP

#4 STIRRUPS @ 9" O.C.

3" CLEAR COVER BOTTOM

4" CLEAR COVER TOP

#4 STIRRUPS @ 12" O.C.

3" CLEAR COVER BOTTOM

4" CLEAR COVER TOP

SWMH

SSMH

TOP=782.6

OUT 768.5

IN= 773.5

IN= 768.6

8" SAN SEWER LINE

42" RCP

" R

C P

WAUGH STREET 84' R/W

WATER VALVE

O X.

L O

APPROX. LOCATION WATER LINES

SIGN

BRICK

C.C. FLUME

TOP= 791.0

OUT 768.85

IN= 769

794.67

'-3

ADJUSTED FRONT YARD SETBACK - BY VARIANCE

'-1

'-6

25'-0"

15'-2"

10'-0"

-4

-1/2

-1/2"

-2 1/2

- 1"

-3 1/2"

-3 1/2

-2 1/2

19'-0"

7' -5

8' -2

4" /f t

-1/2"

-2 1/2"

1/2"

16'-6

3/16" /f t

10'-5

1/4" / ft

5'-7

1/6" /f t

12'-0"

'-4

4" /ft

9'-5"

9'-6"

9' -6

-7

19'-0"

3'-1"

7'-8"

'-7

'-0 " T

'-1

P U

'-3

'-5

19'-7"

5'-1"

28'-1"

19'-0"

-2 1/2" -2 1/2"

-2 1/2"

-3 1/2

-1 3/4"

-3 1/2

5'-8"12'-8" 8'-7"+ - 2" -2"

8'-0"

-3 1/2"

6'-10"

'-0

12'-0"

'-3

9'-5"

'-1

-2"

-2" -2"

-2 1/2"

-4

-2 1/4"

- 2"

-2 1/2"

-1/2"

1/2" -1"

-3 1/2" -2"

-1"-2"

-2'-3"

-1'-10"

-2"

6' -9

P D

-2'-0"

-2 1/2"

TOW

-2"TOW

-2 1/2"

-2"TOW

7'- 4"

-2 1/2"

-2"

4' -1

4'-9" 11'-8"

5'-8" 9'-3"

7'-11"

'-2

-0

5'-3"

8' -8

-7

-2"

-2"TOW

-4"

-1/2"

6' -2

-2 1/2"

2'-4"

R25'-5"

'-9

9'-6"

9'-7"

9'-6"

19'-0"

19'-3"

19'-0"

18'-9"

1'-5"

7'-7"

R23'-6"

1'-8"

2' -1

-2'-0"

1'-8"

1' -0

-4 1/2"

-4"

7' -1

03 8" 6'-

-4"

6' -0

'-5 1 2"

-4"

-4 1/2"

7' -1

8'-3 12 "

WAUGH STREET 84' R/W

EXISTING SIDEWALK

S1 .0A1

RETAINING WALL

EXIST. RAMP DN

1:12

EXIST. RAMP DN

1:12

WOMEN

MEN

CHILDREN'S

CIRC. DESK

CHILDREN'S

READING

CHILDREN'S

WORKROOM

CHILDREN'S

READING

CHILDREN'S

COLLECTIONS

STORY

HOUR

STORAGE

PROJECTION

ROOM

MULTI-PURPOSE

ROOM

KITCH.

SPECIAL

COLLECTION

VEST.

CORRIDOR

STOR.

215A

STOR.

216A

STAIR

STOR.

KITCHEN

PAVILION

STOR.

212A

CLOSET

2.2

B.7

B.3

B.7

2.3 2.7

CHILDREN'S

REFERENCE

MULTI-PURPOSE

2 3 4

CLOSET

280A

GENERAL

READING

LIGHT POLE (TYP.)

FFE = 796.00'

S1.0B

S1 .0A

S1.0B

P3"

X-BARS

"d"

V-BARS

#5 @ 12"o.c.

"a"

TYP

2"CONC.

"t" ft.-in.

SITE RETAINING WALL SCHEDULE

"a""H" "d" X-BARS ft.-in.

"t" in

V-BARS

2'-0" 3'-0"

4'-0" 3'-0"

1'-0" 5'-6" 12" #5 @ 12"o.c.6'-0"

12"

1'- 0"

12"

#5 @ 12"o.c.

ft.-in.

12"

1'-0"

WRAP STONE BACKFILL IN

GEOTEXTILE FABRIC

WASHED STONE BACKFILL

3" DIAMETER WEEP HOLES

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

NOTE:

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

CENTER.

2) MINIMUM BAR LAP IS 40 DIAMETERS

6" "w"

"w" in

#5 @ 12"o.c.

#5 @ 12"o.c. #5 @ 12"o.c.

1'-0" CLAY

CAP

SECTION 2

NTS S1.0A S1.0A

#5 @ 12" o.c.

FOR 10" - 12"

THICK WALLS

8'-0" 7'-6"

10'-0" 9'-0" 16"

16"

12"

1'-6"

1'-0"

#6 @ 12"o.c. #6 @ 12"o.c.

#5 @ 12"o.c. #6 @ 12"o.c.

"c"

(1) #5

"b" ft.-in.

"c" ft.-in.

1'- 0"

1'-2"

PIER

1'-

(8) #5's

#4 TIES @ 12" O.C.

SEE SECTION 2/ S1.0A

FOR RETAINING WALL

NOTE:

SEE ARCH. DWGS. FOR

BRICK & PIER FINISH

4'- 0"

PAVILION

FINISH FLOOR

EL. 796.00'

1'-0"11"

1'-11"

T/ RETAINING WALL

SEE ARCH. DWGS. FOR

BRICK & PRECAST FINISH

EL. 795.00'

T/ PIER

EL. 800.00'

RETAINING WALL

SEE DETAIL 2/ S1.0A

RETAINING WALL FTG.

SEE DETAIL 2/ S1.0A

PLAN

PIER

#4 TIES @ 12" O.C.

(8) #5's

SECTION ~ AA

1'-6"

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

1'- 2"

1'-2"

PIER

MIN.

SCALE:

NORTH

S1.0A

RETAINING WALL PLAN

3/32"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.0A

RETAINING

WALL PLAN

SCALE:

S1.0A

RETAINING WALL PIER

3/4"=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

AutoCAD SHX Text C.I.

AutoCAD SHX Text

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 795.00

1'- 0"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE ARCH DWGS FOR

FINISH DETAILS

1'-0"

8" 4"

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 794.00

1'- 0"

1'-

1 2"

3'- 0"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE ARCH DWGS FOR

FINISH DETAILS

1'-0"

8" 4"

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 793.00

2'-

1 2"

4'- 0"

1'- 0"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE ARCH DWGS FOR

FINISH DETAILS 2"

1'-0"

8" 4"

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 790.00

7'- 0"

5'-

1 2"

1'- 0"

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE ARCH DWGS FOR

FINISH DETAILS 2"

1'-0"

8" 4"

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 795.00

1'- 0"

4'- 0"

1'-2"

PIER

T/ PIER 800.00

11"1'-6"

S1.0B

S1.0A

3SEE DETAIL FOR

REINFORCING

SEE ARCH DWGS FOR

FINISH DETAILS

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

1'-0"

8" 4"

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

1'- 6"

1'- 2"

1'- 6"

4'- 2"

1'-6" 11" 1'-0"

WALL

EDGE OF TURNDOWN SLAB

RETAINING WALL

PIER

8" 4"

1'-2" 9"

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

FFE 796.00

T/ WALL 794.95

1'- 01 2"

GRADE 790.00

7'- 0"

5'-

1 2"

11"1'-6"

4'- 0"

1'-2"

PIER

T/ PIER 800.00

1'- 0"

S1.0B

S1.0A

3SEE DETAIL FOR

REINFORCING

SEE ARCH DWGS FOR

FINISH DETAILS

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

1'-0"

8" 4"

EXTEND FOOTING TO 1'-6"

AROUND LIGHT POLE PIERS

SEE DWG. E1.0 FOR LIGHT

POLE LOCATIONS

FFE 796.00

T/ WALL 794.95

1'- 01 2"

1'- 0"

1'-

FFE 796.00

T/ WALL 794.95

1 2"

1'- 0"

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

RETAINING WALL TO FOLLOW SLOPE OF RAMP

GRADE 793.00

11 2"

T/ RAMP 794.00

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

GRADE 793.00

SEE SCHEDULE ON S1.0A FOR

RETAINING WALL DETAILS

SEE ARCH DWGS FOR

FINISH DETAILSSEE ARCH DWGS FOR

FINISH DETAILS 2"

1'-0"

8" 4"

1'-0"

T/ RAMP 795.83

1'-

1 2"

SEE ARCH. DWGS. FOR GUARDRAIL

1'- 0"

1'-2"8"1'-2"

3'-0"

T/ RAMP

EL. VARIES (SEE PLAN)

794.00' - 795.83'

EXIST. SLAB

EL. VARIEST/ WALL EL. 795.66'±

MATCH EXIST. SLAB

T/ FTG.

EL. 793.00'

BACKFILL AND POUR NEW SLAB TO

MATCH EXISTING AFTER RETAINING

WALL INSTALLATION

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

T/ WALL

EL. 795.00'

1'-11 2"

1'-0"11 2"

#5's x CONT.

#5's @ 12" O.C.

#4's @ 12" O.C.

X X X X X

SIZE SLAB

(SEE CIVIL DWGS.)

SCALE:

S1.0B

RETAINING WALL SECTION

3/4"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.0B

RETAINING

WALL

SECTIONS

SCALE:

S1.0B

RETAINING WALL SECTION

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL SECTION

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL PIER SECTION

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL SECTION

3/4"=1'-0"

SCALE:

S1.0B

PIER PLAN

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL PIER SECTION

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL SECTION @ TOP OF RAMP

3/4"=1'-0" SCALE:

S1.0B

RETAINING WALL SECTION @ BOTTOM OF RAMP

3/4"=1'-0"

SCALE:

S1.0B

RETAINING WALL SECTION

3/4"=1'-0"

WOMEN

MEN

CHILDREN'S

COLLECTIONS

VEST.

CORRIDOR

213 STOR.

215A

STOR.

216A

STOR.

KITCHEN

PAVILION

STOR.

212A

2.2

B.7

B.3

B.7

2.3 2.7

2 3 41

CLOSET

280A

GENERAL

READING

11'-2" 23'-4" 12'-113 8"

'-1

13 8"

'-4

'-2

8'- 3"

6'-

8'-

8'-3" 6'-10" 8'-3"

'-7

1 2"

3'-6

15'-1" 12'-11 7 16"

3'-1

'-1

17 16

800S162-43 @ 16" O.C.

T/S 10'-8"

W8x21

W10x22

W8x21

" O

T/ S

'-8

" O

T/ S

'-8

HSS6x6x1/4

600S162-43 STUDS BELOW

BEAM @ 16" O.C.600S162-43 @ 16" FROM

FOUNDATION TO TOP OF

AIR CHASE

600S162-43 STUDS FROM

LOW BEAM TO SLOPED

ROOF @ 16" O.C.

S3.0

W10x22

STUDS FROM LOW BEAM

TO SLOPED ROOF

600S162-43 @ 16" O.C.

C8x11.5 RIM JOIST T/S 10'-8"

PROVIDE 1" EXP. JOINT AT

EXISTING BLDG.

SEE ARCH. DWGS.

1'- 8"

W16x31 T/S 10'-8"

W x3

T/ S

'-8

T/S 10'-0"

HSS6x6x1/4

2'-2 116 "

12'-7 1116 "

12'-8"

2'-4 516 "

29'-10"

T/S 10 '-0"

W8x2

T/S 10 '-0"

W8x2

W14x30 T/S 10'-0"

W10x22 T/S 10'-0"

T/S 10'-8"

W 8x

'-8

W x2

T/ S

'-0

W x2

'-0

T/S 10'-8"

4'-7 1 16"

4'- 71 16

600S162-43 STUDS @ 16"

FROM LO BEAM TO TOP

OF AIR CHASE

9'-9 5 16"

OPEN

2'-103 4"

2'- 6"

6'- 91 8"

3'- 67 8"

HSS6x6x1/4

T/S 10'-0"

91 2" 2'-

2'-6" 2'-3"

2'-2"

2'- 2"

S3.1

13OPP. HAND

W 8x

W8x21

2'-8"10'-23 4"

800S162-43 @ 16" O.C.

T/S 10'-8"

RTU-1

W 8x

'-8

W 8x

'-8

W8x21 T/S 10'-8"

2'- 33 8"

7'- 23 8"

3'- 41 4"

22"x26" SUPPLY DUCT

THRU ROOF

800T125-54 RIM JOIST

PROVIDE 1" EXP. JOINT AT

EXISTING BLDG.

SEE ARCH. DWGS.

800T125-54 RIM JOIST

PROVIDE 1" EXP. JOINT AT

EXISTING BLDG.

SEE ARCH. DWGS.

HSS6"x 6"x

1 4"

T/S 10 '-0"

HSS6"x 6"x

1 4"

T/S 10 '-0"

C1 C1 C3 C3 C1 C1

C2 C1C1 C2

C2C2

S3.0

S3.1

'-1

17 16

C8 x1

1.5

'-8

S3.1

KNEE WALL

FLAT ROOF SLOPE TO DS

EAVE SOFFIT @ 10'-8"

KNEE WALL

FLAT ROOF SLOPE TO DS

EAVE SOFFIT @ 10'-8"

NOTE:

CONTRACTOR TO COORDINATE

RTU FRAMING WITH EQUIPMENT

DOUBLE JOISTS

HSS4"x4"x1 4"

B/S 8'-2"

"x 4" x1 4" B/

S 8'-

"x 4" x1 4" B/

S 8'-

11 2"

"x 4" x1 4" B/

S 8'-

S4 "x

4" x1 4"

B/ S

8'- 2"

"x 4" x1 4" B/

S 8'-

HSS4"x4"x1 4"

B/S 8'-2" HSS4"x4"x1

4" B/S 8'-2"

HSS4"x4"x1 4"

B/S 8'-2" HSS4"x4"x1

4" B/S 8'-2"

"x 3" x1 4"

1'- 9"

HSS6"x3"x1 4"

S1.1

"x 3" x1 4"

W10x22 T/S 11'-4"

HSS6"x3"x1 4"xCONT.

RIM BOARD

W8x21 T/S 10'-8"

W10x22 T/S 10'-0"

W8x21 T/S 10'-8"

C8x11.5 RIM BOARD

ENDS AT W8

L3"x3"x1

4" WELDED TO

TUBE TO CARRY DECKING

L6"x4"x 5 16"xCONT.

EDGE ANGLE

L6"x4"x 5

16" EDGE ANGLE

SHIM AT W8 AS REQ'D

FOR BOTTOM OF

SOFFIT ELEVATION

DECKING

TYP

EXISTING BUILDING

LAST COLD FORMED JOIST

T/S 10'-8"

HSS6"x3"x1 4"

W10x22 T/S 11'-4"

W10x22 T/S 10'-0"

W8x21 T/S 10'-8"

6" 1'-

2'- 2"

4L6"x4"x 5 16"xCONT.

EDGE ANGLE

HSS6"x3"x1 4"xCONT.

RIM BOARD

L3"x3"x1

4" WELDED TO

TUBE TO CARRY DECKING

TYP

DECKING

COLD FORMED JOIST

T/S 10'-8"

L6"x4"x 5

16" EDGE ANGLE

SHIM AT W8 AS REQ'D

FOR BOTTOM OF

SOFFIT ELEVATION

800T125-54 RIM

BOARD ENDS AT W8

W8x13 T/S 10'-8"

FOM

SCALE:

NORTH

S1.1

LOW ROOF FRAMING PLAN

1/4"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

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U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.1

LOW ROOF

FRAMING

PLAN

T/ STEEL EL. SEE PLAN

INDICATES TOP OF JOIST ELEVATION

ABOVE FINISHED FLOOR.T/J

STRUCTURAL LEGEND:

COLUMN/FOOTING DESIGNATION - SEE

COLUMN/FOOTING SCHEDULE ON S0.1.(?)

SW? INDICATES SHEAR WALL

SEE SCHEDULE ON S0.1

INDICATES FULL-PEN MOMENT

CONNECTION

32" RATED SHEATHING WITH #8

SCREWS AT 6" O.C. AT SUPPORTS

SCALE:

S1.1

ROOF OVERFLOW FRAMING PLAN

3/4"=1'-0" NW CORNER

SCALE:

S1.1

ROOF OVERFLOW FRAMING PLAN

3/4"=1'-0" SE CORNER

15/32" RATED SHEATHING w/ 8d NAILS AT

3x6 #2 SYP T&G ATTACH TO FRAMING 40d TOENAIL AT SUPPORTS w. (2) #14x4" WOOD SCREWS

(2) #8x2.5" WOOD SCREWS FROM 2x TO 2x

6" o.c. AT SHEET PERIMTER, 12" o.c. FIELD.

(2) SIMPSON PDPAWL 250 FROM 2x TO STEEL

8" SPIKES AT 30" o.c. HORIZONTALLY IN PREDRILLED HOLES

B.3

B.7

2.3 2.7

2 3 41

11'-2" 23'-4" 12'-113 8"

'-1

13 8"

'-4

'-2

8'- 31 16

6'-

8'- 3"

8'-3" 6'-10" 8'-3"

14'-9 12 "

3'-6

3'-1

'-1

17 16

W16x31 T/S 16'-2"

W x3

T/ S

'-2

W x3

T/ S

'-2

W x2

T/ S

'-4

W8x21

(SLOPED)

W 8x

W8x21

(SLOPED)

W8x21

(SLOPED)

W8x21

(SLOPED)

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

HSS6"x 6"x

1 4"

MULLI

600S162-43 STUDS FROM

LOW BEAM TO SLOPED

ROOF @ 16" O.C.

600S162-43 JOISTS @ 16" O.C.

600S162-43 STUDS @ 16"

FROM LO BEAM TO TOP

OF AIR CHASE

600S162-43 @ 16" FROM

FOUNDATION TO TOP OF

AIR CHASE

S3.0

W12x16 (SLOPED)

6'-6" 6'-5 7 16"

4'-7"

6'- 515 16

6'-

57 16

4'- 7"

5'-7"5'-7"

5'- 7"

FLAT ROOF BELOW

W8x2

(SLO

PED)

W 8x

W10x22 T/S 11'-4"

W8x21

(SLOPED)

W16x31 T/S 16'-2"

4'- 71 16

HSS6"x 6"x

1 4"

HSS6"x 6"x

1 4"

HSS6"x6"x 14 " (T/S 17'-3")

HSS6"x6"x 14 " (T/S 14'-0")

S3.1

2'-2"

S3.1

8MOMENT CONNECTION

2'- 2"

12'-7 1116 "

2'-1 1316 "

S3.0

S3.1

13OPP. HAND

SHEATHING ONLY OVER EAVE

FRAMING - NO T&G BOARDS

L4"x4"x1

4" SHEATHING

SUPPORTS - SHEATHING

MUST SPAN PERPENDICULAR

OVER ANGLES

W16x31 T/S 11'-4"

S3.1

W12x16 (SLOPED)

W x3

T/ S

'-4

W x3

'-4

W x3

T/ S

'-4

W x3

'-4

W 8x

W8x21

(SLOPED)

600S162-43 STUDS FROM

LOW BEAM TO SLOPED

ROOF @ 16" O.C.

CLERESTORY EAVE ABOVE

KNEE WALL

FLAT ROOF SLOPE TO DS

EAVE SOFFIT @ 10'-8"

KNEE WALL

FLAT ROOF SLOPE TO DS

EAVE SOFFIT @ 10'-8"

"x 3" x1 4"

ILE

S3.1

S3.2

HSS6"x3"x1

4" PERIMETER

NAILER BEAM

4" BENT PLATE WELDED TO

HSS6"x3"x1

4" PERIMETER

BEAM

1 4"

S6 "x

3" x1 4"

S3.2

S1.1

HSS6"x6"x 14 " (T/S 17'-3")

HSS6"x6"x 14 " (T/S 14'-0")

SCALE:

NORTH

S1.2

HIGH ROOF FRAMING PLAN

1/4"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

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E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.2

HIGH ROOF

FRAMING

PLAN

T/ STEEL EL. (SEE PLAN)

INDICATES TOP OF JOIST ELEVATION

ABOVE FINISHED FLOOR.T/J

STRUCTURAL LEGEND:

COLUMN/FOOTING DESIGNATION - SEE

COLUMN/FOOTING SCHEDULE ON S0.1.(?)

SW? INDICATES SHEAR WALL

SEE SCHEDULE ON S0.1

INDICATES FULL-PEN MOMENT

CONNECTION

15/32" RATED SHEATHING w/ 8d NAILS AT

3x6 #2 SYP T&G ATTACH TO FRAMING 40d TOENAIL AT SUPPORTS w. (2) #14x4" WOOD SCREWS

(2) #8x2.5" WOOD SCREWS FROM 2x TO 2x

6" o.c. AT SHEET PERIMTER, 12" o.c. FIELD.

B.3

B.7

2.3 2.7

2 3 41

11'-2" 23'-4" 12'-113 8"

'-1

13 8"

'-4

'-2

8'- 3"

6'-

8'-

8'-3" 6'-10" 8'-3"

'-1

17 16

HSS6"x6"x1 4"

T/S 19'-10"

HSS6"x6"x1 4"

T/S 19'-10"

"x 6" x1 4" T/

'-1 0"

"x 6" x1 4" T/

'-1 0"

0" x6

"x 1 4"

0" x6

"x 1 4"

0" x6

"x 1 4"

0" x6

"x 1 4"

HSS10"x6"x1 4"

(SLOPED)

HSS10"x6"x1 4"

(SLOPED)

HSS10"x6"x1 4"

(SLOPED)

HSS10"x6"x1 4"

(SLOPED)

4'-2"

4'- 2"

4'-2" HSS4"x3"x1

4" PERIMETER

NAILER BEAM

HSS4"x3"x1

4" PERIMETER

NAILER BEAM

HSS4"x3"x1

4" PERIMETER

NAILER BEAM

HSS4"x3"x1

4" PERIMETER

NAILER BEAM

HSS10"x6"x 14 "

(SLOPED)

HSS10"

x6" x1 4"

(SLO

PED)

HSS10"x6"x 14 "

(SLOPED)

HSS10"

x6" x1 4"

(SLO

PED)

PEAK T/S 23'-8"

S3.1

9 MOMENT CONNECTION

HSS6"x6"x1 4"

T/S 19'-10" HSS6"x6"x1

4" T/S 19'-10"

HSS6"x6"x1 4"

T/S 19'-10" HSS6"x6"x1

4" T/S 19'-10"

"x 6" x1 4" T/

'-1 0"

"x 6" x1 4" T/

'-1 0"

"x 6" x1 4" T/

'-1 0"

"x 6" x1 4" T/

'-1 0"

SHEATHING ONLY OVER EAVE

FRAMING - NO T&G BOARDS

L4"x4"x1

4" SHEATHING

SUPPORTS - SHEATHING

MUST SPAN PERPENDICULAR

OVER ANGLES

HSS4"x3"x1 4"

LOOKOUT FRAMING (TYP.)

S3.2

4" BENT PLATE WELDED TO

HSS4"x3"x1

4" PERIMETER BEAM (TYP.)

4" BENT PLATE WELDED TO

HSS4"x3"x1

4" PERIMETER BEAM

(TYP.)

S3.2

SCALE:

NORTH

S1.3

CLERESTORY FRAMING PLAN

1/4"=1'-0"

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S1.3

CLERESTORY

FRAMING

PLAN

T/ STEEL EL. 19'-10" U.N.O.

INDICATES TOP OF JOIST ELEVATION

ABOVE FINISHED FLOOR.T/J

STRUCTURAL LEGEND:

COLUMN/FOOTING DESIGNATION - SEE

COLUMN/FOOTING SCHEDULE ON S0.1.(?)

SW? INDICATES SHEAR WALL

SEE SCHEDULE ON S0.1

INDICATES FULL-PEN MOMENT

CONNECTION

15/32" RATED SHEATHING w/ 8d NAILS AT

3x6 #2 SYP T&G ATTACH TO FRAMING 40d TOENAIL AT SUPPORTS w. (2) #14x4" WOOD SCREWS

(2) #8x2.5" WOOD SCREWS FROM 2x TO 2x

6" o.c. AT SHEET PERIMTER, 12" o.c. FIELD.

2'- 7"

T/ CONCRETE

(4) #6's EACH WAY

2'-0" 2'-0"

5'-6"

2'- 0"

5'- 2"

HELICAL PILES

BY OTHERS

SECTION ~ AA

SEE COLUMN SCHEDULE

DWG. S1.0

9" 9"

7" 7"

GRADE BEAM

1'-

1'-2"

1'-0"

5'-0"

AT ENTRIES

4" 3"

DOWELS

"X X X X X X XX

GRADE BEAM

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

1'-

2'-11 2"1

2'-2"

FIN. FLOOR

EL. 796.0'

5'- 4"

1'-2"

EXISTING BUILDING

GRADE BEAM

REBAR

STIRRUPS

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

1'-6" 1'-6"

5'-6"

1'- 6"

5'- 2"

1'-3" 1'-3"

1'- 1"

SECTION ~ CC

2'- 7"

T/ CONCRETESEE COLUMN SCHEDULE

DWG. S1.0

GRADE BEAM(4) #6's EACH WAY

HELICAL PILES

BY OTHERS

3'- 3"

T/ CONCRETE

(10) #8's EACH WAY

2'-0" 2'-0"

6'-6"

2'- 0"

6'- 6"

HELICAL PILES

BY OTHERS

SECTION ~ BB

1'- 3"

1'-3"1'-3"

SEE COLUMN SCHEDULE

DWG. S1.0

GRADE BEAM

2'-11 2"1

EXP. JT.

2'-2"

2'-11 2"1

2'-2"

1-A

1-B

FIN. FLOOR

EL. 796.0'

5'- 4"

1'-8"

FIN. FLOOR

EL. 796.0'

3'- 4"

1'-8"

1'-

1'- 6"

5'- 6"

1'-6" 1'-6"

4'-91 2"

1'- 3"

2" 1'-1"

SEE DETAIL 1/S2.0 FOR

PILE CAP INFO

CPILE CAP TYPE

EXISTING BUILDING

EXISTING BUILDING GRADE BEAM

2'- 7"

1'-2"

1'-

GRADE BEAM

2'- 7"

1'-2"

A B

EXISTING BUILDING

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

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E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S2.0

FOUNDATION

DETAILS

SCALE:

NORTH

S2.0

PILE CAP PLAN

3/4"=1'-0"

SCALE:

NORTH

S2.0

PILE CAP PLAN

3/4"=1'-0"

SCALE:

NORTH

S2.0

PILE CAP PLAN

3/4"=1'-0"

SCALE:

NORTH

S2.0

PILE CAP PLAN

3/4"=1'-0"

SCALE:

S2.0

GRADE BEAM SECTION

3/4"=1'-0"

SCALE:

S2.0

GRADE BEAM SECTION

3/4"=1'-0"

SCALE:

S2.0

PILE CAP SECTION

3/4"=1'-0"

SCALE:

S2.0

PILE CAP SECTION

3/4"=1'-0"

JT1"

3'- 611 16

(C1) (-0'-10")

(C1) (-12'-0")

6'-0" WALL FOUNDATION

(C2) (-1'-6")

(C1) (-0'-10")

'-0

L F

2'-

1 2"

15'-315 16" 5'-6"

20'-915 16"

12'-711 16"2'-81

EL. -12'-1"

EL. -12'-0"

1'- 6"

1'-6"

2'-6

2'-6"

1'- 0"

1'-0"

3'- 17 8"

S2.1

EXP. JT

3'- 21 16

S2.1

(C1) (-0'-10")

CONCRETE INFILL

3'-2 1 16" 1'-6" 5'-315

16"

'-0

1'-

'-2

10'-0"

T/ SLAB

EL. 0'-0" (796.00')

T/ RET. WALL

EL. -0'-10"

AREAWAY

WATER STOP

'-8

7'-

" A .F

'-0

EXISTING BUILDING

RETAINING WALL

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

EL. -12'-1"

T/ SLAB

EL. 795.00'

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

1'-6"

'-0

1'-

'-2

T/ SLAB

EL. 0'-0"

T/ RET. WALL

EL. -0'-10"

WATER STOP

COLUMN PIER

RETAINING WALL

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

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

2'-6"

2'- 6"

(8) #6's

#4 TIES @ 12" O.C.

'-0

1'-

'-2

10'-0"

T/ SLAB

EL. 0'-0"

T/ RET. WALL

EL. -0'-10"

'-8

7'-

" A .F

'-0

EXISTING BUILDING

COLUMN PIER

RETAINING WALL & INFILL

T/ SLAB

EL. 795.00'

2'- 8"

#5 HORIZONTALS @

12" O.C., EPOXY

INTO EAST WALL

WHERE POSSIBLE

EPOXY #5 VERT.

DOWELS TOP & BOTTOM

@ 16" O.C., OVERLAP

DOWELS

CONCRETE INFILL

SEE 1/ S1.0 FOR SLAB

STEEL & ORIENTATION

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S2.1

AREAWAY

FOUNDATION

DETAILS

SCALE:

NORTH

S2.1

AREAWAY FOUNDATION PLAN

1/2"=1'-0"

SCALE:

S2.1

AREAWAY FOUNDATION SECTION

1/2"=1'-0"

SCALE:

S2.1

AREAWAY FOUNDATION SECTION

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

S2.1

AREAWAY FOUNDATION SECTION

1/2"=1'-0"

SCALE:

S2.1

COLUMN PIER

3/4"=1'-0"

NOTE:

SEE DWG. S1.0 FOR COLUMN SCHEDULE

CONTRACTOR NOTE:

ELEVATION CHANGE IN EXISTING FOOTINGS IN

THIS AREA. SHORING MAY BE REQUIRED HERE.

AutoCAD SHX Text

O.A. SHAFT

HSS6x6x1/4

S6 x6 x1

" O

AIR CHASE

OUTSIDE

STORAGE

'-3

'-0

'-3

S6 x6 x1 4

'-8

'-1

1 2"

4'- 0"

2'- 9"

51 2"

800S162-43 @ 16" O.C.

S3.0

600S192-43 @ 16" O.C.

NOTE:

SEE DRAWINGS S2.1 FOR

AREAWAY FOUNDATION

600S162-43 @ 16" O.C. T/ STEEL

EL. 14'-0"

EL. -12'-1"

1/2

'-0

4'-

0" 3'-

2'- 9"

3'- 6"

600S162-43 @ 16"

WALL STUDS

12'-75 8"

3" 12'-03 4" 315

16"

S6 x6 x1

3'- 71 16

12'-75 8" 2'-113

16"

PLAN

600S162-43 @ 16"

JOISTS

HSS6"x6"x1 4"

"x 6" x1 4"

HSS6"x6"x1 4"

S3.0

2" CAP PLATE (TYP.)

4" CLOSURE PLATE (TYP.)

S3.0

11'-3"

LOUVER OPENING

"x 3" x1 4"

'-3

32" RATED SHEATHING W/ #8

SCREWS AT 6" O.C.

'-0

7'-

4'- 0"

12'-75 8"

'-3

'-0

'-3

S6 x6 x1

HSS6x6x1/4

600S162-43 @ 16"

NOTE:

SEE DRAWINGS S2.1 FOR

AREAWAY FOUNDATION

HSS6x6x1/4

11'-3"

LOUVER OPENING

"x 3" x1 4"

3'- 3"

2'- 9"

3'- 6"

6" 6"

SECTION ~ AA

HSS6"x6"x1 4"

COLUMN

HSS6"x6"x1 4" W10x22

8" SHEAR PLATE ON COLUMN

WITH 38" STIFFENER PLATE

8" PLATE ON W10 W/ (2) 34"Ø

A325 BOLTS

HSS6"x6"x1 4"

BEHIND W10

W10x22

TYP

HSS6"x6"x1 4"

COLUMN

HSS6"x6"x1 4"

77 8"

NOTE:

WALL IN THIS LOCATION IS 6" METAL

STUDS WITH 58" GYP. BD. EACH SIDE.

TUBE COLUMN WILL STICK THRU THE

WALL 5

16" EACH SIDE.

A HSS6"x6"x1

8" PLATE CONNECTION

BELOW W10

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S3.0

AREAWAY

STEEL

FRAMING

SCALE:

S3.0

AREAWAY FRAMING SECTION

3/8"=1'-0"

SCALE:

S3.0

AREAWAY FRAMING SECTION

3/8"=1'-0"

SCALE:

S3.0

AREAWAY FRAMING SECTION

3/8"=1'-0"

SCALE:

S3.0

CONNECTION DETAIL

1"=1'-0"

SIMPSON PDPAWL-250

(2) @ 12" o.c.

W8x21

(SEE PLAN)

(2) 2x6 WOOD SLEEPER (2) 2x4 WOOD SLEEPER

HSS10"x6"x1 4"

(SEE PLAN)

(2) #8x2.5" WOOD SCREWS @ 12" o.c.

(2) 14"x5" LAG SCREWS @ 12" o.c.

8d NAILS, 6" o.c. @ PANEL EDGES, 12" o.c. FIEL

SIMPSON PDPAWL-250

(2) @ 12" o.c.

(2) #8x2.5" WOOD SCREWS @ 12" o.c.

(2) 14"x5" LAG SCREWS @ 12" o.c.

8d NAILS, 6" o.c. @ PANEL EDGES, 12" o.c. FIEL

W8x21

W16x31 ATTACH TO 38" SHEAR

PLATE WITH 34"Ø A325 BOLTS

HSS4"x3"x1 4"

CLOSE ENDS

L4"x4"x1

4" BETWEEN JOISTS

3"-12"

TYP

STAGGERED

3"-12"

EL. 10'-8"

TYP

HSS6"x3"x1 4"xCONT.

CLOSE ENDS

4" OR 6" SQUARE TUBE COLUMN

SEE PLAN ON DWG. S1.0

T/ STEEL

EL. 11'-4"

4'-7"

8" THICK CAP PLATE

W/ (4) 34"Ø A325 BOLTS

SEE STRUCTURAL LEGEND ON

PLANS FOR WOOD ROOFING

MATERIALS & NAILING

(2) 2x WOOD SLEEPERS

B/ STEEL

EL. 8'-11

HSS4"x4"x1 4"

HEADER (TYP.)

TYP

NOTE:

SEE DETAIL 4/ S3.2 FOR COLD

FORMED STEEL THIS AREA

L4"x4"x1

4" BETWEEN JOISTS

TYP

3"-12"

4" BENT PLATE x CONT.

BUTT JOINT FIELD SPLICES

SHEATHING CARRIES

OVER ANGLES

C3x6 WELDED TO

BOTTOM OF TUBE

1 2

T/ STEEL

EL. 10'-8"

2'-2"

EXP. JT.

SEE ARCH. DWGS.

T/ STEEL

EL. 10'-0"

800T125-54

RIM BOARD

EXISTING BUILDING

W16

800S250-54

L6"x4"x 5 16"xCONT.

EDGE ANGLE

SIMPSON JOIST HANGER

S/LBV2.56/8 W/ (3) #10 SCREWS

TYPSIMPSON RIGID CONNECTOR

ANGLE RCA223/54 W/ (6) #10

SCREWS

W10

800S162-43

4'-7"

4'- 7"

4'- 4"

4'-4"

PLYWOOD ONLY

HSS6"x3"x1 4"xCONT.

RIM W/ BENT PLATE

L4"x4"x1

4" BETWEEN

JOISTS

HSS4"x3"x1

CLOSE ENDS

W8x21

(SLOPED)

4" BENT PLATE x CONT.

BUTT JOINT FIELD SPLICES

W16x31

(2) 2x WOOD SLEEPERS

SEE STRUCTURAL

LEGEND ON PLANS FOR

WOOD ROOFING

MATERIALS & NAILING

HSS4"x3"x1 4"

CLOSE ENDS

L4"x4"x1

4" BETWEEN

JOISTS

W8x21

2" CAP PLATE W/ (4)

4"Ø A325 BOLTS

EL. 10'-8"

T/ STEEL

EL. 11'-4"

L4"x4"x1

4" BETWEEN

JOISTS

4" BENT PLATE x CONT.

BUTT JOINT FIELD SPLICES

SHEATHING CARRIES

OVER ANGLES

3"-12"

TYP

STAGGERED

3"-12"

C3x6 WELDED TO

BOTTOM OF TUBE

W16x31

HSS10"x10"x1 4"

COLUMN

T/ STEEL

EL. 16'-2" 3

TYP

HSS10"x10"x1 4"

COLUMN

T/ STEEL

EL. 19'-10"

TYP

T/ STEEL

EL. 11'-4"

T/ STEEL

BOT./ SOFFIT

EL. 10'-8" W8x13

1'-8"5"

2'-1"1"

EXP. JT.

2'-2"

EXISTING

BUILDING

SEE ARCH. DWGS FOR

EXP. JOINT AND

ROOFING MATERIAL

T/ STEEL

EL. 10'-0"

BUILT-UP ROOF INSULATION FOR

OVERFLOW - SEE ARCH. DWGS.

BEAM DOES NOT EXTEND

BEYOND COLUMN

T/ STEEL

EL. 11'-4"

BOT./ SOFFIT

EL. 10'-8"

2'-2"

2'-1" 1"

SEE ARCH. DWGS FOR

EXP. JOINT AND

ROOFING MATERIAL

EXISTING

BUILDING

L6"x4"x 5 16"xCONT. EDGE ANGLE

COORDINATE BOTTOM OF

ANGLE ELEVATION WITH

SOFFIT MATERIAL THICKNESS

- SHIM AS REQUIRED

HSS6"x3"x1

4" WITH

L3"x3"x1

4" DECKING

SUPPORT

DECKING

BUILT-UP ROOF INSULATION FOR

OVERFLOW - SEE ARCH. DWGS.

W8x21

W10x22 ATTACH TO 38" SHEAR

PLATE WITH 34"Ø A325 BOLTS

L4"x4"x1

4" BETWEEN

JOISTS

6" SQUARE TUBE COLUMN

T/ STEEL

EL. 11'-4"

4'-7"

SEE STRUCTURAL LEGEND ON

PLANS FOR WOOD ROOFING

MATERIALS & NAILING

HSS4"x3"x1

4" END FRAME FOR

ROOF OVERFLOW KNEE WALL

SKEWED W8x21 ATTACHED

ON COLUMN CORNER

HSS6"x3"x1 4"xCONT.

CLOSE ENDS

THIS HAS TO STOP

INSIDE KNEE WALL

BOT./ SOFFIT

EL. 10'-8"

SLOPED & SKEWED W12x16

ROOF BEAM ATTACHED TO

COLUMN WITH 38" SHEAR

PLATE & (2) 34"Ø A325 BOLTS

4 OPP. HAND & SIM.

4" BENT PLATE x CONT.

BUTT JOINT FIELD SPLICES

SHEATHING CARRIES

OVER ANGLES

OVERFLOW ROOFING

(BEYOND)

HSS6"x3"x1 4"

D C

T/ STEEL

EL. 10'-8"

2'-2"

EXP. JT.

SEE ARCH. DWGS.

T/ STEEL

EL. 10'-0"

800T125-54

RIM BOARD

EXISTING BUILDING

W16

1'-8"

L6"x4"x 5 16"xCONT.

EDGE ANGLE

W14 OR W10

(SEE PLAN)

TYP

SIMPSON RIGID CONNECTOR

ANGLE RCA223/54 W/ (6) #10

SCREWS

RTU

SEE PLAN

SIMPSON JOIST HANGER

S/LBV2.56/8 W/ (3) #10 SCREWS

SIMPSON JOIST HANGER

S/LBV2.56/8 W/ (3) #10 SCREWS

W8x21W8x21

800S162-43

D C

T/ STEEL

EL. 10'-8"

2'-2"

EXP. JT.

SEE ARCH. DWGS.

T/ STEEL

EL. 10'-0"

800T125-54

RIM BOARD

EXISTING BUILDING

W16

1'-8"

L6"x4"x 5 16"xCONT.

EDGE ANGLE

W14 OR W10

(SEE PLAN)

SIMPSON JOIST HANGER

S/LBV2.56/8 W/ (3) #10 SCREWS

TYP

SIMPSON RIGID CONNECTOR

ANGLE RCA223/54 W/ (6) #10

SCREWS

800S162-43

2'-2"

EXP. JT.

SEE ARCH. DWGS.

T/ STEEL

EL. 10'-0"

C8x11.5

RIM BOARD

EXISTING BUILDING

L6"x4"x 5 16"xCONT.

EDGE ANGLE

SIMPSON RIGID CONNECTOR

ANGLE RCA223/54 W/ (6) #10

SCREWS

W10

800S162-43

W.P.

81 2"

W16x31

W8x21

SLOPED ROOF

CORNER BEAM

L6"x4"x 5 16"

W/ (2) 34"Ø A325 BOLTS

TYP

8" SHEAR PLATE

W/ (2) 34"Ø A325 BOLTS

HSS6"x3"x1 4"xCONT.

RIM

HSS4"x3"x1

CLOSE ENDS

(2) L4"x4"x1 4"

BETWEEN JOISTS

SEE STRUCTURAL

LEGEND ON PLANS FOR

WOOD ROOFING

MATERIALS & NAILING

4" BENT PLATE x CONT.

BUTT JOINT FIELD SPLICES

SHEATHING CARRIES

OVER ANGLES

C3x6 WELDED TO

BOTTOM OF TUBE

3"-12"

TYP

STAGGERED

3"-12"

(2) 2x WOOD SLEEPERS

3"-12"

TYP

STAGGERED

3"-12" HSS4"x3"x1

CLOSE ENDS

C3x6

SECTION ~ AA

March Adams& Associates Consulting Engineers

310 Dodds Ave.

P.O. Box 3689 Chattanooga, Tennessee 37404

PH: (423)698-6675

MAA JN: 24133

SHEET NO.

DRAWING TITLE

2 OCTOBER 25

JOB NO.

REVISIONS

DRAWN BY

DATE

J.C.

O N, G A

G P

W H

C O

U N

E #3

EORG IA

3RO)ESSIONA/

REGISTERED

E N G I N E E R

NO� 3E��

JAMES BR I AN HORNE10 2 25

S3.1

STEEL

DETAILS

DEVELOPED VIEW

SCALE:

S3.1

WOOD ROOFING DETAIL

1"=1'-0"

SCALE:

S3.1

EAVE DETAIL

1"=1'-0"

SCALE:

S3.1

COLD FORMED JOIST SECTION

1"=1'-0"

SCALE:

S3.1

COLD FORMED JOIST SECTION

1"=1'-0"

SCALE:

S3.1

HIGH ROOF CORNER PLAN

3/4"=1'-0"

SCALE:

S3.1

JOIST OVER ROOF BEAM DETAIL

3/4"=1'-0" SCALE:

S3.1

HIGH ROOF CORNER SECTION

3/4"=1'-0"

SCALE:

S3.1

MOMENT CONNECTION - WIDE FLANGE

3/4"=1'-0" SCALE:

S3.1

MOMENT CONNECTION - TUBE STEEL

3/4"=1'-0"

SCALE:

S3.1

EAST ROOF OVERFLOW

3/4"=1'-0" (LOOKING WEST) SCALE:

S3.1

NORTH ROOF OVERFLOW

3/4"=1'-0" (LOOKING SOUTH)

SCALE:

S3.1

ROOF OVERFLOW SECTION

3/4"=1'-0"

SCALE:

S3.1

COLD FORMED JOIST SECTION @ RTU

1"=1'-0"

SCALE:

S3.1

COLD FORMED JOIST SECTION

1"=1'-0"

8'-3"6'-10"8'-3"

4'-2" 4'-2"23'-4"

8" LT GA JOIST

8'- 0"

'-8

12'-111 2"

A4.1

2 3

8" 21 2"

4" 3 4"

8" 2'

-4

3 X 6 T&G WOOD DECK ON STEEL

BEAMS PER STRUCTURAL

1X WOOD TRIM TO WOOD BLKG

METAL ROOF , STANDING SEAM

TO METAL FURRING CLIPS PER

ROOFING CONTRACTOR

STEEL BEAM PER STRUCTURE

SOLID SURFACE WINDOW STOOL

W/ PAINTED WOOD TRIM

ALUM WINDOW

ALUM CLAD PANEL

LIGHT FIXTURE PER ELECTRICAL

PAINTED WOOD TRIM & GALLERY TRIM

TO 3WOOD BLKG

8'-0" AFF

1/2" SHEATHING

ALUM COUNTER FLASHING

TO 2 X 6 STUDS

MEMBRANE ROOF FLASHING

R-19 FOIL FACED BATT INSULATION FIT

SNUG BETWEEN STUDS & PLATES

ROOF HATCH

2X6 WD STUDS @ 16" OC

W/ 5/8" GYP BD

2X6 WD STUDS @ 16" OC W/

5/8" GYP BD + R-19 BATT INSULATION

5/8' PLYWD TO WOOD STUDS +

5/8" GYP BD FINISH

8" CER TILE BASE SET IN SEALANT TO

THE FLOOR TILE & ADHESIVE TO PLWD

GALLERY REVEAL WITH HANGERS

GALLERY REVEAL…

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File details come from the government source that posted it. Updated Oct 27, 2025.