RHS BB Hitting Facility Drswings 9_29_23.pdf

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35.53'30.24'

24.18'

40.71'

80.63'

40.35'

120.13'

100.22'

198.26'

82.22'

89.76'113.35'

73.61'

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194.83' 56.05'

49.04'

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55.32'

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46.74'

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SOFTBALL

HD

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HD

Y

DN

CJ

CJ

CJCJ

746'-0"

748'-0"

750'-0"

746'-0"

748'-0"

750'-0"

CJ

CJCJ

1 2 3 4 5

A102

H11

A102H18

A102

A102 A18

A11

24'-6 1/8" +/-

A

B

C

D

New fill and asphalt

New 4" Concrete apron

Existing Building

Existing bleachers

Line of existing ballfield

Existing Building

1/

2"

1' -0

1/ 2"

1'

-0 " New Hitting

Facility

Existing rip-rap drainage ditch

Line of existing asphaltLine of existing asphalt

1 2 3 4 5

A

B

C

D

5,033 SF

Building Area

4,844 SF

Hitting Facility

Occ = 97Netting System

Netting System 115' - 6"

49 34

34" Egress Component Width

Egress Component Capacity Occupant Load

Life Safety Plan Legend (view in color for clarity)

Egress_distance

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

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1"0" 2" 3" 6"

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Cover Sheet

G000

29 Tiger Trail Ringgold, GA 30736

Derthick, Henley & Wilkerson Architects 1001 Carter Street Chattanooga, Tennessee 37402 423-266-4816 FAX 423-267-8830

CONTACTS

ARCHITECT

DERTHICK, HENLEY AND WILKERSON, ARCHITECTS

1001 Carter Street Chattanooga, Tennessee 37402 Telephone: (423) 266-4816 Fax: (423) 267-8830 Contact: Ray Boaz rboaz@dhw-architects.com

Sheet Number Sheet Name

Current Revision Description

Current Revision Date

General G000 Cover Sheet

Civil C100 Site Staking C200 Existing Conditions and Demolition C301 Site Grading C302 . Site Drainage C500 Sediment and Erosion Control Notes C501 Sediment and Erosion Control Phase I C502 Sediment and Erosion Control Phase II C700 Site Details

Structural S001 Structural General Notes and Details S002 Structural Details S003 Special Inspections S100 Structural Plans

Architecture A100 Floor Plan A101 Sections A102 Elevations A103 Ceiling Plan A600 Openings

Mechanical M001 Mechanical Schedules & Plan

Electrical ES1.0 Electrical Site Plan

Electrical E001 - Electrical Project Schedules & Notes E101 Electrical Lighting Plan E201 Electrical Power Plan

SHEET LIST

Code Analysis (edit for project)

Applicable Codes:

International Building Code, 2018 Edition, with Georgia Amendments (2020), (2022) International Fire Code, 2018 Edition (Contact State Fire Marshal Below) International Plumbing Code, 2018 Edition, with Georgia Amendments (2020), (2022), (2023) International Mechanical Code, 2018 Edition, with Georgia Amendments (2020) International Fuel Gas Code, 2018 Edition, with Georgia Amendments (2020), (2022) National Electrical Code, 2020 Edition, with Georgia Amendments (2021) International Energy Conservation Code, 2015 Edition, with Georgia Supplements and Amendments (2020), (2022), (2023)

Climate Zone 4A

Occupancy Type:

Occupancy Group A-3

Construction Type:

Per Table 601 Building is Type 2B

Fire Resistance Ratings per Table 601:

Structural Columns:0 Exterior Building Walls: 0 Structural Floor Beams:0 Structural Floor Slabs:0 Roofs: 0

Area Summary:

Fire Suppression System: None

SUMMARY

Rating Requirements:

713.4, 1009.3.1.2 and 402.4 Elevator Shaft & Room: N/A Stairs: N/A Separation between Occupancies: N/A

Building Occupancy:

Per Table 1004.1.2 Hitting Facility: 4827 sf / 50 = 97 occupants

Exits and Exit Capacity:

Per 1005.3

2 exits provided. 102" exit capacity provided.

97 occupants x .2" = 19.4" exit capacity required.

Exit Access Travel Distance:

Per Table 1016.2 Occupancy A-3: 200 feet without sprinkler system

Plumbing Fixtures:

Provided in existing adjacent buildings

GENERAL NOTES

Contractor shall field verify all dimensions, elevations, and locations of existing conditions affecting this project, prior to fabrication or installation of new work. Notify architect of any discrepancies from dimensions shown, noted, or required. Adjust dimensions of new construction at direction of architect to allow for actual field conditions.

Where a detail is shown or note is described for one condition, it shall apply for all like or similar conditions even though not specifically noted on the drawings.

Penetrations through floor slabs and walls shall be carefully cut with saws or drills and patched with same materials and thicknesses as existing.

All penetrations of fire rated walls, floor/ceiling assemblies, and roof/ceiling assemblies by electrical cables, cable trays, electrical conduit, mechanical piping, or plumbing piping shall be protected by through penetration firestop systems as tested by recognized testing laboratories in accordance with (ASTM e 814) UL 1479 "fire tests of through-penetration firestops". Copies of the test of each type penetration to be used shall be submitted for approval by the architect/engineer and building official prior to any installation. Copies of the approved submittal shall be maintained at the jobsite for inspection at all times.

Refer to mechanical, electrical & plumbing drawings for locations of Equipment.

Provide continuous separation between dissimilar materials as required to prevent galvanic corrosion.

Coordinate opening sizes and locations with mechanical, plumbing and electrical drawings.

CONSULTANT

Ringgold High School Baseball Hitting Facility 29 Tiger Trail

Ringgold, GA 30736

March Adams & Associates 310 Dodds Avenue Chattanooga, TN 37404 423-698-6675

Jeff Westbrook PE, Mechanical Engineering email: jeff.westbrook@marchadams.com Brian Horne PE, Structural Engineering email: horne@marchadams.com Joseph Parks PE, Civil Engineering email: joe.parks@marchadams.com

5,033 SF Building Area

G000

G12 Cover View

VICINITY

PLAN NORTH

G000

A100

1" = 20'-0"

A12 Site Plan Project North 5,033 SF Building AreaG000

A100

1" = 20'-0"

A6 Life Safety Plan

DN

750'-0"

750'-0"

HEAVY DUTY

CONCRETE

PAVING

C700

STANDARD

CONCRETE

SIDEWALK

C700

STANDARD

ASPHALT PAVING

(WHERE SHADED)

C700

FOUR BOLLARD & BOLLARD

FOUNDATION, TYP

AT BAY DOORS

C700

CONCRETE STEPS

w/ HANDRAILS, TYPC700

SAWCUT &

PAVEMENT

TRANSITION

C700

TYP. CONSTR., CONTROL

& EXPANSION JOINT, TYP

C700

LEGEND

NORTH

Know what's below.

before you dig.Call

R

MAA CIVIL CONTACT: JOSEPH PARKS, P.E.

DIRECT LINE: 423-664-1482

March Adams & Associates Consulting Engineers 310 Dodds Ave.

P.O. BOX 3689

Chattanooga, Tennessee 37404

PH: (423)698-6675 PROJ.# 23217

Revisions:

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

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1"0" 2" 3" 6"

RHS BB Hitting Facility

9-29-23 Drawn: CH, JP File: 8236-D

29 Tiger Trail Ringgold, GA 30736

C100

Site Staking

T:\2023\23217_Ringgold High School Baseball Hitting Facility\CIVIL\Dwgs\23217_CE Base.dwg, C100 Site Staking, 10/2/2023 8:50:44 AM, parksjl, DWG To PDF.pc3, ARCH full bleed E1 (30.00 x 42.00 Inches)

PAVEMENT

CUT &

REPLACEMENT

C700

SAWCUT & REMOVE

EXISTING ASPHALT

PAVEMENT (SHADED

AREA)

APPROXIMATE LOCATION OF

UNDERGROUND ELECTRIC

CONTRACTOR TO FIELD VERIFY

MAINTAIN EXISTING SITE

DRAINAGE

CAP PREVIOUSLY ABANDONED

5 FT FROM BUILDING

APPROXIMATE LOCATION OF

EXISTING DRAINAGE PATHWAY

OBSERVED IN THE FIELD

DEMO. EXISTING STORM DRAINAGE PIPE

WHERE CROSS-HATCHED //////

(CAP ENDS PER LOCAL UTILITY

CODES, REMOVE COMPLETELY IF

UNDER NEW BLDG. AREA).

NOTE: SOME CONSTRUCTION HAS

OCCURED IN THIS AREA SINCE OWNER

PROVIDED TOPOGRAPHIC SURVEY

CONTRACTOR TO FIELD VERIFY EXISTING

CONDITIONS

APPROXIMATE LOCATION OF UNDERGROUND

ELECTRIC CONTRACTOR TO FIELD VERIFY

LINE IS AT LEAST 2-FT FROM FOUNDATIONS

LEGEND

SPECIAL NOTE: EXISTING UNDERGROUND UTILITIES AS

SHOWN ARE APPROXIMATE. EXISTING UNDERGROUND

UTILITIES (NOT SHOWN ON THESE DRAWINGS) MAY BE

PRESENT IN THE CONSTRUCTION AREA. THE

CONTRACTOR SHALL EXERCISE EXTREME CAUTION

DURING EXCAVATION. SHOULD THE CONTRACTOR

UNCOVER UNKNOWN UTILITIES, IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE

SOURCE AND DISCHARGE OF THE UNKNOWN UTILITIES

AND CONTACT THE OWNER AND ENGINEER PRIOR TO

CONTINUING CONSTRUCTION.

NORTH

MAA CIVIL CONTACT: JOSEPH PARKS, P.E.

DIRECT LINE: 423-664-1482

March Adams & Associates Consulting Engineers 310 Dodds Ave.

P.O. BOX 3689

Chattanooga, Tennessee 37404

PH: (423)698-6675 PROJ.# 23217

Revisions:

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

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1"0" 2" 3" 6"

RHS BB Hitting Facility

9-29-23 Drawn: CH, JP File: 8236-D

29 Tiger Trail Ringgold, GA 30736

C200

Existing Conditions and

Demolition

T:\2023\23217_Ringgold High School Baseball Hitting Facility\CIVIL\Dwgs\23217_CE Base.dwg, C200 Existing Conditions and Demolition, 10/2/2023 9:25:15 AM, parksjl, DWG To PDF.pc3, ARCH full bleed E1 (30.00 x 42.00 Inches)

750'-0"

FFE=753.33

752 75

753.31

749.60

749.60

749.29

750.00

753.06

752.65

753.30

753.30

751.76

753.30

752.57

753.22

749.58 750.01753.00

753.00 750.51

1.0%

1.5% 753.22

LEGEND

NORTH

MAA CIVIL CONTACT: JOSEPH PARKS, P.E.

DIRECT LINE: 423-664-1482

March Adams & Associates Consulting Engineers 310 Dodds Ave.

P.O. BOX 3689

Chattanooga, Tennessee 37404

PH: (423)698-6675 PROJ.# 23217

Revisions:

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

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B

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1"0" 2" 3" 6"

RHS BB Hitting Facility

9-29-23 Drawn: CH, JP File: 8236-D

29 Tiger Trail Ringgold, GA 30736

C301

Site Grading

T:\2023\23217_Ringgold High School Baseball Hitting Facility\CIVIL\Dwgs\23217_CE Base.dwg, C301 Site Grading, 10/2/2023 9:04:06 AM, parksjl, DWG To PDF.pc3, ARCH full bleed E1 (30.00 x 42.00 Inches)

750'-0"

FFE=753.33

CATCH BASIN #A2

DOG HOUSE BOX

OVER EXISTING 12" HDPE

TOP=FIELD SET ~752.5

EX INV12"Ø(in)~FIELD INVESTIGATE INV12"Ø(out)~FIELD SET

C700

50 LF OF 12"Ø

HDPE @ 0.50% (MIN 1% PERFERED)

C700

HEADWALL #A1

INV=750.0 (FIELD ADJUST IF NEEDED)

C700

752 75

LEGEND

NORTH

MAA CIVIL CONTACT: JOSEPH PARKS, P.E.

DIRECT LINE: 423-664-1482

March Adams & Associates Consulting Engineers 310 Dodds Ave.

P.O. BOX 3689

Chattanooga, Tennessee 37404

PH: (423)698-6675 PROJ.# 23217

Revisions:

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

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1"0" 2" 3" 6"

RHS BB Hitting Facility

9-29-23 Drawn: CH, JP File: 8236-D

29 Tiger Trail Ringgold, GA 30736

C302

Site Drainage

T:\2023\23217_Ringgold High School Baseball Hitting Facility\CIVIL\Dwgs\23217_CE Base.dwg, C302 Site Drainage, 10/2/2023 9:11:39 AM, parksjl, DWG To PDF.pc3, ARCH full bleed E1 (30.00 x 42.00 Inches)

MAP DESCRIPTIONSYMBOLCODE PRACTICE

Ds3

Ds2

Ds1

Du

Tp

Wt

Bf

Cs

Sd2

Sd3

Sr

St

Su

STRUCTURAL PRACTICES

VEGETATIVE MEASURES

DETAIL

TOPSOIL STOCKPILE AREA SHALL BE COVERED WITH BLACK PLASTIC.

THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION CONTROL MEASURES

AND PRACTICES PRIOR TO, OR CONCURRENT WITH LAND DISTURBANCE ACTIVITIES.

LAND DISTURBING ACTIVITY NOTES:

SEDIMENT & EROSION CONTROL NOTES:

FERTILIZER & MULCHING REQUIREMENTS

DISTURBED AREA STABILIZATION (TEMP)

DISTURBED AREA STABILIZATION (PERM)

DISTURBED AREA STABILIZATION

(WITH MULCHING ONLY)

DS2

DS3

DS1

DETAIL:CONCRETE WASHOUT

SILT FENCE - TYPE NSDETAIL:SD1

CW

Wt C500

DETAIL:MATTING AND BLANKETS IN CHANNELS

CHANNEL

INSTALLATION

DETAIL

Drawing Not To Scale

1. Prepare soil before installing rolled erosion control products (RECPs), including any necessary application of lime, fertilizer, and seed.

2. Begin at the top of the channel by anchoring the RECPs in a 6"(15cm) deep X 6"(15cm) wide trench with approximately 12"(30cm) of RECPs extended beyond the up-slope portion of the trench. Use ShoreMax mat at the channel/culvert outlet as supplemental scour protection as needed. Anchor the RECPs with a row of staples/stakes approximately 12"(30cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Apply seed to the compacted soil and fold the remaining 12"(30cm) portion of RECPs back over the seed and compacted soil. Secure RECPs over compacted soil with a row of staples/stakes spaced approximately 12" apart across the width of the RECPs.

3. Roll center RECPs in direction of water flow in bottom of channel.

RECPs will unroll with appropriate side against the soil surface. All RECPs must be securely fastened to soil surface by placing staples/stakes in appropriate locations as shown in the staple pattern guide.

4. Place consecutive RECPs end-over-end (Shingle style) with a 4"-6" overlap. Use a double row of staples staggered 4" apart and 4" on center to secure RECPs.

5. Full length edge of RECPs at top of side slopes must be anchored with a row of staples/stakes approximately 12"(30cm) apart in a 6"(15cm) deep X 6"(15cm) wide trench. Backfill and compact the trench after stapling.

6. Adjacent RECPs must be overlapped approximately 2"-5" (5-12.5cm) (Depending on RECPs type) and stapled.

7. In high flow channel applications a staple check slot is recommended at 30 to 40 foot (9 -12m) intervals. Use a double row of staples staggered 4"(10cm) apart and 4"(10cm) on center over entire width of the channel.

8. The terminal end of the RECPs must be anchored with a row of staples/stakes approximately 12" (30cm) apart in a 6"(15cm) deep X 6"(15cm) wide trench. Backfill and compact the trench after stapling.

2"-5" (5-12.5cm)

12"(30cm)

6" (15cm)

6" (15cm)

4"-6" (10-15cm)

6" (15cm)

4"(10cm)

A B

C

A B C

NOTES:

*Horizontal staple spacing should be altered if necessary to allow staples to secure the critical points along the channel surface.

**In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the RECP's.

CRITICAL POINTS

A. Overlaps and Seams B. Projected Water Line C. Channel Bottom/Side Slope Vertices

4"(10cm)

6" (15cm)

PLAN VIEW FOR SLOPE APPLICATION

STAKING DETAIL SECTION C-C

JOINT STAKING DETAIL

SILT WATTLEDETAIL:Sd1-W

March Adams & Associates Consulting Engineers 310 Dodds Ave.

P.O. BOX 3689

Chattanooga, Tennessee 37404

PH: (423)698-6675 PROJ.# 23217

Revisions:

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

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1"0" 2" 3" 6"

RHS BB Hitting Facility

9-29-23 Drawn: CH, JP File: 8236-D

29 Tiger Trail Ringgold, GA 30736

DETAIL:Sd2-P WATTLE INLET PROTECTION

RIP RAP OUTLET PROTECTIONDETAIL:

C500

St

STONE CHECK DAMDETAIL:Cd-S

C500

Sediment and Erosion Control Notes & Details

T:\2023\23217_Ringgold High School Baseball Hitting Facility\CIVIL\Dwgs\23217_CE Details.dwg, C500 Sediment and Erosion Control Notes, 10/2/2023 8:37:51 AM, parksjl, DWG To PDF.pc3, ARCH full bleed E1 (30.00 x 42.00 Inches)

MASONRY OPENING (M.O.)

REINFORCEMENT DETAIL

PREFABRICATED

CORNERS & TEES

M.O. -

SEE PLAN

FULL HEIGHT TYP

(2)-#5 (1) EA. FACE

SEE PLAN

M.O. -

SEE PLAN

FOR SIZE & SPACING

TYPICAL PILASTER

LINTEL -

SEE PLAN 2'-0" OR HOOK WHERE

(2) #5 BELOW/ABOVE OPENING.

EXTEND PAST OPENING

REQ'D.

#9 WIRE MIN 16"o.c. VERT.

TRUSS TYPE H.J.R.

32"

32"

JOINT PLACEMENT DETAIL

CONTROL/CONSTRUCTION

MASONRY WALL

REINFORCEMENT DETAIL

SLAB

C.J.C.

J.

THAT AREA DOES NOT EXCEED 400 SQ. FT. & RATIO OF SIDES

SHALL NOT EXCEED 1.5:1. SEE SECTION 4 OR 5/S2.1.

EDGES CHANGE DIRECTION AND ON 4 SIDES OF COLUMN LOCATIONS

CONTROL JTS SHALL BE PLACED AT ALL CORNERS WHERE SLAB

AS SHOWN ABOVE. INTERMEDIATE JOINTS SHALL BE PLACED SO

CONTROL JTS.

C .J

C.J.

C .J

C.J.

C.J.

COLUMN -

SEE PLAN

C.J.

C.

J.

L

AP

L

AP

L

AP

CONCRETE

CMU - SEE PLAN

H.J.R. 16"o/c

T/FTG

4' -0 " G R O U T

LI

FT

S

C .J

8" MIN INTO FTG w/

CONT INTO BOND BEAM.

FTG - ALL BARS TO RUN

JECT MIN 40 BAR ∅ ABOVE

STD HOOK - BAR TO PRO-

NOTE: ALL BARS TO DOWEL

TYP BOND BEAM - REINF

W/2 #5 CONT - FILL

VOID w/3000 PSI GROUT

TRIBUTARY AREA

10 ft2

+13.8/-50.2 +13.8/-75.3 +13.8/-90.3 +25.1/-27.6 +25.1/-35.2

3r

LOADS TO BE APPLIED PER FIGURES 30.3-1 AND 30.3-5A

OF ASCE 7-16

ZONE

1, 2e 2n, 2r, 3e

20 ft2 +11.3/-50.2 +11.3/-65.2 +11.3/-75.3 +23.9/-25.1 +23.9/-32.6

50 ft2 +10.1/-22.4 +10.1/-40.8 +10.1/-49.0 +21.3/-20.4 +21.3/-24.5

100 ft2 +7.5/-12.5 +7.5/-40.1 +7.5/-45.1 +20.1/-22.6 +20.1/-25.1

DRAWINGS SHALL BE IDENTIFIED AS FOLLOWS:

A. BUILDING CODE : 2018 INTERNATIONAL BUILDING CODE

B. DESIGN LOADS:

1. ADDITIONAL DESIGN LOADS INDICATED ON STRUCTURAL

SCHEDULE NOTES:

FOOTING SCHEDULE

F3.0

COLUMN SCHEDULE

C1

I. GENERAL NOTES III. CONCRETE:

LEGEND

VI. FASTENERS:V. STRUCTURAL STEEL:

II. DESIGN CRITERIA:

ANCHOR BOLT EMBEDMENTS

GRADE

SCHEDULE

DIAMETER "P" "E"

F6.0 F6.0

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

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

BY ENGINEER LICENSED IN THE PROJECT STATE.

1. FOUNDATION DESIGN IS BASED ON SUBSURFACE EXPLORATION REPORT

PREPARED BY: n/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

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.

REINFORCEMENT

NOTES

FOOTING

(4) #5 BARS EACH WAY

MARK

3'-0"x3'-0"x16"PLATE

NOTES

COLUMN

ANCHOR

BOLT

BASE

BY METAL BLDG. MFR.

BY METAL BLDG. MFR.

METAL BLDG. COLUMN

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

MARK

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:

b. SET MASONRY UNITS WITHIN ONE MIN. OF SPREADING MORTAR.

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.

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

ALL CORNERS AND INTERSECTING WALLS SHOULD INTERLOCK.

1. DOWEL ALL VERTICAL REINFORCEMENT FROM FOUNDATIONS. HOLD VERTICAL

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

GALVANIZED COLD DRAWN MILD STEEL WIRE CONFORMING TO A.S.T.M. A82.

CONTINUOUS TRUSS TYPE WITH No. 9 SIDE RODS AND CROSS-TIES OF

4. HORIZONTAL JOINT REINFORCEMENT (HJR) IN MASONRY WALLS SHALL BE

C476, 3000 PSI @ 28 DAYS. DETERMINE COMPRESSIVE STRENGTH OF GROUT

PARTITIONS. ALL GROUT FOR USE IN MASONRY SHALL CONFORM TO A.S.T.M.

OR S. USE TYPE N MORTAR FOR BRICK AND INTERIOR NON-LOAD BEARING

3. ALL MORTAR FOR MASONRY SHALL CONFORM TO A.S.T.M. C270, TYPE M

1900 PSI ON THE NET AREA . SAMPLE AND TEST IN ACCORDANCE WITH

C90, LIGHTWEIGHT, TYPE N1 WITH A MINIMUM COMPRESSIVE STRENGTH OF

2. HOLLOW CONCRETE BLOCK (MASONRY) UNITS SHALL CONFORM TO A.S.T.M.

BARS PLUMB. PROVIDE A MINIMUM OF 1/2" GROUT BETWEEN MAIN REIN-

6. FOR HOT WEATHER CONSTRUCTION, IMPLEMENT THE FOLLOWING PROCEDURES

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

5. MASONRY IS TO BE LAID IN RUNNING BOND UNLESS OTHERWISE NOTED.

a. DO NOT SPREAD MORTAR BEDS MORE THAN 4'-0" AHEAD OF MASONRY.

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

FORCEMENT AND CMU.

(a)100°F OR

ASTM C140 (f'm=1500 PSI)

IN ACCORDANCE WITH ASTM C1019.

WHEN THE AMBIENT TEMP. EXCEEDS CONDITIONS BELOW:

(b)90°F w/WIND VELOCITY GREATER THAN 8 mph

K. CONCRETE MASONRY UNITS (CMU):

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

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

FOOTINGS 3"

SLAB-ON-GRADE 3"

ELEVATED SLABS 1"

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

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

1/4"∅ - MIN. EMBED = 1 3/4"

3/16"∅ - MIN. EMBED = 1"

ENGINEER FOR APPROVAL.

1"∅ - MIN. EMBED = 8 1/4"

7/8"∅ - MIN. EMBED = 7 1/2"

3/4"∅ - MIN. EMBED = 6 5/8"

5/8"∅ - MIN. EMBED = 5"

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

1/2"∅ - MIN. EMBED = 1 1/2"

1"∅ - MIN. EMBED = 6"

3/4"∅ - MIN. EMBED = 4 3/4"

5/8"∅ - MIN. EMBED = 4"

INCLUDED IN THE SHEAR PLANE UNLESS NOTED.

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" ∅

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)

N. PROVIDE DOUBLE JOIST UNDER ALL ROOF MOUNTED MECHANICAL UNITS

CONTRACTOR SHALL VERIFY ACTUAL SIZE, WEIGHT AND LOCATION OF

ROOF TOP UNITS AND SUBMIT TO PROJECT ENGINEER FOR APPROVAL

PRIOR TO FABRICATION OF BAR JOIST OR STRUCTURAL STEEL.

L. SUSPENSION OF ANY MISC. ITEMS FROM JOISTS OR TRUSSES SHALL

BE ONLY AT TOP CHORD PANEL POINTS, OR AS DETAILED WITH WEB

REINFORCEMENT. ABSOLUTELY NOTHING SHALL BE SUSPENDED FROM

M. LOCATE BEAMS AND BAR JOIST TO CLEAR STACKED HVAC UNITS,

EACH SIDE OF JOIST BEARING PLATE, OR BOLT WITH (2) 1/2" ∅

J. WELD JOISTS TO STEEL SUPPORTS WITH 1/8" x 2" LONG FILLET WELDS

I. JOIST AND JOIST GIRDERS SHALL CONFORM TO THE STEEL JOIST

K. WHERE OPEN-WEB JOISTS FRAME PARALLEL TO BEAMS AND WALLS, EXTEND

ALL JOISTS BRIDGING AND CONNECT TO BEAMS AND WALLS. EXTEND BOTTOM

CHORD OF JOISTS AT COLUMN LINE AND CONNECT FULL STRENGTH TO COLUMNS.

EXTEND BOTTOM CHORD OF OTHER JOISTS AS SHOWN ON DRAWINGS OR AS

A325N BOLTS.

INSTITUTE STANDARDS.

BAR JOIST OR JOIST GIRDER BRIDGING.

TOILET, WASTE LINES, AND DRAINS

REQUIRED BY JOIST GIRDER SUPPLIER.

UNLESS NOTED:

IN SPECIFICATIONS.

UNLESS NOTED SPECIFICALLY.

ULT

2. WIND:

c. MEAN ROOF HT = 18'-0"

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

S

I S = 0.130 S = 0.18

3. SEISMIC:

c. S = 0.530 S = 0.370

d. SEISMIC DESIGN CATEGORY = C

4. SNOW:

g. C = BY MBM

b. Pg = 10.0 psf Pf = 10.0 psf RAIN-ON-SNOW = 0.0 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

DS

DI

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

VALUES BASED ON WINDSPEED=115 MPH AND EXPOSURE=B. VALUES ARE

UNFACTORED AND MAY BE USED IN EITHER STRENGTH DESIGN OR

ALLOWABLE STRESS DESIGN LOAD COMBINATIONS OF ASCE

7-16.

f. BUILDING SYSTEM - BY METAL BUILDING MANUFACTURER (MBM) R = BY MBM

EL = SEISMIC LOAD

WL = WIND LOAD

SD = SNOW DRIFT

SN = SNOW LOAD

LL = LIVE LOAD

h. DESIGN BASE SHEAR = BY MBM S

11"

1"

F1554 (36KSI)

1 1/8"

1 1/4" F1554 (36KSI)

F1554 (36KSI)

F1554 (36KSI)

15"

14"

12"

1/2"

3/4"

5/8"

F1554 (36KSI)

F1554 (36KSI)

F1554 (36KSI) 10"

10"

10"

3"

"E

"P

6"

6"

6"

6"

6"

6"

6"

7/8"

(7) #5 BARS EACH WAY

6'-0"x6'-0"x16"

(5) #5 BARS EACH WAY

4'-0"x4'-0"x16"

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

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1"0" 2" 3" 6"

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Structural General Notes and Details

S001

29 Tiger Trail Ringgold, GA 30736

RETAINING WALL SCHEDULE

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

8" INCH REINFORCED CONCRETE MASONRY WALLS

in

1'-4" 8" 2'-0" ft.-in. in

16" #5 @ 24"o/c #5 @ 8"o/c

2'-8" 8" 2'-6" 16" #5 @ 24"o/c #5 @ 8"o/c

#5's @ 24"o.c. MAX.

X X * SEE

POROUS FILL

PLAN

FOUND.

FIN. GRADE

X-BARS

#5@12

HJR @ 16"

O.C. (TYP.)

V-BARS

#5 BARS AT 48" o.c.

ABOVE GRADE ONLY

GROUT ALL CELLS

SOLID BELOW GRADE

X X X

4'-0" 12" 3'-0" 16" #5 @ 16"o/c #5 @ 8"o/c

5'-4" 12" 4'-0" 16" #5 @ 16"o/c #5 @ 8"o/c

WRAP STONE BACKFILL IN

GEOTEXTILE FABRIC

H a d t

" M

IN

FRENCH DRAIN

TO DAYLIGHT

3" C

LR

3" CLR

BY OTHERS

HAIRPIN

SEE PLAN

RIGID STEEL FRAME

FIN. GRADE

" M

IN

2'-0"

WWF

* SEE

PLAN

FOUND

SEE FOUNDATION PLAN &

FOOTING SCHEDULE FOR

FOOTING SIZE AND

REINFORCEMENT

(3) CONT. #5

POROUS

FILL

* SEE

PLAN

FOUND.

1"

(3) CONT. #5

W.W.F.

12"

#5 HAIRPIN

SEE PLAN

RIGID STEEL

FRAME

W.W.F.

4" POROUS FILL

FOUND.

PLAN

* SEE

(3) #5's CONT FROM

TURN DOWN FOOTING

(12) #6 VERT. HOOK BOTH

ENDS. #4 TIES AT 12" o.c. (3)

TIES AT 3" AT TOP.

P1

HJR @ 16" O.C.

2'-0"x2'-0" PIER

3" CLR

FOR "L" & "W" - SEE PLAN & FOOTING SCHEDULE

3" C

LR

SE

E

PL

AN

SE

E

PL

AN

1"

* SEE

PLAN

FOUND.

W.W.F.

PRE-CAST

BLOCK TO

MATCH EXIST.

METAL BLDG.

PANEL

PRE-ENGINEERED METAL

BLDG. GIRT DESIGNED

FOR 168 PLF

V

ASD WIND

LOAD & l/240

DEFLECTION.

HJR @ 16" O.C.

FOOTING, SEE

PLAN

CMU, SEE 1/S201 FOR

REINFORCEMENT

GROUT ALL CELLS

SOLID BELOW GRADE

#5 BARS AT 48" o.c.

ABOVE GRADE ONLY

1/8"x3/4" DEEP SAWED JOINT FILL w/MASTIC

REINF CONT AT JOINT

W.W.F.

POROUS FILL

FOUND.

PLAN

* SEE

1"

PREFAB METAL FORM (22 GA

MANUFACTURES INSTRUCTIONS W.W.F.

POROUS FILL

FOUND.

PLAN

* SEE

1"

1/2"∅ SMOOTH BARS @ 12"o.c.

x 12" LG. GREASE ONE END

W.W.F.

POROUS FILL

* SEE

FOUND.

* PLAN

1"

6" 6"

3"

6"

TYP

1 1/2"

1 1/2"

TYP

#4 HAIRPIN

METAL BUILDING ENGINEER

ANCHOR BOLTS - BY

HAIRPIN

30°

1'-0"1'-0"

12'-0" TYP

LC

LC

1/2" PREMOLDED

AROUND STEEL)

SEE PLAN AND

COLUMN SCHEDULE

FOR COLUMN SIZE

AND CONFIGURATION

JOINT FILLER

CONT. (TYP

C.J.

3"

BUILDING

FELT

C.J.

C.

J.

C.

J.

COL

COL 11_

2"

11_ 2" 11_

2"

EQ.EQ.

EQ

EQ

11 _ 2" 11 _ 2"

C COL

COL

L

CL

(M

AX

STEEL

TYPICAL FOOTING

BAR TO MATCH

TYP FTG. STEEL

(MIN) TY

P TYPICAL FOOTING

STEEL

1'-0" LAP TYP. (MIN)

1'-4"

1'-4"

3"

TY

P

FT

G

DE

PT

H 8" (M

IN

8" (M

IN

(M

AX

NOTE: ALL BARS TO DOWEL

8" MIN INTO FTG w/STD HOOK

- BAR TO PROJECT MIN. 40

BAR DIA ABOVE FTG - ALL

BARS TO RUN CONTINUOUS

INTO BOND BEAM.

GRAVEL CONC.

CELLS WITH 3000 psi PEA

NOTE: FILL ALL REINFORCED

CMU - SEE PLAN

EQ. EQ.

REINF w/(1) BAR (SEE

PLAN FOR SIZE AND

SPACING) TO FTG -

FILL CORE w/3000 psi

PEA GRAVEL CONC

CMU - SEE PLAN

REINF w/(1) BAR EACH

TO FTG - FILL CORE

SIZE AND SPACING)

CELL (SEE PLAN FOR

w/3000 psi PEA

GRAVEL CONC

NOTE: ALL BARS TO DOWEL

8" MIN INTO FTG w/STD HOOK

- BAR TO PROJECT MIN. 40

BARS TO RUN CONTINUOUS

INTO BOND BEAM.

BAR∅ ABOVE FTG - ALL

EQ

EQ

EQ.EQ.

CMU - SEE PLAN

NOTE: DO NOT EXTEND CONTROL

JOINT THRU BOND BEAMS.

PREFORMED

GASKET

TYPICAL

PILASTER

C.

J.

EQ

EQ

POROUS

FILL

* SEE

PLAN

FOUND.

1"

(3) CONT. #5

W.W.F.

12"

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

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1"0" 2" 3" 6"

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Structural Details

S002

29 Tiger Trail Ringgold, GA 30736

S002

S100

3/4" = 1'-0"

1 1 Retaining Wall S002 3/4" = 1'-0"

2 2 Slab at Rigid Frame S002

S100

3/4" = 1'-0"

3 3 Thickened Slab Edge S002

S100

3/4" = 1'-0"

4 4 Dropped Footing at Rigid Frame

S002

S100

3/4" = 1'-0"

5 5 Wall Section

S002 3/4" = 1'-0"

6 6 Control Joint

S002 3/4" = 1'-0"

7 7 Construction Joint

S002 3/4" = 1'-0"

8 8 Reinforced Construction Joint

S002 3/4" = 1'-0"

A A Reinforcing at ColumnS002 3/4" = 1'-0"

B B Joints at ColumnS002 3/4" = 1'-0"

C C Anchor Bolt LocationsS002 3/4" = 1'-0"

D D Stepped Footing S002 3/4" = 1'-0"

E E CMU

Reinforcing

S002 3/4" = 1'-0"

F F Corner CMU ReinforcingS002

S100

3/4" = 1'-0"

11 G CMU Control Joint

S002

S100

3/4" = 1'-0"

9 9 Thickened edge footing

LEVEL 2

PROJECT REQUIREMENT

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS REFERENCEDPERIODIC STANDARD IBC REFERENCE

IBC 2018 TABLE 1705.3

IBC 2018 SECTION 1705.2

REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION

VII. SPECIAL INSPECTIONS:

FOR MASONRY STRUCTURES TMS 602-16 TABLES 3 AND 4

MINIMUM VERIFICATION AND SPECIAL INSPECTION REQUIREMENTS

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

VERIFICATION AND INSPECTION CONTINUOUSLY DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

IBC 2018 TABLE 1705.6

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.

X

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

1. SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY CONTROL AND QUALITY ASSURANCE REQUIREMENTS OF THE LATEST EDITIONS OFAISC 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.

X- X

X-

X-

X -

X-

X -

X

X-

-X -X X-

X-

X-

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.

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

1908.2, 1908.3

(a) REFERS R = REQUIRED, NR = NOT REQUIRED, P = PERIODIC, C = CONTINUOUS

(b) REQUIRED FOR THE FIRST 5000 SQUARE FEET (456 SQUARE METERS) OF AAC MASONRY

(c) REQUIRED AFTER THE FIRST 5000 SQUARE FEET (456 SQUARE METERS) OF AAC MASONRY

REQUIRED FOR

QUALITY ASSURANCE

LEVEL 1 LEVEL 2 LEVEL 3

PRIOR TO CONSTRUCTION VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS.

MINIMUM VERIFICATION

PRIOR TO CONSTRUCTION VERIFICATION OF f'm AND f'aac EXCEPT WHERE

SPECIFICALLY EXEMPTED BY THE CODE.

DURING CONSTRUCTION, VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY

INDEX (VSI) WHEN SELF-CONSOILDATING GROUT IS DELIVERED TO THE PROJECT SITE.

DURING CONSTRUCTION, VERIFICATION OF f'm AND f'aac FOR EVERY 5,000 SF

DURING CONSTRUCTION, VERIFICATION OF PROPORTIONS OF MATERIALS AS DELIVERED

TO THE PROJECT SITE FOR PREMIXED OR PREBLENDED MORTAR, PRESTRESSING

GROUT, AND GROUT OTHER THAN SELF CONSOLIDATING GROUT.

R RR

R RNR

R RNR

NR RNR

NR RNR

ART. 1.5

ART. 1.4 B

ART 1.5 & 1.6.3

ART 1.4 B

ART 1.4 B

TMS 602

REFERENCE FOR

CRITERIA

FREQUENCY OF TASK

LEVEL 1 LEVEL 2 LEVEL 3INSPECTION TASK TMS 402

REFERENCE FOR

CRITERIA

TMS 602

1. AS MASONRY CONSTRUCTION BEGINS VERIFY THE

FOLLOWING ARE IN COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR

B. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES

C. GRADE, TYPE AND SIZE OF REINFORCEMENT, CONNECTORS, ANCHOR BOLTS

D. PRESTRESSING TECHNIQUE

E. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY

F. SAMPLE PANEL CONSTRUCTION

AND PRESTRESSING TENDONS AND ANCHORAGES.

2. PRIOR TO GROUTING, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE

B. PLACEMENT OF PRESTRESSING TENDONS AND ANCHORAGES

C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR BOLTS.

D. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS

3. VERIFY COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION:

A. MATERIALS AND PROCEDURES WITH THE APPROVED SUBMITTALS

B. PLACEMENT OF MASONRY UNITS AND MORTAR JOINT CONSTRUCTION.

C. SIZE AND LOCATION OF STRUCTURAL MEMBERS

D. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR

OTHER CONSTRUCTION

E. WELDING OF REINFORCEMENT

F. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD

WEATHER (TEMPERATURE BELOW 40 DEG F) OR HOT WEATHER (TEMPERATURE

ABOVE 90 DEG F)

G. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

H. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS

IS IN COMPLIANCE

I. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED

MORTAR JOINTS

4. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS,

AND/OR PRISMS

NR P P

NR P

NR P

NR P

NR C (b), P (c)

NR P

NR P

NR P

NR P

NR P

NR P

NR P

NR P

NR P

NR C

NR P

NR C

NR C

NR

NR P

C (b), P (c)

P

P

P

C

C

C

P

C

P

P

P

P

C

C

P

C

C

C

C

ART 2.1, 2.6 A, &2.6 C

ART 2.4 B& 2.4 H

ART 3.4 & 3.6A

ART 3.6 B

ART 2.1 C.1

ART 1.6 D

ART 3.2 D & 3.2 F

ART 2.4 & 3.6

ART 3.2 E & 3.4

ART 2.6 B & 2.4 G.1.b

ART 1.5

ART 3.3 B

ART 3.3 F

SEC 1.2.1 (c)

SEC. 6.1.6.1.2

ART 1.8 C & 1.8 D

ART 3.6 B

ART 3.5 & 3.6 C

ART 3.3 B.9 & 3.3 F.1.b

6.2.1, & 6.3.1

ART 1.4 B.2.a.3, 1.4 B.2.b.3

1.4 B.2.c.3, 1.4 B.3, & 1.4 B.4

(a)

(a)

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.

X

X

X

X

X-

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

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ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Special Inspections

S003

29 Tiger Trail Ringgold, GA 30736

CJ

CJCJ

CJ

CJ

CJCJ

C.J.

X - X - XX

BAR SPACING

BAR SIZE

WALL SIZE

INDICATED AS SHOWN BELOW:

WALL SIZE, BAR SIZE AND SPACING ARE

5. FOR TYPICAL PILASTER SEE E/S201

C.J.'s ARE 32'-0"o.c. MAX.

SEE DETAIL F/S002

TYPICAL MASONRY CONTROL JOINT

(C?)

(P?)

STRUCTURAL LEGEND:

STRUCTURAL NOTES:

C.J.

S

RETAINING WALL - SEE 1/S002

(?) COLUMN/FOOTING SCHEDULE ON S001

COLUMN/FOOTING DESIGNATION - SEE

(2)#5 x 2'-0" LG.

CENTERED IN SLAB

TYP ALL MSRY DOOR

OPENINGS.

SECTION 6, 7, 8/S002

CONSTRUCTION JOINT. SEE

TYPICAL SLAB CONTROL OR

BELOW FINISH FLOOR ELEVATION

1. (-)X'-X" INDICATES TOP OF FOOTING ELEVATION

AND DETAILS

AND BEAM BEARING WALL REINFORCEMENTS U.N.O.

2. ALL FOOTINGS SHALL BE CENTERED UNDER COLUMNS

3. SEE SHEET S201 FOR ADDITIONAL SECTIONS

4. ALL SECTIONS TYP U.N.O.

SEE DETAIL E/S001

CORNER PILASTER

TYPICAL MASONRY

STEP PER D/S002

INDICATES STEPPED FOOTING -

INDICATES COLUMN - SEE SCHEDULE

INDICATES PIER - SEE 4/S002

1 2 3 4 5

A102

H11

A102H18

A102

A102 A18

A11

A

B

C

D

-1/16"

-5'-4"

M8

M8

M8

M8

100'-0" 1'-2" 23'-10" 25'-0" 25'-0" 23'-9 7/8" 1'-2 1/8"

S002

S002

(3) cells w/(1) full height #5 bar E.F. @ all door jambs 4

S002 S002

S002

S002

S002

S002

-4'-0" -5'-4"

1/ 4" 1' -0

-5'-4"-4'-0" -2'-8"-8"

Footing assembly (F4.0) (P1) (C1) see 4/S002

Footing assembly (F4.0) (P1) (C1) see 4/S002Footing (F3.0) (C1) assembly see 2/S002

Hairpin reinforcing, see A/S002, typ

Hairpin reinforcing, see A/S002, typ

4" conctere slab w/6x6 W2.4xW2.4 WWF over vapor barrier over min 4" clean stone

Provide control joint in slab at each interior column line

S002

Footing assembly (F4.0) (P1) (C1) see 4/S002

Footing assembly (F4.0) (P1) (C1) see 4/S002Footing (F3.0) (C1) assembly see 2/S002

Metal building frame

Column by Metal Building

-5'-4"

0"

1' -3

'-0

'-1 0"

'-0

1' -3

'-4

Hairpin reinforcing, see A/S002, typ

Column by Metal Building

Column by Metal Building

-5'-4"

3' -8

8' -6

11'-4"

Footing assembly (P1) (C1) see 4/S002, sim

Footing assembly (P1) (C1) see 4/S002, sim

12" thick footing with (6)#5 each way

S002

9' -3 /8

2' -0

4' -0

0"

1/4" / 1'-0"

5'-0"

8' -0

S002

S0029

S002

-2'-8"

1 2 3 4 5

A102

H11

A102

A11

A

B

C

D

M et al b ui ld in g fra m e

M et al b ui ld in g fra m e

M et al b ui ld in g fra m e

M et al b ui ld in g fra m e

M et al b ui ld in g fra m e

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

1'-2" 23'-10" 25'-0" 25'-0" 23'-9 7/8" 1'-2 1/8"

'-2

'-1 0"

'-0

1' -2

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

Metal Z Purlin

Metal Building, rigid frames, purlins, girts, Metal wall and roof panels by Metal Building company, engineered by Metal Building Company.

"X" Bracing per metal building engineer

"X" Bracing per metal building engineer

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

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ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Structural Plans

S100

29 Tiger Trail Ringgold, GA 30736

S100

A100

1/8" = 1'-0"

A15 Foundation Plan

S100

A100

1/8" = 1'-0"

G15 Framing Plan

CJ

CJCJ

1 2 3 4 5

1'-2" 23'-10" 25'-0" 25'-0" 23'-9 7/8" 1'-2 1/8"

'-4

1' -3

'-0

'-1

0"

'-0

1' -3

J18 A101

A18 A101

A102

H11

A102H18

A102

A102 A18

A11

100'-0"

1/4" / 1'-0"

-1 1/4"

N14 A100

A

B

C

D

25'-0"

4,844 SF

Hitting Facility

Occ = 97

1/4" / 1'-0"

5 ft minimum 70'-0"

'-0

'-0

100A

100B

100C 100D

7'-11 5/8" 10'-0" 16'-0" 10'-0"

M8

M8

M8

M8

CJ above lintel end

0"

Metal building frame

4" conctere slab w/6x6 W2.4xW2.4 WWF over vapor barrier over min 4" clean stone

Netting System

Netting System

'-7

/8

Control joint at each interior column line

5'-0"

2' -0

4'

-0

4" conctere slab w/6x6 W2.4xW2.4 WWF

1/ 4"

1'

-0

8' -0

" C J

C J

C J C

J

5'-0" 5'-0"

4' -2

7'

-4

4' -8

N10

A100

N10

A100

C-Channel

MFR DRIP ANGLE TRIM

MFR PANEL

COMPRESSIBLE FILLER

SEE STRUCTURAL FOR

ADDITIONAL INFORMATION

8" CMU

1st Floor 753'-4"

(6 ) E

Q ri se rs

1/4" / 1'-0" tread 1'-0"

Nose 117/128"

3' -6

3' -0

Less than 4" between pickets

2" Rigid Insulation Waterproofing

Perforated pipe to daylight

Galvanized guardrail with stainless handrail

1'-1 53/128"

1 1/2" galv pipe top & bottom rails

1 1/2" o.d. stainless handrail -return ends to guardrail

A100 N10

3' -6

<4

4" no se o r l an di ng 3'

-0

1 1/2"

1 1/2" Galvanized pipe

1 1/2" O.D.

Stainless handrail where occurs

1/2" Galvanized vertical pipe spaced less than 4" apart

Core and grout solid

1/4 typ

Vertical posts max 5ft o.c.

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

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1"0" 2" 3" 6"

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Author File: 8236-D

Floor Plan

A100

29 Tiger Trail Ringgold, GA 30736

PLAN NORTH

A100

A100

1/4" = 1'-0"

A18 Floor Plan

A100

A101

3" = 1'-0"

N18 METAL PANEL TERMINATION

A100

A100

1/4" = 1'-0"

N14 Section at stair A100

A100

3/4" = 1'-0"

N10 Typical Railing Section

1st Floor 753'-4"

A18 A101

ABCD

Cable suspended batting system 12'w X 12' H X 70'L

1 1/2" / 1'-0"

'-0

8' -0

Metal building frame

Metal building R-19 insulation with vapor barrier

Batting cage netting system

Suspended light fixture per electrical drawings

121 Overhead coiling door

6" steel pipe bollard, typ

2" Rigid Insulation

M8

2' -8

A100 N18

Cable suspended batting system 12'w X 12' H X 70'L

Waterproofing

Perforated pipe to daylight 2" Rigid Insulation

Waterproofing

Perforated pipe to daylight

Matching Gutter

Metal building R-19 insulation with vapor barrier

Standing seam metal roofing panelsMetal roofing ridge cap

Metal Z Purlin

Matching Gutter

Metal building R-19 insulation with vapor barrier

4" conctere slab w/6x6 W2.4xW2.4 WWF over vapor barrier over min 4" clean stone

1st Floor 753'-4"

1 2 3 4 5

J18 A101

4' -0

"Waterproofing 2" Rigid Insulation

Perforated pipe to daylight

4" conctere slab w/6x6 W2.4xW2.4 WWF over vapor barrier over min 4" clean stone

Metal Z PurlinMetal building frame

Suspended light fixture per electrical drawings

Metal building R-19 insulation with vapor barrier

121 Overhead coiling door

Metal building R-19 insulation with vapor barrier

Metal wall panel

Column by Metal Building

8" CMU Bond Beam

8" CMU

Galvanized guardrail with stainless handrail

Cast-in-place concrete stairs

Exhaust fan

Lighting, see Electrical

Metal roof rake trim

Metal roofing ridge cap

Metal building R-19 insulation with vapor barrier

Revisions

Key Plan

Title:

Sheet No.

Scale:

ALL DRAWINGS AND WRITTEN MATERIAL CONSTITUTE ORIGINAL

WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED,

OR DISCLOSED WITHOUT CONSENT OF THE ARCHITECT.

© 2020 DHW ARCHITECTS, ALL RIGHTS RESERVED

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1"0" 2" 3" 6"

NOTE THAT THESE DRAWINGS ARE PRODUCED IN COLOR AND

ARE TO BE USED IN COLOR.

1001 Carter Street - Chattanooga - 37402 423 | 266 | 4816 www.dhw-architects.com

Ringgold High School Baseball Hitting Facility

9-29-23 Drawn: Nicholas D.

File: 8236-D

Sections

A101

29 Tiger Trail Ringgold, GA 30736

A101

A100

1/4" = 1'-0"

J18 South Section

A101

A100

1/4" = 1'-0"

A18 West Section

1st Floor 753'-4"

1 2 3 4 5

J18 A101

Standing seam metal roofing panels

Metal roofing ridge capMetal roof rake trim

Matching Gutter Metal wall panel

Downspout

M8 Painted CMU

Downspout

Downspout

Galvanized guardrail with stainless handrail

Cast-in-place concrete stairs

M8 Painted CMU

'-0

Exhaust fan

Metal roof rake trim Metal roofing ridge capStanding seam metal roofing panelsMetal wall panel

Lighting, see ElectricalLighting, see Electrical

C J

C J

1st Floor 753'-4"

A18 A101

N14 A100

ABCD

'-8

Exhaust fan Exhaust fan

Metal wall panel

Matching Gutter

Metal roof rake…