Drawings_B3_Add_Alt_B158_Simulator_1Feb19.pdf

EO

R 1

EO

R 2

EO

R 3

EO

R 4

EO

R 5

EO

R 6

A5 A6

N6 N7 N8 N9 N10 N11 N12

RA

M

P

110120130140

3332313029282726 25242322

2120191817 1615141312

1110987

1716151413121110987654321

11- 9- 15

Northgate Rd

F a lc o n D r

Northgate Rd S o u th g a te

R d

S o uthg ate R d

S u pe r S ab re

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M in u te m a n R d

Viper Dr

Triple Nickel Rd

M in u te m a n R d

C a n n o n b a ll R u n dRIIgnnthgiL

S u p er

S a b re

D r

R a p to r D r

Fig ht in g Fa lco n Dr i

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NE

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Proposed 12 ft Gravel

Rd

7 '-4"

8' -4

8' -0"

61 '-4 "

Survey ControlMonument

Survey ControlMonument

Survey ControlMonument

'-0

5 9'-0"+/-

Secur i ty F ence

3 ' -1 1"

R a mp L ight s

Light Pol e No. 15

R a mp L ight s

Light Pol e No. 14

Light Pol e No. 13

Light Pol e No. 12

Light Pol e No. 11

Light Pol e No. 10

Light Pol e No. 9

Light Pol e No. 8

Light Pol e No. 7

Light Pol e No. 6

R a mp L ight s R a mp L ight s

120'-0" +/-

128'-0" +/-

0"

65'-0" +/- 155'-0" +/- 120'-0" +/- 120'-0" +/- 120'-0" +/- 120'-0" +/- 120'-0" +/-

6 7 8 9 10 11 12

5 6

6 7 8 9 0 1 1 1 2 1

E B

ER

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C.O. 's

C.O.

T-1 T-2

45ft+/-ft

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PROPERTY LINE

PROPERTY LINE

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PROPERTY LINE

PROPERTY LINE

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A1 A2 A3 A4

A5

A6

TOWER

TOWER

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E

CP

E

CP

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CP

Rai sed C oncr et e Pad

Rai sed C oncr et e Pad

H az m at C abi ne t f or E ngi ne O il D ei ci ng F lu id

A1 A2 A3 A4

S5 S6 S7 S8 S9 S10 S11 S12

PROJECT SITE LOCATION

Ohio Air National Guard ADAL Flight Simulator

Toledo ANG Base, Toledo Express Airport, Ohio

Type B3 Final Submission

01 FEBRUARY, 2019

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

405.840.2931 | fsb-ae.com

AD

AL

Fl ig ht

Si m ul at or

SCALE 1" = 300'-0"

PROJECT LOCATION1 SCALE NTS

PERSPECTIVE VIEW2

SHEET INDEX

NUMBER TITLE

GENERAL

G-001 COVER SHEET, SHEET INDEX & VICINITY PLAN

G-101 CODE AND LIFE SAFETY PLAN

CIVIL

C-001 NOTES AND DETAILS

C-100 EXISTING SITE AND DEMOLITION PLAN

C-101 SITE LAYOUT PLAN

STRUCTURAL

S-001 GENERAL NOTES

S-002 TYPICAL DETAILS

S-003 TYPICAL DETAILS

S-004 WIND AND SNOW DIAGRAMS

S-005 BORING LOGS

SB101 FOUNDATION PLAN

SB501 FOUNDATION DETAILS

SF101 FRAMING PLAN

SF501 FRAMING DETAILS

ARCHITECTURAL

A-001 ABBREVIATIONS, ACCESSIBILITY, PARTITIONS & SYMBOLS

AD101 DEMOLITION FLOOR PLAN

AD102 DEMOLITION REFLECTED CEILING PLAN

AD103 DEMOLITION ROOF PLAN

AE101 GROUND FLOOR PLAN

AE102 REFLECTED CEILING PLAN

AE131 ROOF PLAN

AE201 BUILDING ELEVATIONS

AE202 BUILDING ELEVATIONS

AE301 BUILDING SECTIONS

AE302 BUILDING SECTIONS

AE310 WALL SECTIONS

AE401 ENLARGED PLAN AND INTERIOR ELEVATIONS

AE501 DETAILS

AE502 DETAILS

AE601 SCHEDULES

INTERIORS

IN101 GROUND FLOOR FINISH PLAN

IF101 GROUND FLOOR FURNITURE PLAN

IG101 GROUND FLOOR SIGNAGE PLAN

IG501 SIGNAGE SCHEDULE AND DETAILS

FIRE PROTECTION

F-001 LEGEND & ABBREVIATIONS

FD101 FIRE PROTECTION DEMOLITION PLAN

FP101 FIRE PROTECTION PLAN

PLUMBING

P-001 LEGEND & ABBREVIATIONS

PD101 UNDERFLOOR PLUMBING DEMO PLAN

PD102 GROUND FLOOR PLUMBING DEMOLITION PLAN

P-101 UNDERFLOOR PLUMBING PLAN

P-102 GROUND FLOOR PLUMBING PLAN

P-501 PLUMBING DETAILS, SCHEDULES & ISOMETRICS

MECHANICAL

M-001 LEGEND & ABBREVIATIONS

MD101 MECHANICAL DEMOLITION

MD102 MECHANICAL ROOF DEMOLITION PLAN

MH101 MECHANICAL HVAC

MH102 MECHANICAL ROOF PLAN

MP101 MECHANICAL PIPING

M-301 SECTIONS

M-501 DETAILS

M-502 DETAILS

M-503 DETAILS

M-602 FLOW DIAGRAMS

M-701 SCHEDULES

M-702 SCHEDULES

M-801 CONTROLS

M-802 CONTROLS

M-803 CONTROLS

M-804 CONTROLS

ELECTRICAL

E-001 LEGEND, ABBREVIATIONS & MOUNTING HEIGHT DETAIL

ES101 ELECTRICAL SITE PLAN

ED101 ELECTRICAL DEMOLITION

EG101 GROUNDING PLAN

EG102 LIGHTNING PROTECTION PLAN

EG501 GROUNDING DETAILS

EP101 POWER PLAN

EP501 POWER DETAILS

EP601 SINGLE LINE DIAGRAM

EP701 PANEL SCHEDULES

EP702 PANEL SCHEDULES

EL101 LIGHTING PLAN

ET101 ELECTRICAL TELECOMMUNICATION PLAN

ET102 TELECOM DETAILS

EY101 ELECTRICAL SPECIAL SYSTEMS PLAN

EY102 ELECTRICAL SPECIAL SYSTEMS PLAN

EY103 ROOF PLAN - SOLAR PANELS

EY501 ELECTRICAL SPECIAL SYSTEMS DETAILS

TN

RICHARD S.

JOHNSON

1616552

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document1 Page 1 of 1

5801 Broadway Extension, Suite 500, Oklahoma City, Oklahoma 73118-7436 Telephone (405) 840-2931 Facsimile (405) 842-7750 Website www.fsb-ae.com c:\users\mcb\desktop\signatures\20180570 – ngbjvoh - adal flight simulator final qc type b-3 submission\garyjames.docx Page 1 of 1

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

405.840.2931 | fsb-ae.com

GARY W.

JAMES

E-73760

S

TA TE OF OHIO

P R

O F

E

S S IO NA L ENG

IN

E

E R

R

EGIS T ERED

H

R

H R

H

R

H R

H

R

MECH

UNISEX

MENS

JAN.

MOC

IOS #1

IOS #2

ELEC

COMM

SGS

BDS

SECURITY

OFFICE

MAN TRAP

MS #1

MS #2

NETWORK

ROOM

MAINT.

SPARES &

WORK AREA

WORK /

BREAK

UPS

CORRIDOR

ADMIN

85'-0"

77'-0"

52'-0"

76'-0"

78'-0"

88'-0"

VEST.

2,156 SF B#

1:500 4 1

2,095 SF

1:500 4 1

245 SF B

1:50 4 1

236 SF B

1:50 1

262 SF B

1:150 2 1

172 SF B

1:150 1 1

439 SF B

1:150 3 1

229 SF B

1:50 5 1

336 SF

1:300 1 1

265 SF

1:500 1

434 SF

15 1

177 SF

1:500 1

102 SF

1:500 1

70 SF B

1:150 1 1

44 SF

1:500 1

69 SF

1:300 1

S-1

B

1:30

S-1#

0.35 0.20

0.09

0.23

0.53

B#

S-1#

S-1#

S-1#

S-1#

LIFE SAFETY LEGEND

ONE HOUR FIRE BARRIER1 HR

OUTLINE OF SECURE AREA

38'-0"

TRAVEL

DISTANCE

DENOTES

EXIT ROUTE

DENOTES

BUILDING EXIT

BREAK POINT

2,560 SF B

1:150 26 1

ROOM AREA

USE AND OCCUPANCY

CLASSIFICATION

REQUIRED EXITS

NUMBER OF OCCUPANTS

OCCUPANT LOAD

OCCUPANT LOAD NUMBER

AT EXIT COMPONENT

EXIT COMPONENT MAXIMUM

OCCUPANT CAPACITY NUMBER

# OCCUPANT LOAD FACTOR PER

UFC 3-600-01, TABLE 10-1

PLUMBING FIXTURES

FIXTURE TYPE REQ. #

BUSINESS (B) - 43 OCCUPANTS

W.C. (MEN)

W.C. (WOMEN)

LAV. (MEN)

LAV. (WOMEN)

TOTALS (ROUND UP)

W.C. (MEN) 0.86+0.02 1

W.C. (WOMEN) UNISEX

LAV. (MEN)

LAV. (WOMEN) UNISEX

D.F. 1

SERVICE SINK

STORAGE AND MECHANICAL- [(S-1)] - 3 OCCUPANTS

W.C. (MEN) 1 PER 100 0.02

W.C. (WOMEN)

LAV. (MEN)

LAV. (WOMEN)

IBC 2018 TABLE 403.1

LOAD FACTOR (LF) (OCC/LF)

1 PER 100

1 PER 100

1 PER 100

(3/100)/2

1 PER 25 FOR FIRST(50) (43/25)/2 0.86

0.54

0.88≈

(43/40)/2 0.54

ACTUAL

CALC.

2+2 UR

0.54+0.02 1

0.56≈

1 PER 25 FOR FIRST(50)

1 PER 40 FOR FIRST(80)

1 PER 40 FOR FIRST(80)

0.86+0.02 0.88≈

0.54+0.02 0.56≈

0.02 0.02 0.02

(43/40)/2 (43/25)/2 0.86

(3/100)/2 (3/100)/2 (3/100)/2

FUNDING LEGEND

MINOR CONSTRUCTION

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

405.840.2931 | fsb-ae.com

D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

B

A

54321

01 FEBRUARY, 2019

20180570

FDN

AD

AL

Fl ig ht Si m ul at or

To led o

AN

G Ba se ,T ol ed o Ex pr es sA irp or t, Oh io

Oh io

Ai rN at io na lG ua rd

C :\U sers\cem \D ocum ents\M y R evit\20180570_A r ch_A2_C

EM

.rvt

1/30/2019 11:08 :18

AM

CODE AND LIFE SAFETY PLAN

G-101

JMI

OAE

KLI

USE AND OCCUPANCY (IBC 2018):

INVIDUAL CLASSFICATION OF OCCUPANCY

BUSINESS: GROUP B (SECTION 304.1)

STORAGE: GROUP S-1 (SECTION 311.1)

PRELIMINARY CODE ANALYSIS BASED ON

NONSEPARATED MIXED USE OCCUPANCY USING THE

MOST RESTRICTIVE OCCUPANCY CLASSIFICATION S-1

(508.3.2).

OCCUPANCY GROUP(S) (NFPA 101-2018):

INDIVIDUAL CLASSIFICATION OF OCCUPANCIES:

BUSINESS (SECTION 6.1.11)

STORAGE- ORDINARY HAZARD (SECTION 6.1.13)

TYPE OF CONSTRUCTION (IBC 2018 TABLE 601):

TYPE II-B WITH SPRINKLER SYSTEM

ALLOWABLE HEIGHT (IBC 2018):

55 FT PER TABLE 504.3

ACTUAL HEIGHT: 22 FT

ALLOWABLE AREA (IBC 2018):

PER SECTION 507.4 UNLIMITED AREA FOR ONE STORY

SPRINKLERED OF GROUP B AND S.

ACTUAL AREA: 9,175 GSF

CODE SUMMARY

SCALE 3/16" = 1'-0"

CODE AND LIFE SAFETY PLAN1

N

4' 12'8'0

3/16" = 1'-0"

RICHARD S.

JOHNSON

1616552

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ER ED A RCH

IT

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

D

C

B

A

01 FEBRUARY, 2019

20180570

BL-JDI

NOTES AND DETAILS

C-001

DJF-JDI

TCG-JDI

TCG-JDI

FINISH GRADE

2'-0" x 2'-6" x 0.80 ALUMINUM SIGN.

SIGN TO READ "PARKING PROHIBITED

PAST THIS POINT".BOLT TO STEEL

TUBE w/ CADMIUM PLATED BOLTS, NUTS, AND WASHERS.

2" x 2" x .188 STEEL TUBE EXTENDED

INTO GROUND. PROVIDE WELDED,

WATERTIGHT CAP. PAINT WITH

EXTERIOR RUST PROTECTIVE PAINT.

D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

B

A

54321

20180570

BL-JDI

EXISTING SITE AND

DEMOLITION PLAN

C-100

DJF-JDI

TCG-JDI

TCG-JDI

01 FEBRUARY, 2019

D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

B

A

54321

20180570

BL-JDI

SITE LAYOUT PLAN

C-101

DJF-JDI

TCG-JDI

TCG-JDI

01 FEBRUARY, 2019

DESIGN CRITERIA:

GOVERNING BUILDING CODE: OBC 2017

BUILDING RISK CATEGORY: II

DESIGN LOADS:

DEAD LOADS:

ROOF SYSTEM .....................................................20 PSF SUPERIMPOSED FRAMING................................................................ ACTUAL WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

INSULATION........................................................... 1 PSF

CEILING COLLATERAL........................................... 3 PSF

MISC/MECH COLLATERAL..................................... 5 PSF

LIVE LOADS:

ROOF (NON-REDUCIBLE)....................................... 20 PSF

MECHANICAL FLOOR ............................................. 250 PSF

ALL OTHER FLOORS .............................................. 80 PSF

CONCENTRATED POINT LOADS

SLAB ON GRADE (6"X6") ............................ 20,000 LBS

SNOW LOAD: (ASCE 7-10)

BASIC GROUND SNOW LOAD, (Pg)...................... 20 PSF

TERRAIN CATEGORY............................................. C

ROOF EXPOSURE................................................... PARTIAL

EXPOSURE FACTOR, (Ce)...................................... 1.0 THERMAL FACTOR, (Ct)......................................... 1.0 SLOPE FACTOR, (Cs).............................................. 1.0 IMPORTANCE FACTOR, (Is).................................... 1.0 SLOPED ROOF SNOW, (Ps)................................... 22 PSF

WIND LOAD: (ASCE 7-10)

BUILDING DESIGN:

BASIC WIND SPEED................................................. 115 MPH

EXPOSURE CATEGORY........................................... C

IMPORTANCE FACTOR, (Iw).................................... 1.0 TOPOGRAPHIC FACTOR, (Kzt)............................... 1.0

BUILDING ENCLOSURE CA..................................... ENCLOSED BUILDING

SEISMIC DESIGN DATA: (ASCE 7-10)

SHORT PERIOD ACCELERATION, Ss ................... 0.120 g LONG PERIOD ACCELERATION, S1...................... 0.055 g

SOIL SITE CLASS ................................................... D

SITE COEFFICIENT, Fa ........................................... 1.6 SITE COEFFICIENT, Fv .......................................... 2.4 DESIGN SPECTRAL ACCELERATION, SDs .......... 0.128 g DESIGN SPECTRAL ACCELERATION, SD1 .......... 0.087 g

SEISMIC DESIGN CATEGORY .............................. B

ANALYSIS METHOD................................................ EQUIVALENT LATERAL FORCE

SEISMIC FORCE RESISTING SYSTEM................ ORDINARY REINFORCED MASONRY

SHEAR WALLS

DESIGN BASE SHEAR........................................... 25K

R=2.0, Ω=2.5, Cd=1.75, I=1.0, Cs=0.086

TEMPERATURE:

STRUCTURE SHALL BE ANALYZED FOR T = +37,-53 °F (90 °F TOTAL ΔT )

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ANCH ANCHOR

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AT/FP ANTI-TERRORISM FORCE PROTECTION

AWS AMERICAN WELDING SOCIETY

BM BEAM

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

BR BRACING

BRG BEARING

BTWN BETWEEN

CJ CONSTRUCTION JOINT

CENTER LINE

CL CENTER LINE

CL COLLATERAL LOAD

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONNX CONNECTION

CONT CONTINUOUS

COORD COORDINATE

CR CENTER OF RADIUS

DBA DEFORMED BAR ANCHOR

DBE DECK BEARING ELEVATION

DEG DEGREE

db DIAMETER BAR

DIA DIAMETER

DL DEAD LOAD

DN DOWN

DWLS DOWELS

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATION

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXP EXPANSION

ºF/C DEGREES FAHRENHEIT/CELSIUS

FF FINISH FLOOR

FFE FINISHED FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FLG FLANGE

FND FOUNDATION

FT FOOT/FEET

FTG FOOTING

FS FAR SIDE

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

IN INCH/INCHES

JB JOIST BEARING

JST JOIST

JT JOINT

LBS POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSH LONG SIDE HORIZONTAL

LSSH LONG SLOTTED HOLES

MBM METAL BUILDING MANUFACTURER

MFR MANUFACTURER

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFG MANUFACTURER

MIN MINIMUM

MPH MILES PER HOUR

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OVS OVERSIZED

PERIM PERIMETER

PL PLATE

± PLUS/MINUS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

REF REFER

REINF REINFORCE/REINFORCING

REQ'D REQUIRED

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FEET

SIM SIMILAR

SJ SAWCUT JOINT

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SSLT SHORT SLOTTED HOLES

SSMA STEEL STUD MANUFACTURERS

ASSOCIATION

STD STANDARD

STIFF STIFFENER

TO TOP OF

TOF TOP OF FOUNDATION/FOOTING

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WL WIND LOAD

WP WORKING POINT

WWF WELDED WIRE FABRIC

WWR WELDED WIRE REINFORCEMENT

ABBREVIATIONS

MATERIAL DESIGN VALUES:

CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,

NORMAL WEIGHT, UNLESS NOTED OTHERWISE)

SLABS ON GRADE AND FOUNDATIONS..................... 4,000 PSI

CONCRETE REINFORCEMENT(MINIMUM YIELD STRENGTH)

ALL DEFORMED BARS, UNLESS NOTED OTHERWISE.

(ASTM A615, GRADE 60).............................................. FY = 60,000 PSI

WELDED WIRE FABRIC (ASTM A185).......................... FY = 60,000 PSI

SMOOTH BARS (ASTM A82).......................................... FY = 70,000 PSI

DEFORMED BAR ANCHORS (ASTM A706)................... FY = 60,000 PSI

STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)

WIDE FLANGES (ASTM A992 OR A572, GR. 50)......... FY = 50,000 PSI

PIPES (ASTM A500, GRADE B)...................................... FY = 42,000 PSI

TUBES (ASTM A500, GRADE B).................................... FY = 46,000 PSI

ALL OTHER SHAPES, PLATES AND ANCHOR BOLTS

UNLESS NOTED OTHERWISE (ASTM A36)................. FY = 36,000 PSI

COLUMN BASE ANCHOR RODS

(ASTM F 1554, WELDABLE GRADE 55).................. FY = 55,000 PSI

COLD FORMED STRUCTURAL SHAPES..................... FY = 33,000 PSI (MIN)

MISCELLANEOUS NOTES:

1. REFERENCE DATUM ELEVATION 100'-0" IS EQUAL TO THE

ACTUAL FINISH FLOOR ELEVATION PROVIDED BY CIVIL.

REFERENCED ELEVATIONS ARE BASED ON THIS DATUM

ELEVATION.

2. GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE

ENTIRE PROJECT AND CONVEY ENGINEERING INTENT.

SPECIFIC DETAILS ARE NOT DRAWN FOR EVERY CONDITION

OF CONSTRUCTION OR ASSEMBLY. MANY CONDITIONS

SIMILAR TO THOSE DEPICTED EXIST AND THOSE SIMILAR

CONDITIONS ARE INCLUDED IN THE CONTRACT SCOPE OF

WORK. THE CONTRACTOR SHALL INCLUDE COST OF THE

WORK FOR THESE SIMILAR CONDITIONS. FUTURE

CLARIFICATION OF DETAILS SHALL NOT THE BE BASIS OF

ADDITIONAL COMPENSATION FOR THE CONTRACTOR.

CONSTRUCTION NOTES:

1. ALL DIMENSIONS TO EXISTING STRUCTURES MUST BE

VERIFIED IN THE FIELD AS REQUIRED FOR NEW

CONSTRUCTION.

2. ALL INTERFERING PIPES, UTILITIES, AND FIXTURES WILL BE

RELOCATED BY CONTRACTOR AS REQUIRED.

3. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL

SHORING, PROPS, AND GUYS REQUIRED FOR THE

TEMPORARY SUPPORT OF THE EXISTING STRUCTURE AND

REMOVE SAME AFTER COMPLETION.

4. THE CONTRACTOR IS HELD RESPONSIBLE FOR PROTECTION

OF PERSONNEL AND EQUIPMENT DURING THE COURSE OF

OPERATIONS ACCORDING TO CURRENT SAFETY

REGULATIONS.

5. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER COPIES

OF ALL SHOP DRAWINGS OF NEW WORK FOR APPROVAL.

6. THE CONTRACTOR SHALL REPAIR ALL EXISTING WORK WHICH

HAS BEEN DAMAGED BY HIS CONSTRUCTION OPERATIONS

AND REMOVE ALL DEBRIS FROM THE SITE AFTER

COMPLETION OF THE PROJECT.

CONCRETE CONSTRUCTION NOTES:

1. ALL DETAILING, FABRICATION AND PLACING OF REINFORCING

BARS, UNLESS NOTED OTHERWISE, SHALL FOLLOW THE

LATEST EDITION ACI DETAILING MANUAL, DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT, ACI MANUAL OF

ENGINEERING AND PLACING DRAWINGS FOR REINFORCED

CONCRETE STRUCTURES, ACI SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS AND THE

PROVISIONS OF ACI "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE" (ACI 318-APPLICABLE EDITION).

2. UNLESS NOTED OTHERWISE, LAP SPLICES OR EMBEDMENT

LENGTHS SHALL CONFORM TO ACI REQUIREMENTS FOR

CLASS B SPLICES. REFER TO REINFORCEMENT LAP LENGTH

SCHEDULE.

3. UNLESS NOTED OTHERWISE, CONCRETE COVER OVER STEEL

REINFORCEMENT SHALL CONFORM TO MINIMUM REQUIRED

BY ACI 318-APPLICABLE EDITION.

4. AT INTERSECTING FOUNDATIONS AND WALLS EXTEND ALL

HORIZONTAL REINFORCING OF THE INTERSECTING MEMBER

BEYOND THE POINT OF INTERSECTION TO THE OPPOSITE

FACE AND BEND TO A STANDARD 90 DEGREE HOOK, OR

PROVIDE BENT DOWELS OF EQUAL SIZE AND SPACING AND

LAP AS REQUIRED BY NOTE 2 (BUT NOT LESS THAN 24") IN

EACH DIRECTION. REFER TO TYPICAL CONCRETE PLAN

DETAIL.

5. PROVIDE CORNER BARS IN BOTH FACES OF ALL EXTERIOR

BEAMS AND WALLS. NUMBER, SIZE AND SPACING OF

CORNER BARS SHALL BE EQUAL TO NUMBER, SIZE AND

SPACING OF HORIZONTAL REINFORCING WITH WHICH THEY

LAP AND SHALL EXTEND 40 BAR DIAMETERS IN EACH

DIRECTION. IF REINFORCING MEETING AT THE CORNER IS OF

DIFFERENT SIZE, CORNER BAR SHALL MATCH THE LARGER OF

THE BARS. BOTH LEGS OF CORNER BARS SHALL BE EQUAL

LENGTH. REFER TO CONCRETE PLAN DETAIL.

6. ALL OPENINGS IN CONCRETE WALLS AND ELEVATED SLABS

LARGER THAN 1'-0" ON ANY SIDE OR DIAMETER SHALL HAVE A

MINIMUM OF (2) #5 BARS (1 EACH FACE) PLACED AT ALL FOUR

SIDES OF THE OPENING AND EXTENDED 2'-6" BEYOND THE

EDGE OF OPENING. CORNERS OF ANY SIZE OPENING SHALL

BE REINFORCED WITH (2) #5X5'-0" DIAGONAL BARS (1 EACH

FACE).

7. ALL REINFORCING SHALL BE SUPPORTED FROM THE

INTERIOR OF THE CONCRETE ELEMENTS. PROVIDE ALL

STANDS REQUIRED TO ADEQUATELY HOLD REINFORCEMENT

IN PLACE DURING CONCRETE PLACEMENT.

8. A SINGLE CONCRETE POUR, FOR CONTINUOUS FOOTINGS

AND WALLS SHALL NOT EXCEED 60 FEET NOR 45 FEET FOR

TRENCHES. CONSTRUCTION JOINTS SHALL BE LOCATED

BETWEEN 1/4 POINT AND 1/3 POINT OF A SPAN, WHERE A

SPAN IS ASSUMED TO BE THE COLUMN SPACING. REFER

BULKHEAD DETAIL.

9. PROVIDE SLEEVES IN BEAMS, SLABS AND WALLS FOR ALL

PENETRATIONS (DO NOT DRILL). LOCATIONS MUST BE

APPROVED BY ARCHITECT-ENGINEER. PIPE PENETRATIONS

THROUGH GRADE BEAMS SHALL NOT INTERRUPT THE

LONGITUDINAL REINFORCEMENT OF THE GRADE BEAMS.

GRADE BEAM PENETRATIONS NEAR PIER SUPPORTS ARE NOT

PERMITTED.

10. POST INSTALLED DOWELS INTO CONCRETE SHALL USE HILTI-

HY200 OR APPROVED EQUAL, UNLESS NOTED OTHERWISE.

SUBSTITUTION REQUESTS SHALL PROVIDE CALCULATIONS

DEMONSTRATING THE SUBSTITUTED PRODUCT IS CAPABLE

OF ACHIEVING THE PERFORMANCE VALUES OF THE

SPECIFIED PRODUCT UNDER THE CONDITIONS OF THE

PROJECT. SUBSTITUTION REQUESTS SHALL FURTHER

DEMONSTRATE PRODUCT APPLICABILITY BY ICC ESR

SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE

FOR SEISMIC USE, LOAD RESISTANCE, INSTALLATION

CATEGORY, AND ANY OTHER RELEVANT PROJECT

CONDITIONS.

11. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS,

PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES.

12. PROVIDE CONCRETE EQUIPMENT PADS OF SIZE REQUIRED

FOR EQUIPMENT FURNISHED. SEE MECHANICAL AND

ELECTRICAL DRAWINGS FOR NUMBER, SIZE AND LOCATION

OF SUCH PADS ON THE FLOOR SLAB UNLESS OTHERWISE

SHOWN. MINIMUM THICKNESS SHALL BE 4". MINIMUM

REINFORCING SHALL BE #4 BARS AT 12" ON CENTER EACH

WAY. TOOLED OR CHAMFERED EDGES SHALL BE PROVIDED

AT ALL MECHANICAL PADS.

13. THE SIZE AND LOCATION OF ALL EQUIPMENT PADS, FLOOR

PITS, TRENCH DRAINS AND OPENINGS FOR ALL DUCTS AND

PIPES THROUGH FLOOR SLABS AND FOOTINGS SHALL BE

VERIFIED WITH THE MECHANICAL AND ELECTRICAL

CONTRACTORS REQUIREMENTS PRIOR TO PLACEMENT.

14. ALL CONCRETE SLAB ACCESSORIES (TRENCHES, GRATING,

EMBEDDED ITEMS, ETC.) SHALL BE DESIGNED FOR THE

UNIFORM AND CONCENTRATED LIVE LOADS ON THIS SHEET.

15. LOCALLY SLOPE THE SLAB TO FLOOR DRAINS WITH AN 18"

RADIUS AROUND THE DRAIN BODY. REFER PLUMBING FOR

ADDITIONAL FLOOR DRAIN INFORMATION.

16. REFER TO THE PLUMBING SPECIFICATIONS FOR THE USE OF

SLEEVES AND SEALANTS AT PLUMBING PENETRATIONS

THROUGH THE SLAB ON GRADE.

17. PROVIDE BOLLARDS AS REQUIRED BY ARCHITECTURAL

SHEETS.

REINFORCED MASONRY NOTES:

1. ALL CMU SHALL BE 1 OR 2-CELL BLOCK.

2. MASONRY DESIGN STRENGTH, F’m = 1,900 PSI.

3. MINIMUM MORTAR COMPRESSIVE STRENGTH SHALL BE 1,800

PSI AT 28 DAYS.

4. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL

ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR

UNOBSTRUCTED CONTINUOUS VERTICAL CELL NOT LESS

THAN 2 INCHES BY 3 INCHES IN PLAN DIMENSION.

5. SLAB DOWELS SHALL BE INSTALLED PER THE CMU DETAILS.

6. LOCATION OF CONTROL JOINTS SHALL BE AS SHOWN ON

ARCHITECTURE BUILDING ELEVATION SHEETS AND DETAILS

OF CONTROL JOINTS SHALL BE AS SHOWN, REFER TO

TYPICAL MASONRY DETAILS.

7. REFER TO ARCHITECTURAL DRAWINGS FOR ALL CMU WALL

INFORMATION NOT SHOWN IN STRUCTURAL.

8. VERTICAL WALL REINFORCING SHALL USE THE BARS AS

REQUIRED AS INDICATED ON PLAN SHEET NOTES, UNO.

VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY

FROM THE TOP OF THE SLAB TO EMBED AT LEAST 6 INCHES

INTO FLOOR OR ROOF DIAPHRAGM BOND BEAM. LAP SPLICES

OF 60 BAR DIAMETERS ARE PERMITTED. DIAPHRAGM BOND

BEAMS SHALL BE DEFINED AS THE BOND BEAM AT THE

FLOOR/ROOF LEVEL OR WHERE ANGLE KICKERS ARE

PROVIDED.

9. BOND BEAM REINFORCING SHALL USE THE BARS AS

INDICATED ON PLAN SHEET NOTES, UNO AND SHALL RUN

CONTINUOUS THROUGHOUT. CORNER BARS SHALL BE

PROVIDED AND LAP SPLICES OF 40 BAR DIAMETERS ARE

PERMITTED. BOND BEAMS SHALL EXIST AT THE BOTTOM,

TOP, AND INTERMEDIATE (EVERY 6TH COURSE OR CLOSER

PER DETAILS). COORDINATE WITH ARCHITECTURAL

REQUIREMENTS.

10. AN ADDITIONAL VERTICAL BAR OF THE SAME SIZE AND

LENGTH AS THE NORMAL REINFORCING BAR SHALL BE

PLACED:

A. ON EACH SIDE OF CONTROL JOINTS

B. AT ALL WALL INTERSECTIONS OF EXTERIOR WALLS

C. AT ALL DISCONTINUOUS EDGES

D. AT ALL DOOR AND WINDOW JAMS

E. AS SHOWN ON STRUCTURAL DRAWINGS

11. CMU LINTELS SHALL USE THE BARS AS REQUIRED PER

TYPICAL CMU WALL OPENING DETAIL AND CMU LINTEL TYPES,

UNLESS NOTED OTHERWISE. ALL OPENINGS GREATER THAN 2

FEET SHALL HAVE A LINTEL.

12. CELLS WHICH CONTAIN REINFORCING STEEL SHALL BE

FILLED SOLIDLY WITH 3,000 PSI COARSE GROUT MEETING THE

REQUIREMENTS OF ASTM C476.

13. POST-INSTALLED DOWEL OR ANCHOR APPLICATIONS INTO

GROUTED MASONRY SHALL USE HILTI HY-70 OR APPROVED

EQUAL, UNLESS NOTED OTHERWISE. SUBSTITUTION

REQUESTS SHALL PROVIDE CALCULATIONS DEMONSTRATING

THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE

PERFORMANCE VALUES OF THE SPECIFIED PRODUCT UNDER

THE CONDITIONS OF THE PROJECT. SUBSTITUTION

REQUESTS SHALL FURTHER DEMONSTRATE PRODUCT

APPLICABILITY BY ICC ESR SHOWING COMPLIANCE WITH THE

RELEVANT BUILDING CODE FOR SEISMIC USE, LOAD

RESISTANCE, INSTALLATION CATEGORY, AND ANY OTHER

RELEVANT PROJECT CONDITIONS.

14. PRIOR TO NEW OPENINGS IN EXISTING MASONRY WALLS

BEING CREATED, THE WALL WITHIN 5FT EITHER SIDE OF THE

NEW OPENING SHALL BE SURVEYED USING A GROUND

PENETRATING RADAR (GPR) SYSTEM TO DETERMINE THE

LOCATION OF EXISTING GROUT FILLED CELLS AND VERTICAL

REBAR.

15. CMU WALLS TO BE EXTENDED VERTICALLY SHALL BE

SURVEYED USING A GROUND PENETRATING RADAR (GPR)

SYSTEM TO DETERMINE THE LOCATION OF EXISTING GROUT

FILLED CELLS AND VERTICAL REBAR.

SOILS/FOUNDATION NOTES:

1. FOUNDATION RECOMMENDATIONS ARE BASED ON THE

GEOTECHNICAL REPORT PREPARED BY TTL ASSOCIATES INC

DATED JULY 26TH, 2018 FOR PROPOSED BUILDING ADDITION

ADAL FLIGHT SIMULATOR BUILDING, SWANTON, OH, PROJECT

NO.: 1693001.

2. THE ALLOWABLE SOIL BEARING PRESSURE (2000 PSF) FOR

SHALLOW FOOTINGS SHALL BEAR AT LEAST (42) INCHES

BELOW FINAL GRADE FOR FROST PROTECTION AND SHALL

HAVE A MINIMUM WIDTH OF (18) INCHES FOR CONTINUOUS

FOOTINGS AND (30) INCHES FOR SPREAD FOOTINGS.

3. FLOOR SLABS SHALL BE CONSTRUCTED ON COMPACTED

MINIMUM 6 INCH THICK DRAINABLE GRANULAR FILL PLACED

ON TOP OF PROPERLY PREPARED BEDROCK OR STRUCTURAL

FILL, AS APPLICABLE.

4. AFTER EXCAVATING, FOOTINGS SHOULD BE INSPECTED AND

CONCRETE PLACED AS QUICKLY AS POSSIBLE TO AVOID

EXPOSURE TO WETTING AND DRYING.

5. WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

EXCAVATIONS OR NEAR THE FOUNDATIONS AND FLOOR SLAB

AREAS OF THE BUILDINGS DURING CONSTRUCTION.

6. FOOTINGS, POURED FOUNDATION WALL, AND SUBSEQUENT

BACKFILLING AROUND CMU SHALL BE FORMED DUE TO THE

GRANULAR NATURE OF THE BEARING SOILS, ALONG WITH

THE POTENTIAL NEED FOR IN-PLACE DENSIFICATION.

7. EXCAVATION SUPPORT AND/OR TEMPORARY UNDERPINNING

OF EXISTING FOOTINGS MAY BE NEEDED IF PROBLEMATIC

SOILS ARE ENCOUNTERED THAT REQUIRE REMOVAL AND

REPLACEMENT. PROBLEMATIC SOILS SHALL BE DETERMINED

AS SUCH BY A TTL GEOTECHNICAL ENGINEER OR QUALIFIED

REPRESENTATIVE PER THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT.

8. ALL VEGETATION, TOPSOIL, SOFT OR LOOSE SOIL,

CONCRETE, ASPHALT, OLD FOUNDATIONS AND DELETERIOUS

MATERIALS SHALL BE STRIPPED FROM THE BUILDING SITE.

STRIPPING AND UNDERCUTTING SHALL EXTEND A MINIMUM

OF 5 FEET BEYOND THE BUILDING PERIMETER AND THE

DEPTH SHALL BE AS DETERMINED BY THE GEOTECHNICAL

ENGINEER.

9. AFTER STRIPPING THE SITE BUT PRIOR TO PLACING FILL THE

SITE SHALL BE PROOF ROLLED WITH A TANDEM AXLE DUMP

TRUCK (9 TONS/AXAL) OR SIMILAR RUBBER TIRED VEHICLE.

SOILS THAT RUT OR DEFLECT EXCESSIVELY (GREATER THAN

1 INCH) SHALL BE UNDERCUT AND RECOMPACTED IN PLACE

OR REPLACED WITH PROPERLY COMPACTED STRUCTURAL

FILL. THE RECOMPACTED SOIL OR ENGINEERED FILL SHALL

BE MOISTURE CONDITIONED DURING PLACEMENT.

10. AFTER PROOF ROLLING, THE SUBGRADE SOILS SHALL BE

SCARIFIED TO A DEPTH OF 8 INCHES, MOISTURE CONTENT

ADJUSTED TO WITHIN 2 PERCENT ABOVE THE OPTIMUM

MOISTURE CONTENT, AND COMPACTED TO 95 PERCENT OF

THE STANDARD PROCTOR MAXIMUM DRY DENSITY AS

DEFINED BY ASTM D698.

11. AFTER INSPECTION OF THE SUBGRADE, STRUCTURAL FILL

MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 8

INCHES. EACH LIFT OF STRUCTURAL FILL MATERIAL SHALL

HAVE THE MOISTURE CONTENT ADJUSTED TO WITHIN 3

PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT, AND

COMPACTED TO 98 PERCENT OF THE STANDARD PROCTOR

MAXIMUM DRY DENSITY AS DETERMINED BY ASTM

DESIGNATION D698.

STEEL DECK & JOISTS NOTES:

1. AT ROOF LEVELS, THE DECK SHALL BE ATTACHED TO

SUPPORTS WITH #12 TEKS AT 6 INCHES ON CENTER WITH #10

TEKS SIDELAP SCREWS AT 12 INCHES ON CENTER.

2. ALL STEEL DECK SHALL SPAN A MINIMUM OF (2) SPANS IN THE

DIRECTION SHOWN ON THE FRAMING PLANS.

3. ROOF STEEL DECK SHALL CONSIST OF 20 GAGE, 1 1/2 INCH

WIDE RIB GALVANIZED DECKING (TYPE B) WITH RIB SPACING

AT 6 INCHES ON CENTER. PROPERTIES SHALL MEET OR

EXCEED THE SDI SPECIFIED MINIMUM.

4. THE JOIST MANUFACTURER AND ERECTOR SHALL PROVIDE

ADDITIONAL BRIDGING DURING CONSTRUCTION SEQUENCING

AS REQUIRED BY THE CURRENT SJI SPECIFICATIONS AND

OSHA REQUIREMENTS.

5. JOIST MANUFACTURER TO PROVIDE BRIDGING AS REQUIRED

FOR ALL LOADING CONDITIONS.

6. BETWEEN PANEL POINTS OF STEEL JOISTS THE CHORD

MEMBERS SHALL SUPPORT 100 LB VERTICAL LOADS WITHOUT

REINFORCEMENT OF THE CHORD. OFF PANEL POINT

LOADING IN EXCESS OF 100 LBS WILL REQUIRE JOIST CHORD

REINFORCING. NO VERTICAL LOAD SHALL BE IMPOSED ON

THE BRIDGING. NO LOAD SHALL BE APPLIED TO A JOIST THAT

EXCEEDS THE CAPACITY OF THE JOIST.

7. JOISTS AND BRIDGING SHALL BE DESIGNED BY THE JOIST

MANUFACTURER FOR THE LOADS SHOWN IN THE DIAGRAMS,

NOTES AND SCHEDULES SHOWN IN THE STRUCTURAL

DRAWINGS.

8. BRIDGING ANGLES SHALL BE X-BRACED AT EACH FREE OF A

ROW OF BRIDGING AND AT ANY DISCONTINUITIES WITHIN THE

ROW.

9. IN ADDITION TO THE ATTACHMENT AT SUPPORTING BEAMS

AND JOIST, THE SPECIFIED DECK ATTACHMENT APPLIES AT

BENT PLATES AND ANGLES IN CONTACT WITH THE DECK.

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

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A

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54321

01 FEBRUARY, 2019

20180570

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1/30/2019 9:53: 50 AM

GENERAL NOTES

S-001

BJW

CGH

Frankfurt-Short-Bruza Architects Engineers Planners document1 Page 1 of 1

5801 Broadway Extension, Suite 500, Oklahoma City, Oklahoma 73118-7436 Telephone (405) 840-2931 Facsimile (405) 842-7750 Website www.fsb-ae.com

8" DEEP LINTEL

FILL CELLS SOLID

WITH GROUT

(2) ADDITIONAL JAMB

REINFORCING BARS TO

MATCH WALL VERTICAL

REINFORCING TYPICAL

PROVIDE HARDWARE

CLOTH SEPARATION

TYPICAL

8"

1'-4"

18 GA. CORRUGATED METAL

SEPARATOR

(SET 3/4" FROM EACH FACE).

RAKE JOINT AND INSTALL

BACKER ROD AND SEALANT

ADDITIONAL VERTICAL

REINFORCING

NOTE:

REINFORCING DOES NOT

PENETRATE CONTROL

JOINT.

NOTE:

BOND BEAM CONTROL JOINT TO

ALIGN WITH WALL CONTROL

JOINT.

CONTROL JOINT AT INTERMEDIATE

AND TOP BOND BEAMS

RAKE JOINT AND INSTALL

BACKER ROD AND SEALANT

ADDITIONAL VERTICAL

REINFORCING

NOTE:

REINFORCING PENETRATES

CONTROL JOINT.

NOTE:

BOND BEAM CONTROL JOINT TO

ALIGN WITH WALL CONTROL JOINT.

CONTROL JOINT AT BOTTOM COURSE OF WALL

PL

AN

R

EF

ER

CONTROL JOINT

NOTE:

REINFORCING

PENETRATES

CONTROL JOINT

ADDITIONAL VERTICAL REINFORCING

SEE REINFORCED HOLLOW CMU

RAKE JOINT AND INSTALL

BACKER ROD AND SEALANT

NOTE:

FOR BAR LAPS

REFER S-001.

NOTE #10 ON SHEET S-001

LINTEL

40db BEYOND

OPENING

MINIMUM OF (1) #5

BAR OR LARGER (TYP)

CASE 1

MINIMUM OF (1) #5

OR LARGER (TYP)

AT EACH CELL

LINTEL

CASE 2

LINTEL

CASE 3

LINTEL

MINIMUM OF (1) #6

BAR OR LARGER

AT EACH CELL

CASE 4

NOTES:

CASE 1 APPLIES TO: ALL OPENINGS 2 FEET OR LESS

EITHER DIRECTION.

CASE 2 APPLIES TO: ALL OPENINGS EXCEEDING 2 FEET

BUT NOT MORE THAN 4 FEET EITHER

DIRECTION.

CASE 3 APPLIES TO: ALL OPENINGS EXCEEDING 4 FEET

BUT NOT MORE THAN 6 FEET EITHER

DIRECTION.

CASE 4 APPLIES TO: ALL OPENINGS EXCEEDING 6 FEET

BUT NOT MORE THAN 9 FEET EITHER

DIRECTION.

1. WHERE VERTICAL REINFORCING CONSISTS OF

(2) BARS OR MORE, EACH BAR SHALL BE PLACED IN A

SEPARATE CELL.

2. REFER TO ELEVATIONS FOR LINTEL TYPE.

3. VERTICAL REINFORCING AT DOOR OPENINGS IS TO

BE EMBEDED 6" INTO THE SLAB AND SPAN THE FULL

HEIGHT OF THE WALL.

GROUT

INSTALL BACKER ROD

AND SEALANTRUBBER/PVC

CONTROL JOINT

ADDITIONAL VERTICAL

REINFORCING TO MATCH WALL

VERTICAL REINFORCING

NOTES:

WHERE CONTROL JOINTS OCCUR AT

CORNER MODIFY DETAIL AS FOLLOWS:

1. AT INTERMEDIATE AND TOP BOND

BEAMS, DELETE CORNER BARS AND

CONSTRUCT CONTROL JOINTS AS

SHOWN IN DETAIL

2. AT FOUNDATION BOND BEAMS, RAKE

CONTROL JOINT AND INSTALL BACKER

ROD AND SEALANT AS SHOWN IN

DETAIL

PL

AN

R

EF

ER

PLAN

REFER

ADDITIONAL VERTICAL REINFORCING

SEE REINFORCED HOLLOW CMU

OR 24" TYPICAL

40 BAR Ø

2/S-002

2/S-002

NOTE #10 ON SHEET S-001

SOLID BOTTOM LINTEL UNIT SOLID BOTTOM LINTEL UNIT

#4 AT 8" OC

STD 180° HOOK

TYPICAL

SOLID BOTTOM LINTEL UNITSOLID BOTTOM LINTEL UNIT

PLAN

8"

(2) #6 BARS(2) #6 BARS

PLAN

8"

8"

3"

1' -4

3"

(2) #6 BARS

N O

M

IN

AL

2' -0

3" 3"

PLAN

8"

N O

M

IN

AL

3' -4

3" 3"

PLAN

8"

(2) #6 BARS

(2) #6 BARS

#4 AT 16" OC

STD 180° HOOK

TYPICAL

(2) #6 BARS

(2) #6 BARS

LINTEL TYPE 1 LINTEL TYPE 2 LINTEL TYPE 4LINTEL TYPE 3

LINTEL SPAN SCHEDULE

LINTEL

TYPE

MAXIMUM ROUGH

OPENING SIZE

TYPE 1 2'-8"

TYPE 2 5'-0"

TYPE 3 6'-6"

TYPE 4 8'-6"

EXISTING VERTICAL

GROUTED CELL W/

REINF

ACCESS HOLE TO INSERT (2) #4

JAMB STEEL BARS AND GROUT

FILL

CMU LINTEL, REFER TYP

DETAIL FOR SIZE

CONTRACTOR OPTION TO

PROVIDE "H" OR "A" OPEN

ENDED BLOCK TO

FACILITATE PLACEMENT OF

JAMB STEEL

CONDITION 1

EXISTING VERTICAL GROUTED

CELL W/ REINF. IS LOCATED 24"

(3 CELLS) AWAY FROM EDGE

OF NEW WALL OPENING.

EXISTING VERTICAL

GROUTED CELL W/

REINF

ACCESS HOLE TO INSERT (2) #4

JAMB STEEL BARS AND GROUT

FILL

CMU LINTEL, REFER TYP

DETAIL FOR SIZE

CONTRACTOR OPTION TO

PROVIDE OPEN ENDED 1/2

BLOCK TO FACILITATE

PLACEMENT OF JAMB

STEEL

CONDITION 2

EXISTING VERTICAL GROUTED

CELL W/ REINF. IS LOCATED 16"

(2 CELLS) AWAY FROM EDGE

OF NEW WALL OPENING.

EPOXY DOWEL AT 16" OC W/

4" EMBED INTO EXISTING

GROUTED CELL

ROUGH DOOR OPENING

REFER ARCH FOR

ROUGH DOOR OPENING

REFER ARCH FOR

EXISTING VERTICAL

GROUTED CELL W/

REINF

CMU LINTEL, REFER TYP

DETAIL FOR SIZE

CONDITION 3

EXISTING VERTICAL GROUTED

CELL W/ REINF. IS LOCATED 8"

(1 CELL) AWAY FROM EDGE OF

NEW WALL OPENING.

ROUGH DOOR OPENING

REFER ARCH FOR

1" 1'-0" 1"

4" 4"

(2) 3/4" DIA A36 THREADED ROD

EMBEDED 6 3/4" W/ HILTI HY-70

EPOXY IN GROUTED CELLS (OR

APPROVED EQ), TYP AT EACH

POST

1 1/2" STD PIPE POST FOR

GUARDRAIL. REFER ARCH

4"

1/2"x14"x8" GALV PL

2 3/4"

1" 5"

1"

3/8x7"x2 3/4" GALV

PL EA SIDE

(2) 1/2" DIA GALV A325

BOLTS IN STD HOLES

3/16

3/16TAB TO

PL

1" 1'-0" 1"

4" 4"

4 1/4" 5 1/2" 4 1/4" 7" 7"

WHERE 2 POSTS ARE REQ'D

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

B

A

54321

01 FEBRUARY, 2019

20180570

FDN

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F lig ht S im ul at or

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G Ba se , T ol ed o Ex pr es s A irp or t, Oh io

Oh io

A ir

Na tio na l G ua rd

C :\U sers\cgh\D o cum ents\M y R evit\80570_Stru_c gh.rvt

1/30/2019 9:53: 56 AM

TYPICAL DETAILS

S-002

BJW

CGH

CGH

SCALE:NTS

8" CMU BEARING1 SCALE:NTS

BOND BEAM CONTROL JOINTS2 SCALE:NTS

BOTTOM BOND BEAM

CONSTRUCTION JOINT3

SCALE:NTS

CMU OPENING REINFORCING4 SCALE:NTS

CMU REINFORCING5 SCALE:NTS

CMU REINFORCING AT BOND BEAMS6

SCALE:NTS

LINTEL TYPES7

SCALE:NTS

NEW DOORWAYS IN EXISTING MASONRY WALLS9

SCALE:NTS

GUARDRAIL POST ATTACHMENT8

AT SLABS WITH FLOOR

DRAINS USE ASTM D1

190 SEALANT

1/8" RADIUS TOOLED JOINT

AT EXPOSED FLOOR SLABS

WITHOUT FLOOR DRAINS

REFER SLAB PLAN

1/4" RADIUS

TOOLED JOINT

GROOVE MAY

BE FORMED

OR SAWED

FORMED JOINT

WITH ZIP STRIPS

3/

4" 7/8"

"T " R

EF

ER

P

LA

N 5/8"

7/ 8"

T/

C

LE

AR

EQ

2"

EQ

NOTE:

CONSTRUCTION JOINTS

REQUIRED AT SLAB COLD

JOINTS.

2" MAX

L2X2X3/16

EA SIDE

2" MAX

P

L2X2X3/16

EA SIDE

TOP CHORD LOAD BOTTOM CHORD

LOAD

NOTES:

1. REINFORCEMENT NOT REQUIRED FOR P < 100#

2. REINFORCEMENT REQUIRED FOR ALL LOADS

NOT LOCATED AT A JOIST PANEL POINT

3/16 2

TYPICAL

3/16 2

TYPICALP

SUPPORTING MEMBER

OPENING

SUPPORTING MEMBER

L4x3x1/4 LLV FOR SPANS ≤ TO 4'-0" L5x3x1/4 LLV FOR SPANS > 4'-0" < 6'-0"

L6x4x3/8 LLV FOR SPANS > 5'-0" < 8'-0" L5x3x1/4 LLV FOR SPANS ≤ TO 5'-0"

NOTES:

1. DECK TO BE FASTENED TO ALL ANGLES.

2. PROVIDE ANGLE FRAME FOR ALL OPENINGS

LARGER THAN 6" IN ANY DIRECTION.

L3x3x1/4x0'-4"

(WELD TO SUPPORTING MEMBER)

WELD ALL EXPOSED SURFACES

TYPICAL FOR ROOF OPENING

FRAMES INSTALLED AFTER

STEEL DECK IS IN PLACE

TYP FOR ROOF OPENING

FRAMES INSTALLED BEFORE

STEEL DECK IS IN PLACE 3/16

3/16

TYP

3/16 3/16

TYP

1/4

TRANSVERSE SLAB

STEEL

VAPOR BARRIER

(REFER SPECIFICATIONS)

CUT 3" OUT OF

EVERY OTHER BAR

AT SAW JOINT

LONGITUDINAL

SLAB STEEL

REFER SLAB

PLAN

SEALANTNOTE:

SAW JOINT WITHIN 8 HOURS

AFTER CONCRETE IS PLACED

1/8"

SA

W

C U

T

1/ 2"

D

EE

P

C

LE

AR

1/

2" (MAX)

1 1/2" CLEAR

P

LA

N R

EF

ER

DECK BELOW REFER

TO SCHEDULE

EDGE

EDGE REFER TO SCHEDULE

FOR FASTENER TYPE

AND SPACING

CENTERLINE OF SUPPORT

MEMBER BELOW

REFER TO FRAMING PLAN

NOTE: #12 TEK SCREW 6" OC AT EDGE

CLASS B

CONCRETE REINFORCEMENT LAP LENGTH SCHEDULE

BAR SIZE TOP BARS* BOTTOM BARS

#4 3'-10" 2'-11" #5 4'-9" 3'-8" #6 5'-9" 4'-5" #7 8'-4" 6'-5" #8 9'-6" 7'-4" #9 10'-9" 8'-3" #10 12'-0" 9'-3" #11 13'-4" 10'-3"

* GREATER THAN 12" OF CONCRETE BELOW

1. 4,500 PSI CONCRETE

2. 60,000 PSI REINFORCEMENT STEEL.

2'-0" (MIN)

DRILL AND EPOXY #4 BAR EA DIRECTION

AT 18" OC MAX SPACING. PROVIDE 6"

EMBED AND TWO BARS EACH DIRECTION

MINIMUM. USE HILTI HY200 (OR

APPROVED EQ)

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D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

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TYPICAL DETAILS

S-003

BJW

CGH

CGH

SCALE:NTS

CONSTRUCTION JOINT (CJ)1

SCALE:NTS

TYPICAL JOIST REINFORCEMENT4 SCALE:NTS

ROOF FRAMED OPENING5

SCALE:NTS

SAWED CONTROL JOINT (SJ)2

SCALE:NTS

DECK FASTENER LAYOUT DETAIL6

SLAB REPAIR DETAIL3

'-0

50 PSF

20 PSF

P

SF

P

SF

P

SF

P

SF

P

SF

P

SF

P

SF

P

SF

4'-0"

9'-0"9'-0"

8'-9"

P

SF

20 PSF

P

SF

37 PSF

20 PSF

37 PSF

'-1

/8

4'

-0

'-6

4'

-0

'-1

/8

P

SF

P

SF

6'-4 1/8" 4'-6" 15'-11 1/8" 4'-6" 14'-1 3/4"

8'-3"

8' -3

8'

-3

8'-3"

ZO

N

E

ZO

N

E

ZO

N

E

ZONE 5 ZONE 4 ZONE 5

ZO

N

E

ZO

N

E

ZO

N

E

ZONE 5 ZONE 4 ZONE 5

ZO

N

E

WALL WALL

JOIST DESIGN LOAD NOTES

1. WIND LOAD (WL) TO BE AS PER DETAILS 1/S-004 WHICH IS

GROSS UPLIFT FORCES FOR COMPONENTS AND CLADDING

PRESSURES.

2. COLLATERAL LOAD WORSE CASE OF 12 PSF UNIFORM LOAD OR A 50 LB

POINT LOAD CENTERED BETWEEN EACH BOTTOM CHORD PANEL

POINT.

3. SNOW LOAD (SL) TO BE DETERMINED PER 2/S-004 SNOW LOADING

DIAGRAM FOR DRIFT AND UNIFORM SNOW LOADS.

4. LIVE LOAD IS NON-REDUCIBLE.

JOIST LOAD COMBINATIONS (LRFD)

1. 1.4 DL

2. 1.2 DL + 1.2 CL + 1.6 LL + 0.5 WL

3. 1.2 DL + 1.2 CL + 1.6 SL + 0.5 WL

4. 1.2 DL + 1.2 CL + 1.0 WL + 0.5 LL

5. 1.2 DL + 1.2 CL + 1.0 WL + 0.5 SL

6. 0.9 DL + 1.0 WL

18KSP1 26KSP1

TRIBUTARY WIDTH = 5 FEET TRIBUTARY WIDTH = 4.5 FEET

LIVE LOAD (LL) 100 PLF

500 LBS

COLLATERAL LOAD (CL) SEE NOTE 2

DEAD LOAD (DL) 125 PLF PLUS JOIST SELF WEIGHT

WIND LOAD (WL) SEE NOTE 1

LIVE LOAD (LL) 90 PLF

COLLATERAL LOAD (CL) SEE NOTE 2

DEAD LOAD (DL) 110 PLF PLUS JOIST SELF WEIGHT

WIND LOAD (WL) SEE NOTE 1

WALL WALL

SNOW LOAD (SL) SEE NOTE 3

SNOW LOAD (SL) SEE NOTE 3

26KSP2

TRIBUTARY WIDTH = 4.5 FEET

LIVE LOAD (LL) 90 PLF

COLLATERAL LOAD (CL) SEE NOTE 2

DEAD LOAD (DL) 110 PLF PLUS JOIST SELF WEIGHT

WIND LOAD (WL) SEE NOTE 1

WALL WALL

SNOW LOAD (SL) SEE NOTE 3

500 LB 500 LB 500 LB

(REF PLAN FOR LOCATION)

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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DESIGNED BY:

PROJECT MANAGER:

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WIND AND SNOW DIAGRAMS

S-004

BJW

CGH

CGH

SCALE:NTS

SNOW LOADING DIAGRAM2

SCALE:NTS

WIND LOADING DIAGRAM1

BUILDING COMPONENT AND CLADING WIND PRESSURES

(LRFD LEVEL PRESSURES)

TRIBUTARY

AREA (SF)

OUTWARD PRESSURES (PSF) INWARD PRESSURES (PSF)

ON ROOF ON WALL ON ROOF ON WALL

ZONE 1 ZONE 2 ZONE 3 ZONE 4 ZONE 5 ZONES 1-3 ZONES 4-5

0 to 10 -33.3 -56.0 -84.2 -33.1 -40.7 13.6 30.5

20 -32.5 -50.0 -69.8 -31.7 -38.0 12.7 29.2 30 -32.0 -46.5 -61.3 -30.9 -36.4 12.2 28.4 40 -31.6 -44.0 -55.3 -30.4 -35.3 11.9 27.8 50 -31.4 -42.1 -50.6 -29.9 -34.4 11.6 27.4 80 -30.8 -38.1 -40.8 -29.0 -32.6 11.0 26.5

100 -30.5 -36.2 -36.2 -28.6 -31.7 10.7 26.0 200 -30.5 -36.2 -36.2 -27.2 -29.0 10.7 24.7 300 -30.5 -36.2 -36.2 -26.4 -27.4 10.7 23.9 400 -30.5 -36.2 -36.2 -25.9 -26.3 10.7 23.3

500 to 700 -30.5 -36.2 -36.2 -25.4 -25.4 10.7 22.9

N

JOIST DESIGN LOADS3

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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DESIGNED BY:

PROJECT MANAGER:

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BORING LOGS

S-005

BJW

SB501

SB501

SB501

SB501

SB501

EDGE OF EXISTING

FOUNDATION

EDGE OF EXISTING

FOUNDATION

'-8

/4

'-0

'-0

'-0

'-0

'-0

'-0

'-0

9'-5" 12'-0" 12'-0" 12'-0"7'-0" 6'-11 7/8" 8'-4 1/4" 9'-0 1/4"

9' -4

9'

-4

'-4

'-4

11'-0 3/8" 11'-8"

32'-0" 46'-8 1/4"

78'-8 1/4"

'-0

SJ

SJ

SJ

SJ

SJ

SJ

SJ

SJ SJ SJ

SJ

SJ SJ

SJSJ

1'-6"

EXISTING FOUNDATION AND SLAB

SB501

SB501

SB501

SB501

SB501

SB501

SB501

SIM

OH

SB501

1'-6"

EXISTING TO NEW

WALL TRANSITION

EXISTING TO

NEW WALL

TRANSITION3

SJ

EDGE OF EXISTING

CMU WALL

'-8

/4

U N

D

ER

PI

N

S U

PP

O

R

TE

D (F

O U

N D

A T

IO

N N

O

TE

R

EG

IO

N

O F

FO

O

TI

N

G T

O B

E

SB501

SIM

UNDERPIN SUPPORTED (NOTE 1)

REGION OF FOOTING TO BE

SB501

SIM

FOUNDATION NOTES

1. UNDERPIN FOUNDATION SUPPORT AT SHALLOW

STRIP FOOTING AS INDICATED ON PLAN.

SERVICE WALL LOAD = 3250 LB/FT. REFER TO

SOIL BORING LOGS FOR SITE CONDITIONS.

COORDINATE FOUNDATION SUPPORT TO AVOID

MECHANICAL CRAC UNIT LOCATIONS

SLAB NOTES

1 ALL CONCRETE SLABS ON GRADE SHALL BE 6".

SUB-BASE SHALL BE AS PER GENERAL NOTES,

SOIL REPORT, AND SPECIFICATIONS. ALL

CONCRETE SLABS SHALL HAVE SAW JOINTS AT

LOCATIONS SHOWN.

TOP OF NEW SLAB IS AT ELEV. = 98'-6" UNO

(1'-6" BELOW TOP OF EXISTING SLAB)

REINFORCEMENT:

#4 BARS AT 16" OC EACH WAY

1. PORTIONS OF EXISTING SLAB ON GRADE WILL

NEED TO BE REMOVED AS REQUIRED TO

ACCOMODATE PLACEMENT OF NEW

ELECTRICAL CONDUIT AND PLUMBING. REFER

TO TYP SLAB REPLACEMENT REPAIR DETAIL.

WALL NOTES

8" MASONRY WALL (NEW)

REINFORCEMENT:

VERTICAL: #5 AT 24" OC

HORIZONTAL: (2)#5 AT 48" OC

GROUT: CELLS W/ VERT BARS AND

BOND BEAMS

8" MASONRY WALL (EXISTING - EXTENDED)

REINFORCEMENT:

VERTICAL: #5 AT EACH LOCATION A

VERTICAL IS PRESENT IN EXISTING

WALL. REFER TO DETAIL.

HORIZONTAL: (2) #5 AT BOT AND TOP OF

WALL EXTENSION

GROUT: CELLS W/ VERT BARS AND

BOND BEAMS

8" MASONRY WALL ( VERIFY EXISTING REINF.

LOCATIONS BEFORE CREATING

NEW OPENINGS IN EXISTING

WALL)

VERTICAL: #5 AT 32" OC

HORIZONTAL: TOP AND BOT OF WALL,

AT JOIST BEARING LOCATIONS

(JOINST REINF. AT 16" OC)

GROUT: CELLS W/ VERT BARS AND

BOND BEAMS

1. ADDITIONAL STEEL REQUIRED PER TYPICAL

MASONRY DETAILS (JAMB, JOINT, LINTEL, ETC)

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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FOUNDATION PLAN

SB101

BJW

CGH

CGH

SCALE: 3/16" = 1'-0"

FOUNDATION PLAN1

4' 12'8'0

3/16" = 1'-0"

N

EXISTING TOP OF SLAB

100'-0"

SB501

EXISITING 4" SLAB ON

GRADE TO BE DEMOLISHED

EXISTING CMU WALL

BEYOND DOORWAY

8"

6"

NEW 6" SLAB ON GRADE

(REFER PLAN)

EXISITING FOUNDATION

UNDERPIN FOUNDATION

SUPPORT AT SHALLOW STRIP

FOOTING AS INDICATED ON

PLAN. SERVICE WALL LOAD =

3250 LB/FT. REFER TO SOIL

BORING LOGS FOR SITE

CONDITIONS.

6" DRAINABLE GRANULAR FILL,

TYP UNDER NEW SLABS

4" SLEEVE IN 5" CORE

DRILLED HOLE EXISTING TOP OF SLAB

100'-0"

3' -0

1'

-0

6" 1'

-6

NEW 6" SLAB ON GRADE

(REFER SLAB PLAN)

NEW CMU WALL

(REFER PLAN)

2'-0"

4" 4"

NEW CMU WALL

(REFER PLAN)

DOWEL TO MATCH

CMU WALL REINF,

TYP

(4) 7" DIA CORE DRILLED

HOLES FOR 6" RIGID

ELECTRICAL CONDUIT

(6) 5" DIA CORE DRILLED

HOLES FOR 4" RIGID

ELECTRICAL CONDUIT

EXISTING TOP OF SLAB

100'-0"

1' -6

6"

EXISITING 4" SLAB ON

GRADE

EXISITING 4" SLAB ON

GRADE TO BE DEMOLISHED

STUD WALL

(REFER ARCH)

NEW 6" SLAB ON GRADE

(REFER SLAB PLAN)

(3) #5 AT 6" OC

#4x1'-4"x1'-4"

AT 12" OC

CONT. WATERSTOP

EXISTING TOP OF SLAB

100'-0"

1' -6

6"

EXISITING 4" SLAB ON

GRADE TO BE DEMOLISHED

EXISTING CMU WALL

NEW 6" SLAB ON GRADE

(REFER SLAB PLAN)

EXISITING FOUNDATION

EXISTING TOP OF SLAB

100'-0"

NEW 6" SLAB ON GRADE

(REFER PLAN)

6" 1'

-6

2'-0"

4" 4"

1' -0

3'

-0

NEW CMU WALL

(REFER PLAN)

(3) #6 CONT, TYP AT

CONT FOOTINGS

#5 AT 12" OC

EACH FACE,

TYP

#5 DOWEL/VERT

AT 12" OC EACH

FACE, TYP

EXISTING TOP OF SLAB

100'-0"

1' -6

6"

EXISITING 4" SLAB ON

GRADE TO BE DEMOLISHED

EXISTING CMU WALL

NEW 6" SLAB ON GRADE

(REFER SLAB PLAN)

EXISITING FOUNDATION

EXISTING TOP OF SLAB

100'-0"

NOTE:

DEMO'D SLAB AND WALLS

NOT SHOWN FOR CLARITY

NEW STEM WALL

W/ TYP REINF.

NEW STRIP FOOTING

W/ TYP REINF.

TRANSITION FROM

EXISTING TO NEW CMU

WALL (REFER PLAN)

NEW 6" SLAB ON GRADE

(REFER PLAN, REINF

OMMITED FOR CLARITY)

6" 1'

-6

1' -0

3'

-0

EXTEND NEW STEM WALL AND

FOOTING REBAR INTO EXISTING

FOUNDATIONS. DRILL AND EPOXY W/

HILTI HY-200 (OR APPROVED EQUAL).

PROVIDE EMBEDMNENT 24" MIN.

EXISTING CMU WALL

TOOTH NEW CMU WALL

INTO EXISTING CMU WALL

EXISTING TOP OF SLAB

100'-0"

EXISTING 4" SLAB

ON GRADE

EXISTING CMU WALL

EXISITING 4" SLAB ON

GRADE TO BE DEMOLISHED

NEW 6" SLAB ON GRADE

(REFER PLAN)

EXISITING FOUNDATION

EXISTING TOP OF SLAB

100'-0"

NEW 6" SLAB ON GRADE

(REFER PLAN)

NEW CMU WALL

(REFER PLAN)

1' -4

2"

6" 1'

-0

1' -0

2'-0"

4"1'-0 3/8"

4' -0

EXISTING TOP OF SLAB

100'-0"

(4) 5" DIA CORE DRILLED

HOLES FOR 4" RIGID

ELECTRICAL CONDUIT

LOCATED UNDER NEW

DOOR OPENING

EXISTING CMU WALL NEW DOOR OPENING

3'-4"

EXISTING FOOTINGNEW 6" SLAB ON GRADE

(REFER PLAN)

8"

6"

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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20180570

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FOUNDATION DETAILS

SB501

BJW

CGH

CGH

SCALE: 1" = 1'-0"

FOUNDATION SECTION1 SCALE: 1" = 1'-0"

FOUNDATION SECTION3

SCALE: 1" = 1'-0"

FOUNDATION SECTION4 SCALE: 1" = 1'-0"

FOUNDATION SECTION5 SCALE: 1" = 1'-0"

FOUNDATION SECTION6

0 6" 1' 2'

1" = 1'-0"

SCALE: 1" = 1'-0"

FOUNDATION SECTION7

SCALE: 1" = 1'-0"

FOUNDATION SECTION8 SCALE: 1" = 1'-0"

FOUNDATION SECTION9 SCALE: 1" = 1'-0"

FOUNDATION SECTION10

SCALE: 1" = 1'-0"

FOUNDATION SECTION2

SF501

SF501

SF501

SF501

3' -4

/8

(2

0) E

Q S

PA

C

ES

A

T 4'

-6

0'

-0

3' -4

/8

'-0

W

X2

W

X2

EX

IS

IT

IN

G

8S P

EX

IS

IT

IN

G

8S P

EX

IS

IT

IN

G

8S P

EX

IS

IT

IN

G

8S P

2'-2" 2'-6" 1'-5"

2'-6" 2'-6" 2'-6"

32'-0" 46'-8 1/4"

3 9/16" 3'-6" 5'-0" 3'-7" 3'-7" 5'-0" 5'-0" 3'-6" 1'-10 13/16"

EX

IS

TI

N

G

8K J

O

IS

TS

EX

IS

TI

N

G

8K J

O

IS

TS

EX

IS

TI

N

G

8K J

O

IS

TS

D

EC

K

BE

AR

IN

G

'-6

/2

D

EC

K

BE

AR

IN

G

-5

DECK BEARING = 114-3"

DECK BEARING = 113-5 5/8"

SF501

1 2

SF501

SIM

SF501

SIM

26KSP1

KS

P1

KS

P1

KS

P1

KS

P1

KS

P1

KS

P1

KS

P1

KS

P1

SF501

SIM

'-4

/8

'-4

/4

'-4

/8

SF501

EDGE OF

EXISTING CMU

WALL BELOW

EDGE OF

EXISTING CMU

WALL BELOW

26KSP1

26KSP1

26KSP1

26KSP1

26KSP1

26KSP2

26KSP1

26KSP1

26KSP1

26KSP1

26KSP1

26KSP1

W6X15

W6X15

W6X15

W6X15

W6X15

W 6X

W 6X

(ABOVE)

(ABOVE)

(ABOVE)

(ABOVE)

(ABOVE)

(A

BO

VE

(A

BO

VE

9' -0

9'

-0

9' -0

9'

-0

W/ MANUF.

7'-5" COORD

W/ MANUF.

8'-0" COORD

26KSP2

26KSP2

26KSP2

26KSP2

26KSP2

26KSP2

26KSP2

26KSP2

SF501

W6X15

W6X15

W6X15

W6X15

W6X15

(ABOVE)

(ABOVE)

(ABOVE)

(ABOVE)

(ABOVE)

W 6X

TYP

SF101

NEW MECH

UNIT OPENING

5 5

FRAMING PLAN NOTES

1 DENOTES SPAN DIRECTION OF 1.5 TYPE

"B" - 20 GA. METAL ROOF DECK. METAL

DECKING SPAN MIN. 2 SPAN CONT. U.N.O.

CONT. L6x6x1/4 TYPICAL PERIMETER ANGLE

WITH FULL PEN WELD AT SPLICE

LOCATIONS

DENOTES SPAN DIRECTION OF 1.5 TYPE

"A" - 20 GA. METAL ROOF DECK. METAL

DECKING SPAN MIN. 2 SPAN CONT. U.N.O.

3" STD PIPE POST SUPPORT TYP AT ENDS

OF W6x15 MECHANICAL UNIT FRAME. HOT DIP GALV. ALL PIPE POSTS AND W6x15

MEMBERS TO BE EXPOSED ABOVE ROOF

EXISTING ROOF OPENING TO BE FILLED IN

USING 1.5 TYPE "B" - 20GA METAL DECKING

NESTED IN EXISTING ROOF DECK.

SF101

MC12x10.6 EA

SIDE OF WALL

(6) 3/4" DIA THRU BOLT IN STD

HOLE. FINGER TIGHTEN NUT

ONLY. LOCATE AT ENDS AND

MID-LENGTH OF MC12x10.6

EXISTING CMU WALL

EXISTING JOIST

AND ROOF DECK

NEW OPENING IN

CMU WALL

113'-4"

SF101

NEW OPENING IN

CMU WALL

EXISTING CMU WALL

EXISTING ROOF DECK

EXISTING ROOF JOISTS, TYP

(6) 3/4" DIA THRU BOLT IN STD

HOLE. FINGER TIGHTEN NUT

ONLY. LOCATE AT ENDS AND

MID-LENGTH OF MC12x10.6

(12) 1/2" DIA THREADED ROD

ANCHORS USING HILTI HIT-HY

70 AND HIT-SC SCREENS (OR

APPROVED EQ) IN OPEN CMU

CELLS. PROVIDE ANCHORS IN

BOTH MC12x10.6 AT EQ

SPACING.

1'-8" 4'-7 5/8" 2'-0 1/4"

2" 8"

2"

1 3/4" 2"

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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D

SHEET NUMBER:

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SHEET TITLE:

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PROJECT MANAGER:

C

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20180570

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FRAMING PLAN

SF101

BJW

CGH

CGH

SCALE: 3/16" = 1'-0"

ROOF FRAMING PLAN1

4' 12'8'0

3/16" = 1'-0"

N

SCALE:NTS

ISO -ROOF TOP FRAME2

SCALE: 1" = 1'-0"

CMU HEADER REINF3 SCALE: 1" = 1'-0"

CMU HEADER REINF4

0 6" 1' 2'

1" = 1'-0"

NEW MASONRY WALL

(REFER PLAN)

ROOF DECK

(REFER PLAN)

STEEL JOIST

(REFER PLAN)

4x4x1/4 CONT ANGLE

1/2" DIA A36 HAS THREADED

ROD AT 4'-0" OC. EMBED 4 1/2"

W/ HILTI HY-70 EPOXY IN

GROUTED CELLS (OR

APPROVED EQ), TYP

EXISTING

MASONRY WALL

EXISTING ROOF DECK

AND STEEL JOIST

ROOF DECK

(REFER PLAN)

STEEL JOIST

(REFER PLAN)

WT W/ (6) 1/2" HIT HY-70

ANCHORS. EMBED 4" MIN

SPACED AT 8" O.C. INTO

EXISTING CMU

1/2" BEARING

PL ONTOP OF

WT

EXISTING

MASONRY WALL

NEW EXTENSION

OF EXISTING

MASONRY WALL

TYPICAL JOIST BEARING PLATE

1/2"x6"x8" W/ (2) 5/8" DIA x 4"

LONG WELDED STUDS AT EACH

JOIST BEARING LOCATION

#5 BAR TO BE DRILL AND

EPOXY DOWELED INTO TOP OF

EXISTING MASONRY WALL.

EMBED 24" MIN. SPACING TO

MATCH EXISTING WALL'S

GROUTED VERTICAL CELLS

NEW MASONRY WALL

(REFER PLAN)

ROOF DECK

(REFER PLAN)

STEEL JOIST

(REFER PLAN)

TYPICAL JOIST BEARING PLATE

1/2"x6"x8" W/ (2) 5/8" DIA x 4"

LONG WELDED STUDS AT EACH

JOIST BEARING LOCATION

1/2" DIA A36 THREADED ROD AT

2'-6" OC. EMBED 4 1/2" W/ HILTI

HY-70 EPOXY IN GROUTED

CELLS (OR APPROVED EQ), TYP

6x6x1/4 CONT BENT PL, TYP

1/4 4

ES TYP

(6) 1/2" DIA HIT

HY-70 ANCHORS

EMBED 4" MIN.

SPACED 8" O.C.

INTO EXISTING CMU

1/2" x 14" x 1'-10"

PLATE

3/8" PLATE W/

(3) 1/2" DIA

A325 BOLTS

1' -1

0"

1'-2"

4" 8"

8"

3" 4"

8"

ROOF DECK

(REFER PLAN)

W12x26

1/2" STIFFENERS AT

WEB EACH SIDE

(2) 1/2" PL W/

(6) 1/2" DIA

A325 BOLTS

1 1/2" 3" 1 1/2"

3"

1/

2"

1/ 2"

2"

1/ 4"

2"

3" 3"

1/2" x 6" x 1'-3 1/4"

PL W/ (6) 1/2" DIA

A 325 BOLTS

NOTE: LOCATION OF SPLICE

NOT SPECIFIED.

CONTACTOR PERMITTED TO

SPLICE BEAM AT

CONVENIENT LOCATIONS.

1/2" STIFFENER PL

ROOF DECK

(REFER PLAN)

W12x26

SF501

SF5017

SF501

SF501 SIM

EACH SIDESIM OH

EXISTING

MASONRY WALL

NEW EXTENSION

OF EXISTING

MASONRY WALL

#5 BAR TO BE DRILL AND

EPOXY DOWELED INTO TOP OF

EXISTING MASONRY WALL.

EMBED 24" MIN. SPACING TO

MATCH EXISTING WALL'S

GROUTED VERTICAL CELLS

4x4x1/4 CONT ANGLE

1/2" DIA A36 THREADED ROD AT

4'-0" OC. EMBED 4 1/2" W/ HILTI

HY-70 EPOXY IN GROUTED

CELLS (OR APPROVED EQ), TYP

122'-2"

TOS ELEV

REFER TYP JOIST REINF

DETAIL

3STD PIPE POST, TYP

SF501

1" 1"

W6 STEEL BEAM

1/2" CAP PL

4"

4"

4"x4"x1/2" BP, GC CHOICE TO SHOP

WELD FOR FIELD INSTALL BP. IF

SHOP WELDED, PROVIDE VENT IN

BP FOR GALV.1/4

TYP

NS/FS

1/4

TYP

1" 3" 1"

1" 3"

4" 4"

3" 1"

1' -4

"1" 3"

1"

1" 3" 2"

6" 5"

1/2" DIA A325

BOLT IN STD

HOLE, TYP

1/4"x4" STIFF

PL, TYP

1/4

TYP

NOTE:

USE SAME BOLT/STIFFENER GEOMETRY

RELATIVE TO POST FOR CORNER AND

INTERMEDIATE CONNX'S

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

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D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

C

B

A

D

C

B

A

54321

01 FEBRUARY, 2019

20180570

FDN

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C :\U sers\cgh\D o cum ents\M y R evit\80570_Stru_c gh.rvt

1/30/2019 9:53: 53 AM

FRAMING DETAILS

SF501

BJW

CGH

CGH

SCALE: 1" = 1'-0"

DIAPHRAM TYP CONNX DETAIL3

SCALE: 1" = 1'-0"

DETAIL6

0 6" 1' 2'

1" = 1'-0"

SCALE: 1" = 1'-0"

EXTENDED PARAPET W/

FRAMING2SCALE: 1" = 1'-0"

K JOIST TYP DETAIL1

SCALE: 1" = 1'-0"

SUPPORT BEAM DETAIL

TYP AT EA END7 SCALE: 1" = 1'-0"

BEAM SPLICE8

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

ADDITIONAL ROOF SUPPORT BEAM SECTION10 2' 6'4'0

3/8" = 1'-0"

SCALE: 1" = 1'-0"

DIAPHRAM TYP CONNX DETAIL4

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

MECH PLATFORM DETAIL5

6" 1'-6"1'0

1 1/2" = 1'-0"

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

MECH PLATFORM DETAIL9

3'-0" 6"

2'-0" 1'-0"

1'-6"

7"

3"

WATER CLOSET

GRAB BAR

SANITARY NAPKIN

DISPOSAL

TOILET TISSUE

DISPENSER

TOILET SEAT

COVER

DISPENSER

TYPICAL ACCESSIBLE WATER CLOSET BACK WALL TYPICAL ACCESSIBLE…