ATTACHMENT 3H - DRAWINGS (STRUCT SET).pdf

REFERENCES:

1. UNIFIED FACILITIES CRITERIA:

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS, 20 JUNE 2016

UFC 3-301-01 STRUCTURAL ENGINEERING, 1 JUNE 2013, CHANGE 4, NOVEMBER 1, 2018

UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS, 01 JUNE 2013, CHANGE 1, JUNE 20, 2016

UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 12 DECEMBER 2018

2. ICC INTERNATIONAL BUILDING CODE, 2015 EDITION

RISK CATEGORY II IN ACCORDANCE WITH TABLE 1604.5

3. STATE BUILDING CODE: OHIO BUILDING CODE, 2017 EDITION, WITH 2018 AMENDMENTS

4. ASCE/SEI 7-10 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

DEAD LOADS:

ROOF DEAD LOAD = (SELF WEIGHT) OR 10 PSF

ROOF COLLATERAL* LOAD = 5 PSF

AVAILABLE TO RESIST UPLIFT = SELF WEIGHT OF STRUCTURAL FRAMING ONLY

* COLLATERAL LOAD INCLUDES PROVISION FOR HANGING LOADS INCLUDING SPRINKLERS, DUCTWORK, PLUMBING, CEILING AND OTHER COMPONENTS. REFER TO DRAWINGS FOR CONCENTRATED LOADING.

LIVE LOADS (U.N.O.):

TYPICAL GROUND FLOORS = 50 PSF

ROOF = 20 PSF

FROST PENETRATION = 49" ( TABLE E-2 FROM UFC 3-301-01)

DESIGN DEPTH OF BOTTOM = 42" (UNHEATED BUILDING); 33" (HEATED)

OF FOUNDATION (FIG. B-1 UFC 3-301-01)

ROOF SNOW LOAD:

GROUND SNOW LOAD, Pg = 20 PSF FLAT ROOF SNOW LOAD, Pf = 14 PSF SNOW EXPOSURE FACTOR, Ce = 1.0

SNOW LOAD IMPORTANCE FACTOR, I = 1.0

THERMAL FACTOR, Ct = 1.0 DRIFT SURCHARGE LOAD, Pd = 21 PSF WIDTH OF SNOW DRIFT, w = 4.88 FT

WIND LOAD:

ULTIMATE DESIGN WIND SPEED, Vult = 115 MPH NOMINAL DESIGN WIND SPEED, Vasd = 90 (Vult*√0.6) MPH

RISK CATEGORY = II

WIND EXPOSURE CATEGORY = C

DIRECTIONALITY FACTOR, Kd = 0.85

TOPOGRAPHY = 1.0

INTERNAL PRESSURE COEFFICIENT, GCpi = ± 0.18

BUILDING ENCLOSURE CLASSIFICATION = ENCLOSED

FOR COMPONENTS & CLADDING PRESSURES, REFER TO CHART.

SEISMIC DESIGN DATA:

RISK CATEGORY = II

SEISMIC IMPORTANCE FACTOR, Ie = 1.0

SDS = 0.171

SD1 = 0.112

SS = 0.160

S1 = 0.070

SITE CLASS = 'D'

SEISMIC DESIGN CATEGORY = 'B'

RESPONSE MODIFICATION FACTOR, R = 2

BASIC SEISMIC FORCE RESISTING SYSTEM = ORDINARY REINFORCED MASONRY SHEAR WALLS

SEISMIC RESPONSE COEFFICIENT, Cs = 0.085

DESIGN BASE SHEAR, V = 0.085 W OR 20 KIPS

ANALYSIS PROCEDURE: = EQUIVALENT LATERAL FORCE

A.

B.

C.

D.

E.

F.

G.

H.

DESIGN CRITERIA

Pd = 21 PSF

Pb = 14 PSF

4.88'

SNOW DRIFT DIAGRAM AT PARAPET WALLS

AS PER THE REQUIREMENTS OF UFC 4-010-01, DATED 12 DECEMBER 2018, HARDENING OF THE BUILDING STRUCTURE IS NOT REQUIRED, INCLUDING AROUND GLAZED WINDOWS AND DOORS, AS THE TWO AREAS OF ADDITIONS ARE NOT WITHIN THE MINIMUM STANDOFF DISTANCE OF 20 FEET

TO THE INSTALLATION PERIMETER AND A MINIMUM AGGREGATE CLEAR ZONE OF 50 FEET IS

PROVIDED. IN ADDITION, THE INSTALLATION COMMANDING OFFICER DOES NOT REQUIRE THE TWO

NEW ADDITIONS TO MEET MORE STRINGENT GEOGRAPHIC COMBATANT COMMANDER (GCC)

MEASURES.

AT/FP (UFC 4-010-01):

BAR TYPE 1 - CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT

LESS THAN Db, CLEAR COVER NOT LESS THAN Db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE MINIMUM

OR

CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT

LESS THAN 2*Db AND CLEAR COVER NOT LESS THAN Db.

BAR TYPE 2 - TOP BARS WITH MORE THAN 12" OF FRESH CONCRETE CAST

BELOW AND OTHER CASES

TENSION DEVELOPMENT / LAP SPLICE SCHEDULE (UNCOATED BARS)

DEVELOPMENT / LAP SPLICE LENGTH IN CONCRETE (f'c = 4500 PSI)

BAR

SIZE

DEVELOPMENT LENGTH (IN) CLASS 'B' LAP SPLICE LENGTH (IN)

BAR TYPE 1 BAR TYPE 1BAR TYPE 2 BAR TYPE 2

STD 90 DEG. HOOK (IN)

EMBED LEG LENGTH BEND DIA.

STRAIGHT BAR STRAIGHT BAR MIN. LAP LENGTH

LAP LENGTH

L E

N G

T H

LENGTH

LEG

E M

B E

D

CTR. TO CTR. SPACING

OF SPLICED BARS TO

NOT EXCEED 1/5 MIN.

LAP LENGTH OR 6"

WHICHEVER IS LESS

4 18 27 24 35

6 27 41 35 53

5 23 34 30 44

7 8

10 12

9 10

4 1/2

3 3/4

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

/1

/2

:4 :4

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-001

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

G E

N E

R A

L N

O T

E S

STRUCTURAL GENERAL NOTES

A. THESE GENERAL NOTES PRESENT AND/OR SUMMARIZE KEY PROJECT INFORMATION FOR THE DRAWING READER'S CONVENIENCE.

SEE ALSO INDIVIDUAL DRAWING NOTES AND PROJECT SPECIFICATIONS FOR FURTHER DETAILS AND REQUIREMENTS.

B. ALL REFERENCES TO REFERENCE STANDARDS HEREIN ARE TO MOST RECENT ISSUE IN EFFECT AS OF THE DATE OF THESE

DOCUMENTS, UNLESS NOTED OTHERWISE IN PROJECT SPECIFICATIONS OR ON THE DRAWINGS.

C. ALL ELEVATIONS ARE REFERENCED TO EXISTING BUILDING'S FIRST FLOOR ELEVATION = 0'-0". ELEVATIONS

SHOWN ON DRAWINGS ARE REFERENCED TO THIS DATUM ELEVATION.

D. ALL EXISTING DIMENSIONS SHOWN WITH THE ± OR V.I.F. SYMBOL ARE APPROXIMATE AND SHALL BE FIELD VERIFIED BY THE

CONTRACTOR BEFORE FABRICATION AND CONSTRUCTION.

E. SUBMIT SHOP DRAWINGS, PROJECT DATA AND SAMPLES AS SPECIFIED IN PROJECT SPECIFICATIONS.

F. ABBREVIATIONS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

QTY QUANTITY

R RISER

RAD. RADIUS

REF REFERENCE

REINF. REINFORCEMENT

REQ'D REQUIRED

REV REVISION

SCHED SCHEDULE

SF SQUARE FOOT

SHT. SHEET

SIM. SIMILAR

SLF SIDE LAP FASTENER

SPEC SPECIFICATIONS

SQ SQUARE

STD STANDARD

STL STEEL

STL JST STEEL JOIST

STRUCT STRUCTURE(AL)

SYM SYMMETRICAL

T TREAD

T/ TOP OF

TEMP TEMPORARY

THK THCKNESS

TOF TOP OF FOOTING

TOS TOP OF SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V.I.F. VERIFY IN FIELD

VERT VERTICAL

W/ WITH

W/O WITHOUT

WWF WELDED WIRE FABRIC

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXTG EXISTING

FF FINISH FLOOR

FND. FOUNDATION

FRMG FRAMING

FT FOOT

FTG FOOTING

GALV GALVANIZED

HK HOOK

HORIZ HORIZONTAL

HVAC HEATING VENTILATION AND

AIR CONDITIONING

I.J. ISOLATION JOINT

INSUL INSULATION

L ANGLE

LBS POUNDS

LF LINEAR FOOT (FEET)

LOC LOCATION

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MID MIDDLE / MIDPOINT

MIN MINIMUM

MISC. MISCELLANEOUS

MTL METAL

N NEW

N.T.S. NOT TO SCALE

NA NOT APPLICABLE

NOM NOMINAL

O.C. ON CENTER

O/O OUT TO OUT

OPNG OPENING

PLF POUNDS PER LINEAR FOOT

A.B. ANCHOR BOLT

ADD'L ADDITIONAL

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

ARCH. ARCHITECT(URAL)

B.M. BEAM

B.O. BOTTOM OF

B.O.F BOTTOM OF FOOTING

BLDG. BUILDING

BOT. BOTTOM

BRG. BEARING

C/C CENTER TO CENTER

CCJ CRACK CONTROL JOINT

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CTR CENTER

DEMO DEMOLISH

DIA DIAMETER

DWG(S) DRAWING(S)

DWL DOWEL

E EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL / ELEV. ELEVATION

ENGR ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

STRUCTURAL CONCRETE

C. REINFORCEMENT DETAILING

1. ALL REINFORCING STEEL DETAILS SHALL BE IN ACCORDANCE WITH THE ACI CODE REQUIREMENTS (ACI 318 - CURRENT

EDITION).

2. REINFORCING STEEL PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO THE ACI OR CRSI DETAILING MANUALS.

ALL BAR AND MESH SUPPORTS MUST BE CLEARLY DETAILED

3. CONCRETE COVER FOR REINFORCING SHALL BE INDICATED ON THE APPLICABLE REINFORCING STEEL SHOP DRAWINGS. HOWEVER, NO REINFORCING IN AREAS EXPOSED TO EARTH, WEATHER OR WATER SHALL HAVE COVER

LESS THAN TWO INCHES.

4. SPECIFIED COVER FOR REINFORCING PER ACI 318 (BUILDING STRUCTURES):

FOOTINGS (BOTTOM)....................................................3.0" (CAST AGAINST EARTH)

FOOTINGS.......................................................................2.0" (FORMED)

WALLS (EXTERIOR)........................................................1.5"

SLAB-ON-GRADE (REBAR)............................................ 2" FROM TOP OF SLAB (U.N.O.)

5. REINFORCEMENT IN WALLS AND STRIP FOOTINGS SHALL BE CONTINUOUS. HORIZONTAL BAR LAP SPLICES SHALL BE

STAGGERED

6. PROVIDE CORNER BARS AT ALL WALL AND FOUNDATION CORNERS TO BE LAPPED WITH THE HORIZONTAL BARS.

CORNER BARS ARE TO MATCH THE HORIZONTAL BARS IN SIZE, GRADE AND SPACING UNLESS OTHERWISE SHOWN.

7. HOOKS AND BENDS SHALL MEET ACI STANDARD UNLESS OTHERWISE INDICATED.

8. SPLICES: CONTINUOUS REINFORCING BARS SHALL BE FURNISHED WITH CLASS 'B' TENSION LAPS SPLICES INCLUDING

CORNER BARS, UNLESS NOTED OTHERWISE.

9. MECHANICAL SPLICES SHALL NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY THE ENGINEER

10. REINFORCING STEEL FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE WITH CRSI MANUAL OF STANDARD

PRACTICE AND CRSI PLACING REINFORCING BARS (LATEST EDITIONS).

11. WALL FOOTING DOWELS ARE TO HAVE A FULL TENSION LAP SPLICE WITH THE WALL STEEL UNLESS NOTED OTHERWISE.

12. SPREAD BARS AROUND SMALL OPENINGS AND SLEEVES IN SLABS AND WALLS WHERE POSSIBLE AND WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE NORMAL SPACING. DISCONTINUE BARS AT LARGE OPENINGS WHERE NECESSARY AND PROVIDE AN AREA OF REINFORCEMENT EQUAL TO THE INTERRUPTED REINFORCEMENT DISTRIBUTING ONE-HALF OF THIS REINFORCEMENT EACH SIDE OF THE OPENING (TENSION LAP SPLICED). HOLES LARGER THAN 12 INCHES IN ANY DIRECTION SHALL HAVE (2) #6 X 4'-0" DIAGONAL BARS IN BOTH FACES AT EACH CORNER

13. ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONCRETE

14. NO REINFORCING STEEL SHALL BE FIELD BENT WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. FIELD BENDING OF PLAIN REINFORCEMENT, IF PERMITTED, SHALL BE PERFORMED USING AN APPROVED AND APPROPRIATE SIZED PORTABLE HYDRAULIC DEVICE THAT MAKES ACI STANDARD RADIUS BENDS. NO OTHER FIELD BENDING METHOD

SHALL BE PERMITTED.

15. WELDING, INCLUDING TACK WELDING, FOR REINFORCING STEEL IS PROHIBITED. WELDING OF REINFORCING STEEL AND HIGH STRENGTH BOLTS, IE. A36, F1554, WILL BE PERMITTED ONLY BY WRITTEN APPROVAL OF THE ENGINEER.

16. ALL OPENINGS THROUGH WALLS, SLABS OR OTHER STRUCTURAL ELEMENTS NOT DETAILED ON THE STRUCTURAL DRAWINGS MUST BE LOCATED BY THE CONTRACTOR AND SHOWN ON THE APPLICABLE REINFORCING STEEL SHOP DRAWINGS. THE FINAL LOCATION OF ALL OPENINGS MUST BE REVIEWED BY THE ENGINEER BEFORE THE CONCRETE IS

POURED.

17. MODIFICATION AND REPAIR TO EXISTING CONCRETE: (A) SEE CONCRETE SPECIFICATIONS FOR COMPLETE EXPLANATION. (B) CONNECTION METHODS - METHOD A - BONDING TO SATURATED SURFACE METHOD B - BONDING BY

USING BONDING AGENT METHOD C - DOWELS USING EPOXY BONDING AGENT

D. FOOTINGS

1. CENTER ALL FOOTINGS ON WALL ABOVE UNLESS OTHERWISE INDICATED.

2. UNLESS OTHERWISE INDICATED, CONTINUOUS WALL FOOTINGS SHALL BE TWICE THE WIDTH OF THE WALL ABOVE AND THE FOOTING DEPTH SHALL BE EQUAL TO THE WIDTH OF THE WALL ABOVE. THE MINIMUM FOOTING DEPTH SHALL BE ONE FOOT. PROVIDE (3) #4 BOTTOM BARS, CONTINUOUS IN FOOTINGS UNDER WALLS UNLESS SHOWN OTHERWISE.

MINIMUM OF 3 TIMES DIAMETER ON CENTER.

E. FORMWORK

1. SEE SPECIFICATIONS

2. CAMBER: PROVIDE CAMBER TO COMPENSATE FOR DISPLACEMENT OF FORMS (SEE ALSO SPECS.) AND TO PROVIDE

AS-CAST MEMBER CAMBER AS NOTED ON DRAWINGS.

3. RUSTICATION STRIPS, CHAMFERS, DRIPS, MISC. EMBEDS, ETC. SEE DRAWINGS AND/OR ARCHITECTURAL DRAWINGS.

4. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS OF BEAMS, WALLS ETC. UNLESS OTHERWISE NOTED.

5. OPENINGS FOR MEP TRADES ARE TO BE INCLUDED IN THE BID. ALL HOLES FOR OTHER TRADES WHICH MUST BE CUT OR FORMED, AND WHICH ARE NOT SHOWN ON THE STRUCTURAL DESIGN DRAWINGS, SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. ANY STRENGTHENING OR ADDITIONAL REINFORCEMENT REQUIRED SHALL BE FURNISHED BY THE CONTRACTOR WITHOUT ADDITIONAL COST TO THE OWNER.

F. CONCRETE FINISHES: SEE SPECIFICATIONS

1. FORMED SURFACES:

a) EXPOSED TO VIEW: SMOOTH FORM FINISH.

b) COVERED OR AS NOTED ON PLANS: AS-CAST

2. FLATWORK:

a) EXPOSED TO VIEW: TROWEL

G. CURING AND PROTECTION: SEE SPECIFICATIONS.

H. SEE THE MECHANICAL, PLUMBING, ELECTRICAL AND SUPPLIERS DRAWINGS AND THE SPECIFICATIONS FOR THE LOCATIONS OF SPECIAL ANCHORS, CHAMFERS, SLEEVES, PIPES, CONDUITS AND OTHER DETAILS NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

J. EMBEDDED PIPES OR CONDUIT. MAXIMUM DIAMETER ONE THIRD x SLAB OR WALL THICKNESS, SPACED MINIMUM OF 3 TIMES DIAMETER ON CENTER. ALL EMBEDDED PIPES OR CONDUIT SHALL BE APPROVED BY ENGINEER OF RECORD

PRIOR TO INSTALLING.

K. SIZE AND LOCATION OF EQUIPMENT PADS AND ANCHOR BOLTS SHALL BE AS REQUIRED BY THE EQUIPMENT MANUFACTURER. ALL CONDUIT PLACED IN SLAB SHALL BE APPROVED BY STRUCTURAL ENGINEER OF RECORD PRIOR

TO INSTALLING CONDUIT AND POURING SLAB.

L. CONTRACTOR SHALL DESIGN, FURNISH, INSTALL, TEST, OPERATE, MONITOR, AND MAINTAIN A DEWATERING SYSTEM TO

CONTROL HYDROSTATIC PRESSURE AND GROUND WATER ENTERING THE EXCAVATION.

M. SUBMITTALS

1. CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING THE FOLLOWING DOCUMENTS TO THE ENGINEER OF RECORD:

a) CONCRETE MIX DESIGN

b) CONCRETE REINFORCING DRAWINGS

STRUCTURAL CONCRETE

A. REFERENCES:

1. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

2. ACI SP-66 ACI DETAILING MANUAL

3. ACI 301-16 SPECIFICATION FOR STRUCTURAL CONCRETE

4. ACI 117-10 SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS

5. CRSI MSP-2-01 MANUAL OF STANDARD PRACTICE

6. CRSI REINFORCING BAR DETAILING

7. CRSI PLACING REINFORCING BARS

B. MATERIALS

1. STRUCTURAL CONCRETE

a) MINIMUM COMPRESSIVE STRENGTH FOR FREEZING AND THAWING CATEGORY F (CLASS F1 & F2) AT 28 DAYS (f'c).......4500 PSI

b) ALL CONCRETE EXPOSED TO THE ELEMENTS SHALL BE AIR-ENTRAINED IN ACCORDANCE WITH ASTM C260. SEE

SPECIFICATIONS.

c) ALL CONCRETE IN WALLS WITH TWO PLANES OF REINFORCEMENT SHALL HAVE MAXIMUM 3/4" AGGREGATE. IT IS RECOMMENDED THAT THE CONTRACTOR CONSIDER SUPER-PLASTICIZED CONCRETE PER SPECIFICATIONS.

d) ALL CONCRETE AGGREGATE SHALL COMPLY WITH ASTM C33 (NORMAL WEIGHT).

2. REINFORCEMENT

a) REINFORCING BARS: ASTM A615, GRADE 60

3. ANCHOR RODS

a) SHALL BE GALVANIZED, FURNISHED WITH CHAMFERED ENDS, AND SHALL MEET STRENGTH AND DUCTILITY

REQUIREMENTS EQUIVALENT ASTM F1554, GR 55 WELDABLE MATERIAL.

4. MECHANICAL (TORQUE-CONTROLLED) ANCHORS

a) APPROVED SYSTEMS INCLUDE HILTI KWIK BOLT TZ (ICC ESR 1917) OR HILTI KWIK HUS-EZ (ICC ESR 3027) OR EQUAL CONSIDERING LOAD RESISTANCE. MECHANICAL ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED CONCRETE PER AC 193. CURRENT ICC-ESR SHALL BE SUBMITTED. ALL PERSONNEL INSTALLING ANCHORS SHALL BE TRAINED BY THE MANUFACTURER ON PROPER INSTALLATION TECHNIQUE. TRAINING DOCUMENTATION FROM THE MANUFACTURER

SHALL BE AVAILABLE ON REQUEST

5. ADHESIVE ANCHORS

a) APPROVED SYSTEMS INCLUDE HILTI HIT-RE 500 V3 (ICC ESR 3814) OR HILTI HIT-HY 200 HAS WITH SAFESET TECHNOLOGY (ICC ESR 3187) OR EQUAL CONSIDERING LOAD RESISTANCE, IN-SERVICE AND INSTALLATION TEMPERATURE, AVAILABILITY OR COMPREHENSIVE INSTALLATION INSTRUCTIONS, AND CREEP. ADHESIVE ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED CONCRETE PER AC 308. CURRENT ICC-ESR SHALL BE SUBMITTED.

b) ALL PERSONNEL INSTALLING ANCHORS SHALL BE TRAINED BY THE MANUFACTURER ON PROPER INSTALLATION TECHNIQUE. TRAINING DOCUMENTATION FROM THE MANUFACTURER SHALL BE AVAILABLE ON REQUEST.

c) HOLE SIZES AND INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII)

d) ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. DESIGN ADHESIVE BOND STRENGTH HAS BEEN BASED ON ACI

355.4 TEMPERATURE CATEGORY A WITH INSTALLATIONS INTO DRY SATURATED HOLES DRILLED USING A CARBIDE DRILL

BIT INTO CONCRETE THAT HAS BEEN CURED FOR AT LEAST 21 DAYS.

e) ANY ADHESIVE ANCHOR INSTALLED HORIZONTALLY OR IN A VERTICALLY INCLINED PLANE SHALL BE INSTALLED BY CERITIFIED ADHESIVE ANCHOR INSTALLER, PER ACI 318-14 17.8.2.2, AND SHALL BE INSPECTED PER ACI 318-14 17.8.2.4.

f) FILL IN ALL ABANDONED HOLES WITH IN 2" OF NEW ANCHOR LOCATIONS.

6. GROUT: HIGH STRENGTH, NON-SHRINK STRUCTURAL GROUT. SEE SPECIFICATIONS.

(CONTINUED)

FOUNDATIONS

A. SEE GEOTECHNICAL/SUBSURFACE INVESTIGATION REPORT BY S&ME INC., DATED JUNE 19, 2018:

IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE WHETHER OR NOT ADDITIONAL GEOTECHNICAL INFORMATION IS REQUIRED AND TO PROVIDE SUCH INFORMATION AS THE CONTRACTOR DEEMS NECESSARY AT NO

ADDITIONAL COST TO THE OWNER

B. ALLOWABLE BEARING PRESSURES AS FOLLOWS:

CONTINUOUS WALL FOOTINGS = 2000 PSF

C. PRIOR TO PLACING ENGINEERED FILL, THE SITE SHALL BE STRIPPED AND PROOF ROLLED. ANY SOFT SPOTS ENCOUNTERED SHALL BE REMOVED AND REPLACED WITH ENGINEERED FILL. REFER TO EARTHWORK SPECIFICATION FOR ADDITIONAL

INFORMATION.

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

T C

REFERENCES:

1. SJI STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL JOISTS

AND STEEL GIRDERS.

CONCENTRATED LOADS:

1. ATTACHMENT IN SUCH MANNER OR AT SUCH LOCATION THAT LOCAL BENDING IS NOT

INTRODUCED INTO THE CHORDS EXCEPT AS NOTED.

JOIST BEARING HEIGHTS AT ARE BASED ON A 2 1/2" JOIST SEAT. JOIST SEAT HEIGHTS ARE TYPICAL, UNLESS NOTED OTHERWISE.

JOISTS TO BE WELDED OR BOLTED TO SUPPORTS. .

PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS UNLESS NOTED OTHERWISE. DO NOT HANG

CEILING AND DUCTWORK FROM BRIDGING.

SHOP DRAWINGS SHALL BEAR THE ORIGINAL SIGNATURE AND SEAL OF A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE JOISTS WILL BE INSTALLED.

WIND LOADS USED TO DESIGN ROOF JOISTS SHALL BE COMPONENTS AND CLADDING PRESSURES. SEE

SCHEDULE GROSS WIND LOADS OR CALCULATED PER ASCE 7.

WIND LOADS USED TO DESIGN ROOF JOIST SUPPORT CONNECTIONS SHALL BE MAIN WIND FORCE

RESISTING SYSTEM PRESSURES CALCULATED PER ASCE 7.

A.

B.

C.

D.

E.

F.

G.

H.

OPEN WEB STEEL JOISTS

REFERENCES:

1. SDI DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS

2. SDI DIAPHRAGM DESIGN MANUAL

MATERIAL: A653 GRADE A (33,000 PSI MIN.), GALVANIZED (G60).

INSTALLATION:

1. WHERE POSSIBLE, EXTEND OVER 3 OR MORE SUPPORTS. DECK ATTACHMENTS SHALL BE IN

ACCORDANCE WITH SDI SPECS UNLESS NOTED OTHERWISE AND SHALL BE ADEQUATELY

SHOWN ON SHOP DRAWING SUBMITTAL.

A.

B.

C.

STEEL DECK

ROOF ZONES

NEGATIVE ZONE 1

NEGATIVE ZONE 2

NEGATIVE ZONE 3

OVERHANG ZONE 1 & 2

10 SF 50 SF 100 SF

-29

ROOF

FACTORED (ULTIMATE) COMPONENTS & CLADDING

WIND PRESSURES (PSF)

OVERHANG ZONE 3

NEGATIVE ZONE 5

WALLS

POSITIVE ZONE 4 & 5

POSITIVE ZONE ALL ZONES

WALLS

LOCATION OF WIND PRESSURE ZONES

NEGATIVE ZONE 4

WALL ZONES

EFFECTIVE TRIBUTARY AREA*

NOTES:

EDGE DISTANCE 'a' = 6'-8"

* EFFECTIVE TRIBUTARY AREA: SPAN LENGTH MULTIPLIED BY AN EFFECTIVE

WIDTH THAT NEED NOT BE LESS THAN 1/3 THE SPAN LENGTH

NEGATIVE VALUE DENOTES PRESSURE ACTING AWAY FROM THE SURFACE

UNFACTORED (NOMINAL) COMPONENTS AND CLADDING PRESSURES MAY BE

OBTAINED BY MULTIPLYING THE VALUES IN THE TABLE BY 0.60

1.

2.

3.

4.

COMPONENTS & CLADDING WIND PRESSURES

EFFECTIVE TRIBUTARY AREA*

10 SF 50 SF 500 SF

-27 -26

-48 -36 -31

-72 -43 -31

16 16 16

-41 -40 -39

-68 -34 -20

-29 -26 -22

-35 -30 -22

26 24 20 a a a

PARAPET WALLS

WALL ZONES

+26 /

-35

-35

FRONT

BACK

FRONT

BACK

SURFACE PRESSURES

-29

-29

+26

+26

+26

TENSION DEVELOPMENT / LAP SPLICE LENGTH IN MASONRY (INCHES)

BAR #

1 1/2"

2"

> 3 1/4"

> 5 1/4"

MIN. CLEAR COVER TO FACE OF CMU:

3 2 3

3 2 3 a a

2 3 a a

< 7° AND MONOSLOPES < 3°

ROOF

EXISTING BUILDING

NEW BUILDING

ADDITION

NEW BUILDING

ADDITION

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

/1

/2

:4 :5

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-002

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

G E

N E

R A

L N

O T

E S

CONCRETE MASONRY

A. REFERENCES

1. TMS 402/ACI 530-13/ASCE 5-13 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY

STRUCTURES.

B. MATERIALS:

1. MASONRY WALLS SHALL CONSIST OF ASTM C-90, GRADE N-1, HOLLOW CONCRETE MASONRY UNIT

2. MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH f'm = 2000 PSI.

3. MORTAR SHALL COMPLY WITH ASTM C-270, AND SHALL BE TYPE S (1800 PSI)

4. CORE FILL GROUT SHALL COMPLY WITH ASTM C-476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI.

C. MASONRY SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS OTHERWISE NOTED. NO CONTINUOUS VERTICAL JOINTS ARE PERMITTED AT WALL CORNERS, INTERSECTIONS, AND OPENING EDGES. SAW TOOTH BLOCK EACH ALTERNATE COURSE AT THESE LOCATIONS TO ACHIEVE MONOLITHIC CONSTRUCTION.

D. VERTICAL REINFORCEMENT: LOCATION, SIZE AND SPACING SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS. WALLS SHALL BE REINFORCED FULL HEIGHT IN GROUT FILLED CELLS AT ALL WALL CORNERS, INTERSECTIONS, ENDS, AND ADJACENT TO OPENINGS.

E. PROVIDE REINFORCING STEEL DOWELS INTO STRUCTURE ABOVE AND BELOW WITH SIZE AND SPACING TO

MATCH VERTICAL REINFORCEMENT, UNLESS OTHERWISE NOTED.

F. DOWEL TO THE FOUNDATIONS WITH SIZE AND SPACING TO MATCH VERTICAL REINFORCING. LAP SPLICES

SHALL BE MEASURED ABOVE THE STEM WALL.

G. VERTICAL REINFORCEMENT SHALL BE CENTERED IN GROUT FILLED CELLS UNLESS NOTED OTHERWISE.

REINFORCEMENT SHALL BE HELD SECURELY IN POSITION AT THE TOP AND BOTTOM OF WALL.

H. HORIZONTAL JOINT REINFORCEMENT: SHALL BE 9 GAGE GALVANIZED DUR-O-WAL LADDER TYPE OR ENGINEER

APPROVED SUBSTITUTE, LOCATED AT SIXTEEN (16) INCHES VERTICALLY.

J. PROVIDE HORIZONTAL JOINT REINFORCING IN PARAPETS AND FREE STANDING WALLS AT EIGHT (8) INCHES

VERTICALLY.

K. CONTROL JOINTS: SHALL BE PROVIDED AS SPECIFIED ON PLAN AND COORDINATED WITH ARCHITECT.

TERMINATE JOINT REINFORCEMENT EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR

SEALANT REQUIREMENTS AT CONTROL JOINTS.

L. GROUTING: CONTRACTOR SHALL SUBMIT PROPOSED GROUT MIX DESIGN FOR ENGINEER REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. GROUT SLUMP SHALL BE BETWEEN 8 AND 11 INCHES. USE OF SUPERPLASTICIZER IS PROHIBITED. CELLS WHICH ARE TO RECEIVE GROUT SHALL BE VERTICALLY ALIGNED WITH A CLEAR, UNOBSTRUCTED AND CONTINUOUS VERTICAL SPACE. CELLS SHALL BE FILLED COMPLETELY AND VIBRATION CONSOLIDATED. GROUTING OPERATIONS SHALL BE CONTINUOUS AND SHALL NOT BE STOPPED FOR A PERIOD EXCEEDING ONE HOUR. WALL SHALL BE CONSTRUCTED IN MAXIMUM 5'-0" LIFTS

BETWEEN GROUT POURS.

M. GROUTING AND REINFORCING: ALL MASONRY AND GROUTING AND REINFORCING WORK SHALL BE PERFORMED BY MASONRY CRAFTWORKERS WHO HAVE SUCCESSFULLY COMPLETED THE INTERNATIONAL MASONRY INSTITUTE (1-800-IMI-0988) TRAINING COURSE FOR GROUTING AND REINFORCED MASONRY CONSTRUCTION, OR EQUAL."

STRUCTURAL STEEL

A. REFERENCES:

1. AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

2. AWS D1.1 STRUCTURAL WELDING CODE - STEEL

B. MATERIALS:

1. GRADE STEEL

CHANNELS, ANGLES, AND PLATES.............ASTM A36

2. RECTANGULAR HSS:..................ASTM A500, GRADE C

3. WELDED STUDS: ASTM A108, GRADE 60

4. ANCHOR BOLTS: ASTM F1554, GRADE 55, WELDABLE.

5. STRUCTURAL BOLTS: ASTM A325-N

6. WELDS: E70XX ELECTRODES

C. CONNECTIONS

1. AISC MANUAL STANDARD CONNECTIONS UNLESS NOTED. HIGH-STRENGTH BOLTS: ASTM A325-N, 3/4" UNLESS NOTED OTHERWISE. BEARING TYPE INSTALLED IN CONFORMANCE WITH

"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS", RESEARCH

COUNCIL ON RIVETED AND BOLTED STRUCTURAL JOINTS. UNLESS NOTED OTHERWISE, STANDARD AISC "USUAL GAGE" DIMENSIONS SHALL BE USED FOR LOCATING HOLES FOR BOLTS, EXPANSION

ANCHORS, ETC. IN ALL ANGLES, BEAM FLANGES, ETC.

2. THE ASSEMBLY SURFACE, INCLUDING THOSE ADJACENT TO THE WASHER, SHALL BE FREE OF MILL

SCALE, OIL, PAINT OR OTHER COATINGS.

3. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A BOLT TENSION NOT LESS THAN THAT SPECIFICATION IN THE AISC MANUAL. FULL TENSIONING SHALL BE BY THE TURN OF NUT METHOD, BY A DIRECT TENSION INDICATOR, OR BY PROPERLY CALIBRATED WRENCHES. PROVIDE

HARDENED WASHERS UNDER THE NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT TURNED IN

TIGHTENING.

4. WELDING - PERFORM ALL WELDING IN ACCORDANCE WITH AWS D1.1 CODE, LATEST EDITION, WELDS SHALL BE MADE ONLY BY OPERATORS CERTIFIED BY AWS IN PERFORMING THE TYPE OF

WORK INDICATED.

D. TOLERANCES: AISC CODE OF STANDARD PRACTICE (LATEST EDITION)

E. CAMBER: PROVIDE POSITIVE CAMBER AS NOTED ON DRAWINGS. WHERE NO CAMBER IS NOTED, RESIDUAL MILL CAMBER IS TO BE UPWARDS.

F. SHOP DRAWINGS

1. SUBMIT ERECTION AND FABRICATION SHOP DRAWINGS. SEE SPECS.

2. SUBMIT ERECTION PROCEDURES AND TEMPORARY BRACING PLAN FOR A/E REVIEW.

G. ALL EXPOSED ANGLE AND PLATE LINTELS FOR BLOCK/BRICK SUPPORT SHALL BE HOT DIPPED

GALVANIZED.

H. PAINTING: AFTER MATERIAL HAS BEEN PROPERLY CLEANED AND TREATED, APPLY SHOP PRIME

COAT TO ALL SURFACES, EXCEPT THOSE INTENDED FOR EMBEDMENT INTO CONCRETE OR TO

RECEIVE FIELD WELDING, SLIP CRITICAL BOLTS, OR CEMENTITIOUS FIREPROOFING.

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

F

H

J

16 17

G

W30

A S-301

C S-301

A S-301

W

EXIST 1'-0" CONC

FDN WALL,

(VIF) (TYP)

EXIST 2'-0" CONC

WALL FTG ,

(TYP)

EXIST STEEL

TUBE COL,

(VIF) (TYP)

CCJ

CCJ

C C

J

VIF

13' - 10 3/8" V

IF

V

IF

/4

V

IF

S-1 0' - 0"

T/SLAB

TYP

TYP

-4' - 0"

0' - 0"

T/ FOOTING

T/ BRICK SHELF

T/ CONC WALL

(TYP)

(TYP)

(TYP)

FDN WALL

9" CONC

NEW CONC

FDN WALL W/

BRICK SHELF,

(TYP)

E X

IS

T

E X

IS

T

E X

IS

T

E X

IS

T

EXIST EXIST

13' - 9"

NEW CONC FTG,

SEE SCHEDULE

(TYP)

D S-301

W30

-1' - 2" -1' - 0"

(TYP)

T/ WALL

AT DOOR

C S-301

BOT OF NEW FOOTING

ELEVATION TO MATCH

BOT OF EXIST FOOTING

ELEVATION. STEP

FOOTING AS REQUIRED

PER 1/S-501, TYP

V

IF

/8

SHELF, TYP

8" BRICK

E S-301

TYP

TYP

TYP

SIM

FROM FACE OF EXIST WALL

28' - 1" O/O OF CONC

0' - 0"

T/ WALL

AT DOOR

-1'-0"

FDN WALL, UNO

8" CONC

C O

N C

F D

N W

A L L

F D

N W

A L

L T

Y P

C O

N

27' - 5" O/O OF CONC 8"

VIF

13' - 8"

RE-ENTRANT

CORNER DETAIL,

SEE

TYP.

/5 S-501

1' - 4"

CONC, FND.

WALL TYP. -UNO

H

J

G

VIF

6' - 4 3/8"

V

IF

A S-301

C S-301

S-1

A S-301

B S-301

O /O

O F

C O

N C

O /O

O F

C O

N C

O /O

O F

C O

N

C CCJ

CCJ

C C

J

C C

J

W

W30

W 0 V

IF

/4

V

IF

V

IF

/8

EXIST 2'-0"

CONC WALL

FTG, VIF,

TYP

EXIST 1'-0"

CONC FDN

WALL, VIF,

TYP

EXIST STEEL

TUBE COL,

VIF, TYP

0' - 0"

T/SLAB

-1' - 0"

T/ WALL

AT DOOR

-1' - 2"

0' - 0"

T/ BRICK SHELF

(TYP)

T/ CONC WALL

(TYP)

-4' - 0"

T/ FOOTING

(TYP)

TYP

RE-ENTRANT CORNER

DETAIL, SEE

,TYP /5 S-501

TYP

TYP

NEW CONC FTG,

SEE SCHEDULE,

(TYP)

NEW CONC WALL W/

BRICK SHELF, TYP

EXIST

NEW BOT OF FOOTING

ELEVATION TO MATCH

BOT OF EXIST FOOTING

ELEVATION. STEP

FOOTING AS REQUIRED

PER 1/S-501, TYP

E X

IS

T

E X

IS

T

E X

IS

T

D S-301

9" CONC FDN WALL 7 3/8" - VIF

C S-301

E S-301

SHELF, TYP

8" BRICK

W30

TYP

EXIST CONC

AREAWAY BELOW

TO BE SAWCUT

AND REMOVED IN

ITS ENTIRETY FOR

INSTALLATION OF

NEW WORK. VIF

8" 10' - 0" O/O OF CONC 26' - 9" O/O OF CONC

37' - 5" O/O OF CONC

F D

N W

A L

L

C O

N C

FDN WALL, TYP

9" CONC

F D

N W

A L

L

U N

O

C

O N

C

FOR INFILL DETAIL,

SEE 8 / S-501

TYP

/4

TYP

1' - 4"

CONC, FND.

WALL TYP. -UNO

KEY PLAN

AUDIO

ADDITION

BCE/EM

ADDITION

FOUNDATION PLAN NOTES:

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES.

2. VERIFY ALL DIMENSIONS, ELEVATIONS AND FINISHES WITH

ARCHITECTURAL DRAWINGS BEFORE BEGINNING

CONSTRUCTION.

FOUNDATION PLAN LEGEND:

DENOTES INTERIOR SLAB ON GRADE, 5" CONCRETE SLAB WITH

MACRO FIBER REINFORCING. THE SLAB-ON-GRADE SHALL BE CAST

OVER A VAPOR BARRIER (15MIL, MIN.) OVER 6" OF #57 STONE

AGGREGATE.

S-1 -

FOOTING SCHEDULE

NAME LENGTH WIDTH DEPTH REINF

W30 CONT 3'-0" 1'-0"

#5 @ 12" O.C. BOT W/ (4) #5

CONT, W/ CORNER BARS

CRACK CONTROL JOINT - SEE DETAIL 11/S-501CCJ -

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

/1

/2

:0 :1

A

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-101

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

P A

R T

IA

L

F O

U N

D A

T

IO

N P

L A

N S

SCALE: 1/4" = 1'-0"S-101

2 BCE/EM PARTIAL FOUNDATION PLAN

SCALE: 1/4" = 1'-0"S-101

1 AUDIO PARTIAL FOUNDATION PLAN

0 2' 4' 8'

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

NN

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

H

J

G

K C

S

K C

S

K C

S

K C

S

K C

S

K C

S

K C

S

(O /O

C M

U

(O /O

C M

U

(O/O CMU)

36' - 8"

V

IF

/4

V

IF

V

IF

/8

EXIST. CMU

WALL WITH

AIRSPACE

AND BRICK

MASONRY

VENEER- VIF.

EXIST STEEL

TUBE COL -

VIF - TYP

B S-302

A S-302

C S-302

D S-302

EXIST

E X

IS

T

E X

IS

T

E X

IS

T

1" EJ

R-1

/4

S

L O

P E

JOIST BEARING =

+13'-7 1/4"

VENEER - SEE

ARCH DWGS,

TYP

8" CMU

WALL - TYP

JOIST BEARING = 14' - 0"

FACE OF EXIST

BUILDING

JOIST BEARING

= +13'-4"

T/WALL

16' - 0"

T/WALL

MCJ

MCJ

L-1 L-1 L-1

+13'-7 1/4"

L -1

L -1

MAX

5' - 0"

MCJ

MCJ

JOIST BRIDGING AS

REQ'D BY JOIST MFR,

TYP

MCJ

TYP

13' - 0"

T/ WALL

SLOPES

TYP

TYP

1" EJ

TYP

TYPE R1 JOIST

EXTENSION,

TYP

L -1

L -1

L4x4x5/16

CONT,TYP

AT WALL

E S-302

/4

MAX

5' - 0"

L -2

TYP

1" E.J.

(O/O CMU)

10' - 0"

(O/O CMU)

26' - 8" 8 3/8" VIF

E .J

(O /O

C M

U

SLOPES FROM

EL.14'-0 TO 13'-4"

13' - 0"

T/ WALL

+13' - 4

13' - 0"

+14' - 0"

T/ WALL

13' - 0"T/ WALL

F

H

J

16 17

G

VIF

4' - 0"

EXIST. CMU WALL

WITH AIRSPACE AND

BRICK MASONRY

VENEER- VIF.

EXIST STEEL TUBE

COL - VIF - TYP

VIF

13' - 10 3/8"

16KCS2

16KCS2

16KCS2

16KCS2

16KCS2

16KCS2

A S-302

A S-302

C S-302

B S-302

D S-302

E X

IS

T

E X

IS

T

E X

IS

T

E X

IS

T

EXIST EXIST

R -1

1" EJ

JOIST BEARING = +13'-4"

JOIST BEARING = +14'-0"

V

IF

V

IF

/4

V

IF

1" E.J.

(O/O CMU)

27' - 4"

FACE OF EXIST

BUILDING

FACE OF EXIST

BUILDING, VIF

L-1 L-1

L -1

L -1

L -1

L-1L-1

L -1

M A

X

MCJ

MCJ

MCJ

MCJ

JOIST BRIDGING AS

REQ'D BY JOIST MFR,

TYP

TYP

MCJ

TYP

1/4" : 12" SLOPE

TYPE R1 JOIST

EXTENSION

TYP.

TYP

TYP

TYP

L -1

L4x4x5/16

CONT,TYP

AT WALL

L4x4x5/16

CONT,TYP

AT WALL

E S-302

TYP

(O /O

C M

U

13' - 9"

SLOPES FROM

EL.14'-0 TO 13'-8"

CMU WALL STEP

13' - 0"

T/ WALL

+16' - 0

13' - 0"

13' - 0"T/ WALL

T/ WALL

+16' - 0

13' - 0"T/ WALL

+13' - 4

13' - 0"+14' - 0"

T/ WALL

FRAMING PLAN NOTES:

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES.

2. VERIFY ALL DIMENSIONS, ELEVATIONS AND FINISHES WITH

ARCHITECTURAL DRAWINGS BEFORE BEGINNING

CONSTRUCTION.

FRAMING PLAN LEGEND:

DENOTES 8" CMU W/ #5 VERT BARS (CENTERED) IN GROUT FILLED CELLS

@ 24" O.C., MAX., CORNERS AND INTERSECTIONS, U.N.O.,

OPENINGS < 2'-0" SHALL RECEIVE (1) #5 CENTERED EA. SIDE OF OPENING

OPENINGS > 2'-0" WIDE SHALL BE REINF AS NOTED

DENOTES SPAN OF 1 ½” TYPE B 20 GAUGE GALV ROOF DECK

SECURED W/ 5/8" DIA PUDDLE WELDS @ 36/7 PATTERN AND

(6) WELDED SIDELAP FASTENERS PER SPAN AND AT 6" O.C.

MAX. AT EDGES AND PARALLEL SUPPORTS

R-1

DENOTES LINTEL - SEE SCHEDULE ON S-502L-# -

MASONRY CONTROL JOINTMCJ -

KEY PLAN

AUDIO

ADDITION

BCE/EM

ADDITION

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

/1

/2

:4 :0

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-102

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

F R

A M

IN

G

P A

R T

IA

L

R O

O F

P L

A N

S

SCALE: 1/4" = 1'-0"S-102

1 AUDIO PARTIAL ROOF FRAMING PLAN

SCALE: 1/4" = 1'-0"S-102

2 BCE/EM PARTIAL ROOF FRAMING PLAN

N

0 2' 4' 8'

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

N

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

T/SLAB

0' - 0"

T/FTG

-4' - 0"

8" CMU WALL -

SEE PLAN

SLAB ON GRADE -

SEE PLAN

CONC FDN WALL

CONC WALL

FTG - SEE

SCHEDULE

VENEER - SEE

ARCH DWGS

DOWELS TO MATCH

VERT REINF (6"

EMBED) - TYP 1/2" ISOLATION

JOINT

VAPOR

BARRIER

COMPACTED

SUBGRADE

6" OF #57 STONE

8" 8"

T Y

P

(2) #5 BARS, CONT

#5 @ 12" O.C., E.F, E.W, TYP

2" RIGID

INSULATION

GRADE

1' - 4"

1' - 4"

GROUT SOLID

T/SLAB

0' - 0"

SLAB ON GRADE -

SEE PLAN

EXIST SLAB ON

GRADE - VIF

EXIST CONC

FDN WALL -

VIF

EXIST CONC

WALL FTG - VIF

EXIST STUD AND

VENEER WALL - VIF

VIF

2' - 0"

VIF

1' - 0"

V

IF

V

IF

1/2" ISOLATION

JOINT MATERIAL

CONC FDN

WALL - SEE

PLAN

WALL FTG - SEE

PLAN

MIN.

1' - 3"

CMU WALL -

SEE PLAN

-3' - 0"

T/FTG

#5 DOWEL x 1'-6" LONG @

12" O.C. INTO EXIST WALL

FOOTING/FND TYP.

1 VAPOR BARRIER

COMPACTED

SUBGRADE

6" OF #57

STONE

1" GAP

(2) #5 BARS

CONT.

2" RIGID

INSULATION

MIN

6"

9"

M

IN

1' - 4"

#5 @ 12" O.C., E.F., E.W., TYP

#5 @ 12" O.C. TYP.

#5 CONT. BARS

TYP. 3 LAYERS

T/SLAB

0' - 0"

T/FTG

-4' - 0"

SLAB ON GRADE -

SEE PLAN

#4 CONT, TYP

CONC WALL

FTG - SEE

SCHEDULE

CONC FDN

WALL

VAPOR

BARRIER

COMPACTED

SUBGRADE

6" OF #57

STONE

#5 @ 12" O.C., E.F, E.W, TYP

SIDEWALK,

SEE CIVIL

DWGS

2" RIGID

INSULATION

1/2" RIGID

INSULATION

AND SEALANT

#4 @ 12" O.C FOR

WIDTH OF DOOR

W/ 16" LEGS

DOOR AND

THRESHOLD, SEE

ARCH DWGS

8 1/2" 7 1/2"

SEALANT

7" 2' - 0"

EXIST

FOUNDATION

WALL - VIF

EXIST

FOOTING - VIF

NEW FOOTING

STEP NEW FOOTING AS

REQUIRED TO MATCH

BOT ELEV OF EXIST

FOOTING

#5 REINFORCING ROD

ANCHORED W/ ADHESIVE

@ 12" O.C. AT WALL

CENTER

NEW

FOUNDATION

WALL

T/SLAB

0' - 0"

T/FTG

-4' - 0"

SLAB ON GRADE -

SEE PLAN

1/2" ISOLATION

JOINT MATERIAL

#5 DOWEL x 1'-6" LONG @

12" O.C. INTO EXIST WALL

FOOTING/FND. - TYP

VAPOR BARRIER

COMPACTED

SUBGRADE

6" of #57

STONE

(2) #5 BARS

CONT.

2" RIGID

INSULATION

EXIST SLAB ON

GRADE - VIF

EXIST CONC

FDN WALL -

VIF

EXIST CONC

WALL FTG - VIF

CONC FDN

WALL - SEE

PLAN

MIN.

1' - 3"

VIF

2' - 0"

V

IF5

V

IF

V

IF

MIN

6"

9"7"

M

IN

#5 @ 12" O.C., E.F., E.W., TYP

MATCH NEW FIN. FL. ELEV.

TO EXIST. FIN. FL. ELEV.

(V.I.F.)

#5 @ 12" O.C. TYP.

#5 CONT. BARS

TYP. 3 LAYERS

#4 @ 12" O.C FOR

WIDTH OF DOOR

W/ 16" LEGS

MIN

4"

#3 DWL X 1'-0" LG AT 24" O.C.

CHEMICAL ANCHOR IN DRILLED

HOLE WITH CHEMICAL

ADHESIVE PER SPEC 033000

EMBED MIN 4 1/2" TYP

SAWCUT AND REMOVE

EXIST FLOOR FINISH AND

CONCRETE

EXIST CONC SLAB TO

REMAIN

NEW FLOOR FINISH TO MATCH

EXISTING IN ELEV. MATERIAL

COLOR AND FINISH. REFER TO

ARCH DWGS FOR EXTENT OF

DEMOLITION AND FINISH WORK

BY CONTRACTOR

RESPONSIBLE FOR GENERAL

WORK

NEW MICRO FIBER REINF.

CONC SLAB TO MATCH

EXIST SLAB TOP OF SLAB

ELEVATION

VAPOR BARRIER, SEE

SPEC, TYP

6" OF #57 STONE

BULB NEW SLAB UNDER

EXIST SLAB. ENSURE NO

VOIDS REMAIN BELOW

EXIST SLAB

"H

1' - 0"

HOOK TOP BARS

DOWN (TYP)

6" CRUSHED

AGGREGATE

REINF - SEE

SCHEDULE

(2) #5 EA. FACE, W/

CORNER BARS

3/4" CHAMFER

ALL EDGES

COMPACTED SUBGRADE

(TYP), REFER TO CIVIL

E Q

U

IP

M E

N T

W

ID

T H

'L

"A

EQUIPMENT LENGTH 'L' + ("A")

NOTES:

1. COORDINATE PAD WIDTH AND LENGTH WITH EQUIPMENT MFR AND CONTRACT DRAWINGS. PROVIDE

SCHEDULED CLEARANCE AROUND THE PERIMETER BETWEEN THE OUTSIDE EDGE OF PAD AND

OUTERMOST PORTION OF EQUIPMENT.

2. COORDINATE SIZE AND LOCATION OF REQ'D OPENINGS W/ EQUIPMENT MFR.

3. PROVIDE A BROOM FINISH TO TOP CONCRETE SURFACE.

4. ANCHOR EQUIPMENT TO CONC PER MFR RECOMMENDATIONS.

5. COORD DRAIN AND CONC SLOPE REQUIREMENTS

S L O

P E

/8

P

E R

F T

(I

F R

E Q

U

IR

E D

COORDINATE

OPENINGS WITH

EQUIPMENT MFR. AS

REQUIRED

"T

SECTION

PLAN

2' - 0"

C L R

C L R

GRADE

ADD (2) #4 EA SIDE OF

OPENING >1'-6". TYP EA

REINF LAYER

NAME "A" "B" "L" "T" "H" REINF MODEL WEIGHT

FIRE PUMP PAD 2'-0 - - 1'-0" 5'-0 #5 @ 12" O.C. - -

EQUIPMENT PAD SCHEDULE

#5 HORIZ. @ 12" O.C.

AND CORNER BARS, TYP

#5 HORIZ. @ 12" O.C.

AND CORNER BARS, TYP

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

8" 1'-4" 2'-8"

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

/1

/2

:4 :1

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-301

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

F O

U N

D A

T

IO

N S

E C

T

IO

N S

SCALE: 3/4" = 1'-0"S-301

A SECTION

SCALE: 3/4" = 1'-0"S-301

C SECTION

SCALE: 3/4" = 1'-0"S-301

B SECTION AT DOOR

SCALE: 3/4" = 1'-0"S-301

D TYP NEW FOUNDATION WALL/FTG AT EXIST

SCALE: 3/4" = 1'-0"S-301

E SECTION AT DOOR/ EXTG FTG

SCALE: 3/4" = 1'-0"S-301

F SLAB TRENCHING

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

T C

SCALE: 1/2" = 1'-0"S-301

1 EQUIPMENT PAD CHART

ROOF DECK -

SEE PLAN

L4x4x5/16 CONT W/ 5/8"

DIA EXP ANCHORS @ 24"

O.C.-TYP.

VENEER - SEE

ARCH DWGS

CMU - SEE

PLAN

8" BOND BEAM

W/ (2) #5 CONT

T/ CMU WALL

14' - 0"

T/ BOND BEAM

JOIST

BRIDGING,

SEE PLAN

8" BOND BEAM

W/ (2) #5 CONT

TYPICAL BRIDGING ANCHOR

L3x3x5/16x JOIST DEPTH W/

5/8" DIA. EXP. BOLTS @ 12" C/C

(MIN.(2) PER ANGLE BRACE)

GROUT SOLID FOR

LENGTH OF WALL

GROUT PARAPET

SOLID, TYP

16' - 0"VARIES, SEE PLAN

ROOF DECK - SEE PLAN

STEEL JOIST - SEE PLAN

FACE OF EXIST

BUILDING, VIF

16" BOND BEAM

W/ (2) #5 CONT

CMU - SEE PLAN

18' - 0"VARIES, SEE PLAN

T/ EXIST WALL

5" X 1/2" THK CONT BEARING

PL. W/ 5/8" DIA. x 5" LONG

HEADED STUDS AT 8" O.C. , TYP

1" EJ

L4x4x5/16

CONT EDGE

ANGLE

T/ BOND BEAM

3/16

TYP.

14' - 0"

EXTEND

JOIST END TO

FACE OF 1" EJ

1/4

JOIST TO

PLATE

ROOF DECK -

SEE PLAN

STEEL JOIST -

SEE PLAN

VENEER - SEE

ARCH DWGS

16" BOND BEAM

W/ (2) #5 CONT

CMU - SEE PLAN

5" X 1/2" THK CONT BEARING PL. W/

5/8" DIA. x 5" LONG HEADED STUDS

AT 8" O.C. , TYP

T/ BOND BEAM

JOIST

EXTENSION,

SEE PLAN

3/16"

TYP.

L4x4x5/16

CONT EDGE

ANGLE

13' - 4"

1/4

JOIST TO

PLATE

ROOF DECK - SEE PLAN

EXIST WALL - VIF

EXIST

ROOF - VIF

T/ EXIST WALL

18' - 0"VARIES

JOIST

BRIDGING,

SEE PLAN

TYPICAL BRIDGING ANCHOR

L3x3x5/16 x JOIST DEPTH W/

5/8" DIA. EXP. BOLTS @ 12" C/C

(MIN.(2) PER ANGLE BRACE)

GROUT SOLID FOR

LENGTH OF WALL

8" BOND BEAM

W/ (2) #5 CONT

CONT. 3/8" X5" PLATE WITH

1/2" DIA x 5" HEADED

STUDS @ 8" O.C.

ROOF DECK -

SEE PLAN

VENEER - SEE

ARCH DWGS

16" BOND BEAM

W/ (2) #5 CONT

EA. COURSE

CMU - SEE PLAN

5" X 1/2" THK CONT BEARING PL.

W/ 5/8" DIA. x 5" LONG HEADED

STUDS AT 8" O.C. , TYP

T/ BOND BEAM

L4x4x5/16 CONT

EDGE ANGLE

ATTACHED TO

ROOF JOISTS

13' - 4"

1/4 3 @ 12

HSS 2 1/2 x 2 1/2 x 5/16

CONT. IN BETWEEN

JOIST SEATS

CONTRACTOR TO ENSURE

DECK BOT. FLUTE REST ON

AND IS ATTACHED TO

HSS 2 1/2x2 1/2 - VIF.

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

8" 1'-4" 2'-8"

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

/1

/2

:4 :1

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-302

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

F R

A M

IN

G

S E

C T

IO

N

S

SCALE: 3/4" = 1'-0"S-302

A SECTION

SCALE: 3/4" = 1'-0"S-302

B SECTION

SCALE: 3/4" = 1'-0"S-302

C SECTION

SCALE: 3/4" = 1'-0"S-302

D SECTION

SCALE: 3/4" = 1'-0"S-302

E SECTION

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

(M A

X U

.N .O

S E

E P

L A

N

S E

E P

L A

N

2' - 0"

LONGITUDINAL

BARS SAME SIZE

AND SPACING AS

FOOTING BARS

(1) #5

7' - 0"

/2

1/8"SAW CUT OR

PLASTIC INSERT

SLAB

CRACK CONTROL JOINT

1/2"

SEE SPEC. FOR JOINT

FILLER & SEALER

REQUIREMENTS

SLAB

ISOLATION

JOINT MATERIAL

1' - 6" 1' - 6" 1' - 6" 1' - 6"

CONTROL JOINT

(3) #4 BARS @ 3'-0"

LONG EA. SIDE TYP.

C.M.U. WALL

(3) ADD'L #5 BARS

x5'-0" LG. PER

LAYER OF SLAB

NOTE:

ADDITIONAL REINFORCEMENT

TO BE PLACED AT ALL INSIDE

CORNERS IN SLABS 3"

6" 6"

TYP.2'

6"

CORNER

INTERSECTION

NOTE:

CORNER BARS TO BE THE SAME SIZE AND

SPACING AS HORIZONTAL REINFORCEMENT.

HORIZONTAL REINFORCEMENT MAY BE

FABRICATED WITH EQUIVALENT BENT ENDS IN

LIEU OF CORNER BARS AS SHOWN. PROVIDE

CLASS "B" TENSION LAP SPLICE ON ALL MAIN

REINFORCEMENT (TYP.)

STD. HOOK (TYP.)

L A

P S

P L

IC

E

LAP SPLICE

40 BAR DIA.

24" MIN OR

WIRE LATHE OVER

NON GROUTED CELLS,

SHEET METAL OR FELT

ARE NOT PERMITTED.

CMU BOND BEAM

AT FLOOR OR

ROOF LINE, UNO.

HOOK ENDS

(TYP.)

HORIZ. REINF.

CONT. THRU C.J.

REINF. w/ 2#4 AND

GROUT SOLID

AROUND OPN'G

8" MAX

JAMB

REINF.

(TYP.)

CMU LINTEL,

SEE SCHED.

ON SHEET S-502

8" BOND

BEAM SILL

W/ (2)#5 BARS

CONT. JAMB

REINF. (TYP.)

FDN,

SEE PLAN

C.J.

NOTE: PROVIDE HORIZONTAL JOINT REINFORCING AT 16" O/C SPACED VERTICALLY

1' - 0"

(16) #6 DIAG. BARS

PLACE AS

SHOWN.(TWO EACH

FACE)

REINF.

INTERRUPTED BY

OPENING (TYP.)

(16) #6 DIAG. BARS x4'-0"

LONG PLACE AS SHOWN

(TWO EACH FACE)

OPENING

OPENING

DISCONTINUE REINF. @ OPENINGS &

PROVIDE ADD'L BARS W/ AREA EQUAL

TO INTERRUPTED REINF. PLACE 1/2 EA.

SIDE OF OPNG. - 2 BARS MIN. (TYP.)

NOTE:

WHERE REQ'D. LAPS ARE NOT POSSIBLE

DUE TO PRESENCE OF ADJACENT HOLES OR

CORNERS, PROVIDE STANDARD END HOOK

TYP.2'

0"

WIDTH (VIF)

H E

IG

H

T

V

IF

EXISTING CMU WALL

EXISTING MASONRY

OPENING TO BE FILLED

IN W/ CMU (MATCH

EXISTING SIZE)

CORRUGATED TIES W/

(1) 1/4" DIA X 1 1/2"

TAPCON ANCHOR EVERY

OTHER COURSE

GROUT NEW CMU

SOLID -TYP.

#4 VERT BARS AND

ADHESIVE ANCHORED

DOWELS INTO EXIST AT

MAX 24" OC, AND MAX 8"

FROM EACH EXIST OPNG

SIDE. TYP. GROUT EXIST

CMU SOLID AT EACH NEW

DOWEL - VIF

STANDARD SASH BLOCK

PRE FORMED PVC JOINT GASKET

SEALANT

VERTICAL REINFORCEMENT

EACH SIDE OF C.J.

(FULL HEIGHT OF WALL)

GROUT CORES EACH SIDE OF C.J.

CMU

NOTE:

1. MAXIMUM MASONRY CONTROL JOINT SPACING 25'-0" o/c

2. BOND BEAM HORIZONTAL REINFORCEMENT RUNS CONTINUOUS THROUGH CONTROL JOINT

3. COORDINATE CONTROL JOINT LOCATIONS WITH ARCHITECT.

4. PROVIDE DOWELS IN FOUNDATION TO MATCH VERTICAL BARS

5. MASONRY CONTROL JOINT TO BE A MINIMUM OF 2' - 0" AWAY FROM ANY MASONRY OPENING

T OF WALL

BOF.

PROVIDE PIPE SLEEVE OR BREAK

FOOTING AS APPROPRIATE AT ALL

LOCATIONS WHERE PIPE OR CONDUIT

PASSES THROUGH FOUNDATION.

COORD W/ OTHER TRADES

SLEEVE THROUGH

WALL WITH LARGER

DIAMETER PIPE

1' - 0"1' - 0" BREAK FOOTING

BREAK FOOTING

CONCRETE FOOTINGCONCRETE WALL

PIPE OR CONDUIT

PIPE OR CONDUIT

1' - 0"1' - 0"

1' - 0"1' - 0"

0 0 0

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

8" 1'-4" 2'-8"

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

1/2' 1' 2'

SCALE: 1" = 1'-0"

1' 2' 4'

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

/1

/2

:4 :2

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-501

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

T Y

P

IC

A L

D E

T A

IL

S

SCALE: 1/2" = 1'-0"S-501

1 STEPPED FOOTING DETAIL

SCALE: 3/4" = 1'-0"S-501

11 TYP. SLAB DETAILS

SCALE: 1" = 1'-0"S-501

3 SLAB TO WALL ISOLATION JOINT

SCALE: 1/2" = 1'-0"S-501

4 SLAB REINF. AT DOOR OPNG

SCALE: 1/2" = 1'-0"S-501

5 REINF. SLAB RE-ENTRANT CORNER

SCALE: 3/4" = 1'-0"S-501

6 WALL CORNERS AT BLDG WALLS

SCALE: 3/16" = 1'-0"S-501

9 TYP. CMU WALL REINF.

SCALE: 1/4" = 1'-0"S-501

7 REINF. STEEL AT OPENING

SCALE: 1" = 1'-0"S-501

8 TYPICAL CMU INFILL DETAIL

SCALE: 3/4" = 1'-0"S-501

10 MASONRY CONTROL JOINT

SCALE: 3/8" = 1'-0"S-501

2 TYP. PIPE THROUGH FTG OR FND. WALL

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

MARK REINF.SIZE (WxD)

MASONRY LINTEL SCHEDULE

CLEAR SPAN NOTES

L2

L1

8x16

8x8

(2) #5 T & B

(2) #4 BOT.

LOOSE LINTEL NOTE:

8" MIN. BEARING EACH END. (ALL EXPOSED LINTELS TO BE

GALVANIZED AND PAINTED, SEE ARCH.)

LOOSE LINTEL SCHEDULE (BRICK)

L < = 8'-0"L5 x 5 x 3/8

SIZE CLEAR SPAN 'L'

UP TO 4'-0"

> 4'-0" TO 7'-6"

MASONRY LINTEL NOTES:

1. LINTEL MUST BE SHORED UNTIL MORTAR

AND GROUT ATTAINS DESIGN STRENGTH.

2. SPECIAL INSPECTOR MUST VERIFY PROPER

REINFORCEMENT PLACEMENT PRIOR TO

GROUTING, AND VERIFY PROPER GROUT

PLACEMENT.

3. MASONRY LINTELS SHALL HAVE A MINIMUM

BEARING OF 8", U.N.O.

4. MASONRY LINTELS AT LOAD BEARING

WALLS ARE LOCATED ON PLAN.

5. SHEAR TIES SHALL HOOK AROUND TOP AND

BOTTOM REINF. ALTERNATE LEG

6. LINTEL REINFORCING SHALL EXTEND

OUTSIDE THE OPENING FORTY (40) BAR

DIAMETERS, EACH DIRECTION OR PROVIDE

STANDARD HOOK TO TERMINATE ENDS.

7. NON-LOAD BEARING PARTITION WALL

OPENINGS OR OPENINGS NOT SHOWN ON

PLAN SHALL FOLLOW THE MINIMUM

REINFORCING AND SPAN REQUIREMENTS

PER SCHEDULE.

BRICK VENEER,

SEE ARCH

BRICK LINTEL, SEE

SCHEDULE

8" BOND BEAM

#3 @ 8" FOR MASONRY

LINTELS > 8" DEEP, U.N.O.

CUT BLOCK AS

REQ'D

GROUT FILL AFTER

MORTARED

CMU ATTAINS SUFFICIENT

STRENGTH (MORTAR

SLUSHING NOT PERMITTED)

8" LINTEL BLOCK

CONTINUOUS REINF.

TOP AND BOTTOM,

SEE SCHEDULE

ALTERNATE LEG

W

D

1/4 3-12

L 2 1/2 x 2 1/2 X 3/8

SEE SCHEDULE

LAP

BOND BEAM CORNER

S E

E S

C H

E D

U L E

L A

P

VERTICAL REINF. IN

GROUTED CELL,

FULL HEIGHT

8" CMU TOOTHED CORNER

VERTICAL REINF. IN

GROUTED CELL,

FULL HEIGHT

CORNER BARS

SAME SIZE AS

BOND BM. REINF.

CL OF CONCENTRATED LOAD

ON ROOF (OVER 100# BUT NOT

TO EXCEED 300#) MAXIMUM OF

(2) LOADS PER JOIST

CL OF PANEL POINT

(2) L 1 1/2x1 1/2x3/16 TYP.

CL OF PANEL POINT

BAR JOIST

CL OF CONCENTRATED LOAD

ON ROOF (OVER 100# BUT NOT

TO EXCEED 300#) MAXIMUM OF

(2) LOADS PER JOIST

NOTE:

ONLY (2) LOADS TOTAL MAY BE

APPLIED TO ONE JOIST

T/JOIST

1/8

TYP.

JOIST

COPE AS

REQUIRED

TYP.

JOIST

FOR OPENING

LOCATIONS AND SIZES

REFER TO MECH.

1x3/8" BAR WELD TO

ANGLE AND JOIST,

TYP. 4 PLACES.

L4 x4 x3 /8

L4x4x3/8

L4 x4 x3 /8

L4x4x3/8

TYP.

STEEL BEAM, BAR

JOIST, OR CFS TRUSS

METAL DECK PANELS

DECK ATTACHMENT,

SEE PLANS

36" COVERAGE

36/7

(2) #5 CONT.

T&B

#3 TIES @ 12" O.C.

CONCRETE TO MATCH

ROOF SLOPE

1/2"x5" EMBED PLATE CONT.

W/ 5/8" DIA.x 5"LONG NELSON

ROOF DECK

REINFORCED CONCRETE TO

MATCH ROOF SLOPE

M

IN

CMU SHEAR WALL

0 0

CHKD:

DRWN:

PROJ:

DESN:

A

B

C

D

E

F

2 3 4 5 6 7

Bar measures 1 inch, otherwise drawing is not to scale

C o p yr ig h t:

T e tr a T e ch

8" 1'-4" 2'-8"

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

1' 2' 4'

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

/1

/2

:4 :2

P

M B

IM

/2

-3

-1

S p ri n g fie ld

O H

B ld g

/S

S

P R

IN

G

F

IE

L D

A N

G B

L D

G v2

.r vt

200-38546-17011

SPS

JKS

ATC

S-502

S P

R

IN

G F

IE

L D

-B E

C K

L E

Y A

N G

B O

H

IO

A N

G

A D

A L C

IV

IL

E N

G

IN

E E

R

IN

G B

U

IL

D

IN

G S

W

A A

R

S T

R U

C T

U R

A L

T Y

P

IC

A L

D E

T A

IL

S

SCALE: 3/4" = 1'-0"S-502

1 MASONRY LINTEL SCHEDULE

SCALE: 1/2" = 1'-0"S-502

2 TYP. MASONRY INTERSECTIONS

SCALE: 3/4" = 1'-0"S-502

3 TYP. JOIST REINFORCEMENT

SCALE: 3/4" = 1'-0"S-502

4 OPENINGS BETWEEN JOISTS

SCALE: 3/4" = 1'-0"S-502

5 ROOF DECK ATTACHMENT PATTERN

M A

R K

D A

T E

D E

S C

R

IP

T

IO

N B

Y

/1

/1

T

Y P

E B

-3 S

U B

M

IT

T A

L A

T C

SCALE: 3/4" = 1'-0"S-502

6 TYP. RAKE WALL DETAIL