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BOND BEAM AT TOP WALL BOND BEAM AT TOP WALL 1. ALL CONCRETE MASONRY SHALL CONFORM WITH ASTM C90 HOLLOW LOAD BEARING (HL) UNITS WITH o
I - I A COMPRESSIVE STRENGTH OF 1900 PSI ON THE NET SECTION (F'm = 1500 PSI) Z
- - - - - - - 1. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE AND
SHORT SPAN LINTEL
(MAXIMUM SPAN W -09)
2 ALL MORTAR SHALL CONFORM WITH ASTM C270.
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DETAIL
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2500 PSI AT 28 DAYS. CONCRETE SHALL NOT BE USED IN LIEU OF MASONRY GROUT.
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CONNECTORS, AND ANCHORS
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LINTEL
4. UNLESS OTHERWISE NOTED, CENTER ALL VERTICAL REINFORCING IN CMU CORE AND HOLD IN POSITION
<
BOT PL EL 105' -4'
B
1/2- DIA
1 1
VERTICAL
ACI 530 SECTIONS
.............. ...............................
7 5/8" `"
HORIZ JT
HEAD
STUD (6'
BEARING
I PLATE (TYP)
REINF TO
I MATCH
FRAMES, OR OTHER CONSTRUCTION
3»
5. THE MINIMUM LENGTH OF LAP FOR REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED
LONG) AT
8•
WALL
H
11
ii(�)
RFlN HORIZ JT
16' C TO C
BRG MASONRY I
REINF
11 ------ ------
------ �L------------ ��---- - - - - --
--
REINF
RIGID
OPENING
PERIODIC
ACI 530.1 ARTICLE 1.8C
WEATHER (TEMPERATURE BELOW 40'F)
4. ALL TRUSS EXTENDED ENDS SHALL BE DESIGNED TO CARRY THE ALLOWABLE
NOTED.
MASONRY
PERIODIC
VERTICAL
X111111 ►,
IBC 2104.4
GROUT ALL
TIES AT 32'
8" DEEP
REINF TO
,n
,� �� - - - -
- - - - -
- - - - -
- -,- - - - -
CORES FULL
= C TO C
I BOND BEAM I
MATCH
�___,
8" BEARING
"
N
r- -- - --
8' BEARING I i
LENGTH OF
LINTEL
SOLID
(SEE NOTES) I
WALL
REINF
(GROUT 2
#2 SPACERS AT
(GROUT 2 i I
TRUSS MANUFACTURER SHALL DESIGN AND DIMENSION TRUSSES TO ACHIEVE THE
MASONRY
- - - - -
COURSES
48" C TO C
COURSES
STEEL
LINTEL
UTILIZING THE LOW LIFT
IBC 2105.3; 2105.4;
1 BELOW)
2105.5
BELOW)
SPACING AND SPECIAL CONNECTIONS REQUIRED AND INDICATE SUCH ON THE SHOP
8. GROUT SHALL BE PLACED IN THE VERTICAL CORES OF THE MASONRY UNITS
cm
APPROVED SUBMITTALS
STEEL PLATE
GROUTING METHOD SET FORTH IN NCMA -TEK 23A.
ASSIGNED FOR THE CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND THE PROJECT
MANUAL THE SERVICES OF A CERTIFIED SPECIAL INSPECTOR SHALL BE MAINTAINED DURING
CONSTRUCTION ON THE TYPES OF WORK LISTED
(CENTERED
A. GROUT SHALL COMPLY WITH ASTM C476. (MORTAR OR CONCRETE SHALL NOT BE USED
MEDIUM SPAN LINTEL
(MAXIMUM SPAN 12' -01
IN WALL)
3/16 3 ®12
LLe
COMMON NAILS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX
TYPE B
8' NOTES:
1. COORDINATE ELEVATIONS WITH ARCHITEC
mmmm
SUPERIMPOSED DEAD LOADS INDICATED ON THE PLANS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
AND DESIGN CALCULATIONS SEALED BY AN INDIANA REGISTERED ENGINEER FOR REVIEW PRIOR TO
2 ALL MORTAR SHALL CONFORM WITH ASTM C270.
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ALL GROUT SHALL CONFORM WITH ASTM C476 AND HAVE AN AVERAGE COMPRESSIVE STRENGTH OF
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#8
3/8 "x11"
�--ON
2500 PSI AT 28 DAYS. CONCRETE SHALL NOT BE USED IN LIEU OF MASONRY GROUT.
B
CONNECTORS, AND ANCHORS
SL -2
W8x21
MANUFACTURER'S RECOMMENDATIONS.
4. UNLESS OTHERWISE NOTED, CENTER ALL VERTICAL REINFORCING IN CMU CORE AND HOLD IN POSITION
<
BOT PL EL 105' -4'
B
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
MASONRY
OPENING
DEEP
BOND BEAM
E NOTES)
PERIODIC
ACI 530 SECTIONS
INCLUDING DETAILS OF ANCHORAGE OF
FOLLOWING CODES: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION
MASONRY TO STRUCTURAL MEMBERS,
o
FRAMES, OR OTHER CONSTRUCTION
DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES
5. THE MINIMUM LENGTH OF LAP FOR REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED
PERIODIC
ACI 530 SECTION 1.12 ACI
.�
H
OF THE TRUSS PLATE INSTITUTE.
SHALL BE 24' FOR 14 BARS AND 30" FOR #5
ARM
2108.9.2.11
D. WELDING OF REINFORCEMENT AND
Q
Q
HEADED STUD ANCHORS
i
Q
E. PROTECTION OF MASONRY DURING COLD
PERIODIC
ACI 530.1 ARTICLE 1.8C
WEATHER (TEMPERATURE BELOW 40'F)
4. ALL TRUSS EXTENDED ENDS SHALL BE DESIGNED TO CARRY THE ALLOWABLE
NOTED.
6. PROVIDE HORIZONTAL JOINT REINFORCING IN ALL MASONRY WALLS.
PERIODIC
ACI 530.1 ARTICLE 1.8D
X111111 ►,
IBC 2104.4
UNIFORM LOAD FOR THAT TRUSS, UNLESS OTHERWISE
A. GROUT SPACE IS CLEAN
PERIODIC
ACI 530.1 ARTICLE 3.2D
B. PLACEMENT OF REINFORCEMENT AND
PERIODIC
ACI 530 SECTION 1.12
DEVICES TO HOLD REINFORCEMENT IN
7. ALL BOND BEAMS SHALL BE CONTINUOUS AND SHALL BE FILLED WITH GROUT AND REINFORCED WITH
ACI 530.1 ARTICLE 3.4
PLACE DURING GROUTING
C. PROPORTIONS OF SITE - PREPARED GROUT
5. TRUSSES INDICATED ON THE PLANS AND BUILDING SECTIONS ARE CONCEPTUAL
2 - 15 BARS. REINFORCING SHALL BE CONTINUOUS UNLESS OTHERWISE NOTED. PROVIDE DOWELS AT
D. CONSTRUCTION OF MORTAR JOINTS
2. OMIT AT DOOR OPENINGS ROOF 5/8" 32/16 8d AT 6" O.C. 8d AT 12" O.C.
TYPICAL CMU REINFORCING AT
g C. THE MAXIMUM HEIGHT OF A GROUT LIFT SHALL BE 4 FEET.
EXTERIOR WALL OPENINGS
- 7. ALL STRUCTURAL ELEVATIONS ARE BASED ON THE TOP SURFACE OF THE FINISHED FLOOR AT INCHES BELOW THE UPPERMOST PORTION OF THE CAVITY
- _ - 2 - #6 NTS THE MAIN ENTRANCE BEING EL 100' -0" D. STOP GROUT POURS 1 1 /2 C
BEING FILLED TO PROVIDE A KEY FOR THE NEXT LIFT OR POUR. O
=.:
8. CUTTING OR DRILLING OF ANY OF TRUSS MEMBER IS NOT PERMITTED WITHOUT PRIOR
E. CONSOLIDATE GROUT BY VIBRATING WITH A MECHANICAL VIBRATOR EACH LIFT, O
APPROVAL OF THE ARCHITECT. APPROXIMATELY 20 MINUTES AFTER GROUT IS INSTALLED.
7 5/8" `14
NOTES: 9. SEE PROJECT MANUAL FOR SUBMITTAL REQUIREMENTS FOR PLYWOOD. 0 7:
3" 1. TYPE A, B, D, AND E LINTELS SHALL BEAR ON TWO FULLY GROUTED AND REINFORCED CORES FULL F. ALL REINFORCING STEEL SHALL BE INSPECTED IN PLACE BEFORE GROUTING AND THERE
SHALL BEAR ON TWO FULLY GROUTED COURSES OR SOLID MASONRY. TRUSS NOTES SHALL BE CONTINUOUS INSPECTION DURING THE GROUTING OPERATION. � J Q
(TYP) HEIGHT. TYPE C UNTELS VERTICAL REINF 4
------------- �--------- - - - -�� -------- �� --'-- ------ ------- R----- - - - - -- -- (CONY THRU 0 Z
2. ALL LINTELS AT EXTERIOR LOCATIONS OR OTHERWISE SUBJECT TO WEATHER OR CORROSIVE 9. IN TIX ER QI 6 IAL 5 PLACE ONE REINFORCING BAR (SAME SIZE AS IN ADJACENT WALL) IN GROUTED
ATMOSPHERE SHALL BE GALVANIZED. SEE THE PROJECT MANUAL BOND BEAM) CORE EXTENDING FULL HEIGHT OF WALL FOR ALL WINDOW AND DOOR OPENINGS UP TO 8 FEET 0
WIDE. FOR OPENINGS 8 FEET TO 16 FEET WIDE PLACE TWO REINFORCING BARS IN TWO GROUTED
. < -
3. AT "TYPE A , TYPE B , "TYPE D", AND "TYPE E UNTELS, PLATE LENGTH To BE MASONRY OPENING _ _ _ _ DESIGNED IN ACCORDANCE WITH THE INDIANA BUILDING CODE 200b CORES EACH SIDE OF OPENING.
V
GROUT CORE SOLID % = %''' U co
,., MINUS 1/4 EA END (1/2 TOTAL). SEE SPECIFICATION ''�� %_`�� 10. GROUT CMU CORES FULL HEIGHT BELOW BEARING OF 'ML' AND 'HL' SERIES CMU UNTELS ' = Z
-� - SEE PLAN ) SHALL BE REINFORCED WITH AT
( I I (INTERIOR AND EXTERIOR) - - - � 4. SEE TABLE BELOW AND 13 -S1.2 FOR BEARING PLATE REQUIRED AT END OF SPECIAL LINTELS. - - � '.' -,'- . ROOF LOADS EARTHQUAKE DESIGN DATA 11
- A
- - -- - -- -- - - - - - -- Q
. _. ALL MASONRY WALLS ON FOUNDATIONS (INTE R 5 0
WIND LOAD DESIGN DATA SEISMIC IMPORTANCE FACTOR AND 48• C
- - - - -- �, 8" BEARING i - i 5. WELD EACH SIDE OF LINTEL FLANGE TO BEARING PLATE. TYPICAL EACH END (LION) ' I TO G UNLESS OTHERWISE NOTED.
8 BEARING I a _ = �` : ' I BASIC WIND LOAD (V3s) - 90 MPH SEISMIC USE GROUP - IE 1.25 GROUP II J J
i II
MAPPED SPECTRAL RESPONSE ACCELERATION 12 PROVIDE ONE VERTICAL REINFORCING BAR (SAME SIZE AS ADJACENT WALL) FULL HEIGHT OF THE a mr W
(GROUT 2 U #2 SPACERS AT (GROUT 2
COURSES 48" C TO C COURSES
BELOW) BELOW)
NOTES:
1. GROUT SOLID ALL MASONRY UNITS. SEE THE PROJECT MANUAL
2 ALL REINFORCING BARS ARE HOOKED AT THE ENDS
MARK
SUPERIMPOSED DEAD LOADS INDICATED ON THE PLANS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
AND DESIGN CALCULATIONS SEALED BY AN INDIANA REGISTERED ENGINEER FOR REVIEW PRIOR TO
2 ALL MORTAR SHALL CONFORM WITH ASTM C270.
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W
24"
TYPE
DETAIL
MANUFACTURE. SEE PROJECT MANUAL FOR SUBMITTAL REQUIREMENTS.
MANUFACTURE.
ALL GROUT SHALL CONFORM WITH ASTM C476 AND HAVE AN AVERAGE COMPRESSIVE STRENGTH OF
v
W1 2x35
#8
3/8 "x11"
2. TRUSS BRIDGING SIZE AND SPACING REQUIREMENTS SHALL BE IN ACCORDANCE WITH
2500 PSI AT 28 DAYS. CONCRETE SHALL NOT BE USED IN LIEU OF MASONRY GROUT.
B
CONNECTORS, AND ANCHORS
SL -2
W8x21
MANUFACTURER'S RECOMMENDATIONS.
4. UNLESS OTHERWISE NOTED, CENTER ALL VERTICAL REINFORCING IN CMU CORE AND HOLD IN POSITION
<
BOT PL EL 105' -4'
B
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
WITH CAGING DEVICES. SEE TYPICAL DETAIL AND SEE THE PROJECT MANUAL
PERIODIC
ACI 530 SECTIONS
INCLUDING DETAILS OF ANCHORAGE OF
FOLLOWING CODES: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION
MASONRY TO STRUCTURAL MEMBERS,
o
FRAMES, OR OTHER CONSTRUCTION
DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES
5. THE MINIMUM LENGTH OF LAP FOR REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED
PERIODIC
ACI 530 SECTION 1.12 ACI
CONFORMS TO SPECIFICATIONS
OF THE TRUSS PLATE INSTITUTE.
SHALL BE 24' FOR 14 BARS AND 30" FOR #5
a
2108.9.2.11
D. WELDING OF REINFORCEMENT AND
CONTINUOUS
ACI 530 SECTION 2.1.8.6
HEADED STUD ANCHORS
i
Q
E. PROTECTION OF MASONRY DURING COLD
PERIODIC
ACI 530.1 ARTICLE 1.8C
WEATHER (TEMPERATURE BELOW 40'F)
4. ALL TRUSS EXTENDED ENDS SHALL BE DESIGNED TO CARRY THE ALLOWABLE
NOTED.
6. PROVIDE HORIZONTAL JOINT REINFORCING IN ALL MASONRY WALLS.
PERIODIC
ACI 530.1 ARTICLE 1.8D
X111111 ►,
IBC 2104.4
UNIFORM LOAD FOR THAT TRUSS, UNLESS OTHERWISE
A. GROUT SPACE IS CLEAN
PERIODIC
ACI 530.1 ARTICLE 3.2D
B. PLACEMENT OF REINFORCEMENT AND
PERIODIC
ACI 530 SECTION 1.12
DEVICES TO HOLD REINFORCEMENT IN
7. ALL BOND BEAMS SHALL BE CONTINUOUS AND SHALL BE FILLED WITH GROUT AND REINFORCED WITH
ACI 530.1 ARTICLE 3.4
PLACE DURING GROUTING
C. PROPORTIONS OF SITE - PREPARED GROUT
5. TRUSSES INDICATED ON THE PLANS AND BUILDING SECTIONS ARE CONCEPTUAL
2 - 15 BARS. REINFORCING SHALL BE CONTINUOUS UNLESS OTHERWISE NOTED. PROVIDE DOWELS AT
D. CONSTRUCTION OF MORTAR JOINTS
PERIODIC
ACI 530.1 ARTICLE 3.36
4. VERIFY GROUT PLACEMENT CONFORMS WITH
CONTINUOUS
TRUSS MANUFACTURER SHALL DESIGN AND DIMENSION TRUSSES TO ACHIEVE THE
CORNERS TO MAINTAIN CONTINUOUS REINFORCING.
Z
CONTINUOUS
ACI 530.1 ARTICLE 1.4
PROFILES AS INDICATED. TRUSS SUPPLIER SHALL BE RESPONSIBLE FOR DIMENSIONS,
UTILIZING THE LOW LIFT
IBC 2105.3; 2105.4;
-
2105.5
6. COMPLIANCE WITH INSPECTION PROVISIONS OF
SPACING AND SPECIAL CONNECTIONS REQUIRED AND INDICATE SUCH ON THE SHOP
8. GROUT SHALL BE PLACED IN THE VERTICAL CORES OF THE MASONRY UNITS
cm
APPROVED SUBMITTALS
DRAWINGS.
GROUTING METHOD SET FORTH IN NCMA -TEK 23A.
ASSIGNED FOR THE CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND THE PROJECT
MANUAL THE SERVICES OF A CERTIFIED SPECIAL INSPECTOR SHALL BE MAINTAINED DURING
CONSTRUCTION ON THE TYPES OF WORK LISTED
6. PLYWOOD ROOF SHEATHING SHALL BE APA RATED SHEATHING WITH EXTERIOR GLUE LAY UP
A. GROUT SHALL COMPLY WITH ASTM C476. (MORTAR OR CONCRETE SHALL NOT BE USED
��d' ' ••....• '' \ ���`
PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. ALL NAILING,
TO FILL CMU CORES.)
COMMON NAILS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX
B. WEBS ADJACENT TO CORES TO BE GROUTED SHALL BE MORTARED. MORTAR SHALL BE
v
RATIO AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE:
STRUCK FLUSH WITH THE INSIDE FACE OF CORES TO BE GROUTED. CORES TO BE
INTERMEDIATE
GROUTED SHALL BE CLEANED OF ALL MORTAR DROPPINGS AND OTHER DEBRIS PRIOR TO
THICKNESS SPAN /INDEX EDGE NAILING NA IN
GROUTING.
2. OMIT AT DOOR OPENINGS ROOF 5/8" 32/16 8d AT 6" O.C. 8d AT 12" O.C.
TYPICAL CMU REINFORCING AT
g C. THE MAXIMUM HEIGHT OF A GROUT LIFT SHALL BE 4 FEET.
EXTERIOR WALL OPENINGS
- 7. ALL STRUCTURAL ELEVATIONS ARE BASED ON THE TOP SURFACE OF THE FINISHED FLOOR AT INCHES BELOW THE UPPERMOST PORTION OF THE CAVITY
- _ - 2 - #6 NTS THE MAIN ENTRANCE BEING EL 100' -0" D. STOP GROUT POURS 1 1 /2 C
BEING FILLED TO PROVIDE A KEY FOR THE NEXT LIFT OR POUR. O
=.:
8. CUTTING OR DRILLING OF ANY OF TRUSS MEMBER IS NOT PERMITTED WITHOUT PRIOR
E. CONSOLIDATE GROUT BY VIBRATING WITH A MECHANICAL VIBRATOR EACH LIFT, O
APPROVAL OF THE ARCHITECT. APPROXIMATELY 20 MINUTES AFTER GROUT IS INSTALLED.
7 5/8" `14
NOTES: 9. SEE PROJECT MANUAL FOR SUBMITTAL REQUIREMENTS FOR PLYWOOD. 0 7:
3" 1. TYPE A, B, D, AND E LINTELS SHALL BEAR ON TWO FULLY GROUTED AND REINFORCED CORES FULL F. ALL REINFORCING STEEL SHALL BE INSPECTED IN PLACE BEFORE GROUTING AND THERE
SHALL BEAR ON TWO FULLY GROUTED COURSES OR SOLID MASONRY. TRUSS NOTES SHALL BE CONTINUOUS INSPECTION DURING THE GROUTING OPERATION. � J Q
(TYP) HEIGHT. TYPE C UNTELS VERTICAL REINF 4
------------- �--------- - - - -�� -------- �� --'-- ------ ------- R----- - - - - -- -- (CONY THRU 0 Z
2. ALL LINTELS AT EXTERIOR LOCATIONS OR OTHERWISE SUBJECT TO WEATHER OR CORROSIVE 9. IN TIX ER QI 6 IAL 5 PLACE ONE REINFORCING BAR (SAME SIZE AS IN ADJACENT WALL) IN GROUTED
ATMOSPHERE SHALL BE GALVANIZED. SEE THE PROJECT MANUAL BOND BEAM) CORE EXTENDING FULL HEIGHT OF WALL FOR ALL WINDOW AND DOOR OPENINGS UP TO 8 FEET 0
WIDE. FOR OPENINGS 8 FEET TO 16 FEET WIDE PLACE TWO REINFORCING BARS IN TWO GROUTED
. < -
3. AT "TYPE A , TYPE B , "TYPE D", AND "TYPE E UNTELS, PLATE LENGTH To BE MASONRY OPENING _ _ _ _ DESIGNED IN ACCORDANCE WITH THE INDIANA BUILDING CODE 200b CORES EACH SIDE OF OPENING.
V
GROUT CORE SOLID % = %''' U co
,., MINUS 1/4 EA END (1/2 TOTAL). SEE SPECIFICATION ''�� %_`�� 10. GROUT CMU CORES FULL HEIGHT BELOW BEARING OF 'ML' AND 'HL' SERIES CMU UNTELS ' = Z
-� - SEE PLAN ) SHALL BE REINFORCED WITH AT
( I I (INTERIOR AND EXTERIOR) - - - � 4. SEE TABLE BELOW AND 13 -S1.2 FOR BEARING PLATE REQUIRED AT END OF SPECIAL LINTELS. - - � '.' -,'- . ROOF LOADS EARTHQUAKE DESIGN DATA 11
- A
- - -- - -- -- - - - - - -- Q
. _. ALL MASONRY WALLS ON FOUNDATIONS (INTE R 5 0
WIND LOAD DESIGN DATA SEISMIC IMPORTANCE FACTOR AND 48• C
- - - - -- �, 8" BEARING i - i 5. WELD EACH SIDE OF LINTEL FLANGE TO BEARING PLATE. TYPICAL EACH END (LION) ' I TO G UNLESS OTHERWISE NOTED.
8 BEARING I a _ = �` : ' I BASIC WIND LOAD (V3s) - 90 MPH SEISMIC USE GROUP - IE 1.25 GROUP II J J
i II
MAPPED SPECTRAL RESPONSE ACCELERATION 12 PROVIDE ONE VERTICAL REINFORCING BAR (SAME SIZE AS ADJACENT WALL) FULL HEIGHT OF THE a mr W
(GROUT 2 U #2 SPACERS AT (GROUT 2
COURSES 48" C TO C COURSES
BELOW) BELOW)
NOTES:
1. GROUT SOLID ALL MASONRY UNITS. SEE THE PROJECT MANUAL
2 ALL REINFORCING BARS ARE HOOKED AT THE ENDS
MARK
SIZE
CONTINUOUS PLATE
BEARING
(BP1)
24"
TYPE
DETAIL
TOP
BOTTOM
SL -1
W1 2x35
#8
3/8 "x11"
BPI
BOT PL EL 109' -0"
B
CONNECTORS, AND ANCHORS
SL -2
W8x21
2. VERIFY THE FOLLOWING:
3/8 "x11'
BPI
BOT PL EL 105' -4'
B
�!_ WIND LOAD IMPORTANCE FACTOR (IW) - 1.15
HORIZONTAL %' MAPPED SPECTRAL RESPONSE ACCELERATION WALL AT CORNERS INTERSECTIONS WALL ENDS BEAM BEARINGS JAMBS AND EACH SIDE OF
REINFORCING CONCRETE MASONRY WIND LOAD EXPOSURE - C
LINTEL UNITS INTERNAL PRESSURE COEFFICIENT (GCPi) - 0.85 SITE CLASS - D CONTROL JOINTS IN ALL INTERIOR AND EXTERIOR WALLS ON FOUNDATIONS UNLESS OTHERWISE NOTED.
COMPONENTS AND CLADDING DESIGN WIND PRESSURE SPECTRAL RESPONSE COEFFICIENTS (S.) - 0.089 W W
VARIES WITH HEIGHT SPECTRAL RESPONSE COEFFICIENTS (Sm) - 0.113 13. SUBMIT SHOP DRAWINGS DETAILING ALL REINFORCING STEEL IN REINFORCED MASONRY CONSTRUCTION
SEISMIC DESIGN CATEGORY B INCLUDING DETAILS OF ALL BENT BARS, VERTICAL REINFORCING AND HORIZONTAL BOND BEAM
#2 SPACERS AT 48" C TO C BASIC STRUCTURAL SYSTEM AND SEISMIC RESISTING REINFORCING. INCLUDE PLANS AND ELEVATIONS AS REQUIRED TO CLEARLY SHOW ALL REINFORCING, W
(BELOW HORIZONTAL REINF) SNOW LOAD DESIGN DATA SYSTEM INCLUDING BOND BEAMS, MASONRY UNTELS, AND ALL VERTICAL BARS. D Q U
SNOW LOAD (Pg) - 20 PSF ORDINARY REINFORCED MASONRY SHEAR WALLS
FLAT ROOF (Pf) - 20 PSF DESIGN BASE SHEAR (V) - 0.028W 0.084 14. ALL HORIZONTAL JOINT REINFORCING SHALL BE CONTINUOUS THROUGH ALL CORNERS AND V
3. FOR TYPE OF CMU AND TYPE OF BOND SEE THE PROJECT MANUAL SNOW EXPOSURE FACTOR (Ce) - 1.0 SEISMIC RESPONSE COEFFICIENT Cs =0.028 T, = 0.071 INTERSECTIONS, EXCEPT AT CONTROL JOINTS. USE PREFORMED CORNER CORNER AND INTERSECTION LL
4. UNTELS SHALL BEAR ON SOLID CMU OR BEAR ON 2 FILLED COURSES, LION SNOW LOAD IMPORTANCE FACTOR (Is) - 1.1 SECTIONS FURNISHED BY JOINT REINFORCING SUPPLIER.
5. MAXIMUM SPANS DO NOT APPLY TO LOAD BEARING WALLS CONCRETE MASONRY LINTEL UNITS THERMAL FACTOR (Ct) - 1.0 RESPONSE MODIFICATION FACTOR R =4
6. BOND PATTERN OF LINTEL TO MATCH ADJACENT WALU_ ROOF SLOPE FACTOR (Cs) - 1.0 ANALYSIS PROCEDURE UTILIZED 15. THE DIVISION 4 CONTRACTOR SHALL INCLUDE IN HIS BID AN ALLOWANCE FOR 10 LINEAL FEET OF
7. BOTTOM OF LINTEL SHAD_ BE SOLID MASONRY (LINTEL BLOCK REQUIRED) SLOPED ROOF SNOW LOAD (Ps) - 20.0 PSF EQUIVALENT LATERAL FORCE PROCEDURE CMU UNTELS FURNISHED AND INSTALLED. THIS ALLOWANCE SHALL BE IDENTIFIED PRIOR TO THE
8. 14" UNTELS MAY BE MADE UP OF TWO PIECES IF 14" BOND BEAM UNITS ARE SPECIAL LINTEL SCHEDULE ADDITIONAL DRIFTED SNOW - VARIES START OF CONSTRUCTION.
NOT AVAILABLE (JOINT TO BE AT CENTERLINE OF WALL) 12
NTS 5 DESIGN DATA 1 MASONRY NOTES
VERTICAL REINF
(CONT THRU
EQ EQ BOND BEAM)
INTERMEDIATE NAILING
SEE 4 -S1.3
L4x31/2x5/16(LLV) = u
GROUT CORE SOLID '���
MAXIMUM CLEAR SPAN: 5' -0" _- REBAR PAN SEE SPECIFICATION I EDGE NAILING
LBR - POSITIONER REINF - - '
_ Y _
A
o CMU
4 x 3 8 LLV SINGLE REINFORCING HORIZONTAL�a _ 1'_ j��� CONCRETE MASONRY "
L 7 x / ( ) REBAR REINFORCING : Y 1 . 5/8 PLYWOOD SHEATHING
MAXIMUM CLEAR SPAN: 8' -0" OP SECOND GROUT POUR POST LONER f BOND BEAM UNITS (ROOF- NAIL ONLY)
LHS 12' CMU 8" f'J
8" BEARING EACH END 10' CMU 6 5/8"
#2 SPACERS AT 48" C TO C NOTE:
NOTES: _ (BELOW HORIZONTAL REINF) GROUT STOP REQUIRED
1. UNTELS SHALL BEAR ON SOLID MASONRY OR ON TWO COURSES FULLY REINFORCING IN - 8' CMU 4 3/4' UNDER BOND BEAM UNITS
GROUTED, UNLESS OTHERWISE NOTED. GROUTED CELL = _
SEE REINFORCED
2. FURNISH AND INSTALL ALL LOOSE LINTELS REQUIRED FOR ALL OPENINGS IN MASONRY PLAN AND - = PANEL CONCRETE MASONRY BOND BEAM UNITS
MASONRY, INCLUDING MECHANICAL AND ELECTRICAL WORK, WHETHER TABLE 'A' BELOW REINF CMU
SPECIFICALLY NOTED ON DRAWINGS OR NOT.
PREFAB WOOD ROOF TRUSS
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3. ALL UNTELS AT EXTERIOR LOCATIONS OR OTHERWISE SUBJECT TO WEATHER OR
CORROSIVE ATMOSPHERE SHALL BE GAILYMANIZE
4. MAXIMUM SPANS DO NOT APPLY TO LOAD BEARING WALLS. = REBAR DOUBLE REINFORCING
CMU WALL POSff10NER
a
- 10 TYPICAL CMU BOND BEAM 6 PLYWOOD ATTACHMENT LAYOUT I
14 STEEL AND MASONRY LINTEL SCHEDULE
3/4" - 1' -0"
NTS -_
TOP FIRST GROUT POUR REBAR
POST LONER
SLOPE BOND BEAM
WITH TOP OF JOIST
AND AS INDICATED
ON PLANS
BOND BEAM _
REINFORCING tz -
TOP OF
TABLE A
WALL
REINF
PROD AND LAP
LENGTH
#4
24"
#5
30'
#6
36"
#7
42"
#8
48.
CONTRACTOR'S OPTION NTS
INTERIOR OR
EXTERIOR CMU I
H v i :.
NOTE:
" VERTICAL WALL I CONTROL JOINT 1. BOND BEAM REINFORCING
JOIST o CMU GROUT CORE 8 PLAN MATERIAL SHALL NOT BE LAPPED
WALL FULL HEIGHT i SEE THE PROJECT
GROUTED CORE WITHIN 8' -0" OF
MANUAL CONTROL JOINT
- -1 _
3 "x3' MINIMUM CUT 2. HORIZONTAL JOINT
MASONRY INSPECTION AND i REINFORCING TO BE
�� CLEANOUT HOLE AT -: REBAR 1 DISCONTINUOUS AT
POSmONER
g
REINFORCING (REQUIRED 1' -6' CONTROL JOINTS
_
FOR GROUT POUR HEIGHTS CONC SLAB INTERIOR
GREATER THAN 5 FEET) = ON GRADE VERY WALL REINF NON -LOAD �.....n
I
CL IN GROUTED CORE BEARING CMU WIRE I 1
__ __.r -.. 1_..._. - - -- - - --
TOP FOUNDATION WALL MESH -- c._.....___,...__.._,� -- - --- - - - - --
VERT WALL REINF I I I I A TYPICAL CORNER 1 1
BOND BEAM REINFORCING
(CONT THRU BOND
DOWELS TO MATCH I i i TO BE CONTINUOUS THRU
REQUIRED INSPECTIONS
FREQUENCY
REFERENCE
1. AS MASONRY CONSTRUCTION BEGINS, VERIFY
COMPLIANCE OF THE FOLLOWING WITH THE
CONSTRUCTION DOCUMENTS AND REVIEWED
SUBMITTALS
A. PROPORTIONS OF SITE PREPARED MORTAR
PERIODIC
ACI 530.1 ARTICLE 2.6A
B. CONSTRUCTION OF MORTAR JOINTS
PERIODIC
ACI 530.1 ARTICLE 3.3B
C. LOCATION OF REINFORCEMENT,
PERIODIC
ACI 530.1 ARTICLE 3.4
CONNECTORS, AND ANCHORS
8
5
2. VERIFY THE FOLLOWING:
A. SIZE AND LOCATION OF STRUCTURAL
PERIODIC
ACI 530.1 ARTICLE 3.3G
ELEMENTS
B. ANCHOR TYPE, SIZE, AND LOCATION,
PERIODIC
ACI 530 SECTIONS
INCLUDING DETAILS OF ANCHORAGE OF
1.15.4; 2.1.2
MASONRY TO STRUCTURAL MEMBERS,
o
FRAMES, OR OTHER CONSTRUCTION
C. REINFORCEMENT SIZE, GRADE, AND TYPE
PERIODIC
ACI 530 SECTION 1.12 ACI
CONFORMS TO SPECIFICATIONS
530.1 ARTICLE 2.4, 3.4 IBC
Z
2108.9.2.11
D. WELDING OF REINFORCEMENT AND
CONTINUOUS
ACI 530 SECTION 2.1.8.6
HEADED STUD ANCHORS
i
Q
E. PROTECTION OF MASONRY DURING COLD
PERIODIC
ACI 530.1 ARTICLE 1.8C
WEATHER (TEMPERATURE BELOW 40'F)
IBC 2104.3
F. PROTECTION OF MASONRY DURING HOT
PERIODIC
ACI 530.1 ARTICLE 1.8D
WEATHER (TEMPERATURE ABOVE 9o•F)
IBC 2104.4
3. PRIOR TO GROUTING, VERIFY THE FOLLOWING:
A. GROUT SPACE IS CLEAN
PERIODIC
ACI 530.1 ARTICLE 3.2D
B. PLACEMENT OF REINFORCEMENT AND
PERIODIC
ACI 530 SECTION 1.12
DEVICES TO HOLD REINFORCEMENT IN
ACI 530.1 ARTICLE 3.4
PLACE DURING GROUTING
C. PROPORTIONS OF SITE - PREPARED GROUT
PERIODIC
ACI 530.1 ARTICLE 2.6B
D. CONSTRUCTION OF MORTAR JOINTS
PERIODIC
ACI 530.1 ARTICLE 3.36
4. VERIFY GROUT PLACEMENT CONFORMS WITH
CONTINUOUS
ACI 530.1 ARTICLE 3.5
CODE AND THE CONSTRUCTION DOCUMENTS
5. OBSERVE PREPARATION OF GROUT SPECIMENS,
CONTINUOUS
ACI 530.1 ARTICLE 1.4
MORTAR SPECIMENS, AND /OR PRISMS
IBC 2105.3; 2105.4;
2105.5
6. COMPLIANCE WITH INSPECTION PROVISIONS OF
PERIODIC
ACI 530.1 ARTICLE 1.5
CONSTRUCTION DOCUMENTS AND CODES AND
APPROVED SUBMITTALS
THE INDIANA BUILDING CODE REQUIRES A SPECIAL INSPECTOR TO OBSERVE THE WORK
ASSIGNED FOR THE CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND THE PROJECT
MANUAL THE SERVICES OF A CERTIFIED SPECIAL INSPECTOR SHALL BE MAINTAINED DURING
CONSTRUCTION ON THE TYPES OF WORK LISTED
KEY PLAN
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3
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BEAM) TYPICAL : AND LAP WITH I i I 1 I CONTROL JOINT
WALL REINFORCING (WRAP THRU NOTES. B TYPICAL INTERSECTION BOD REAK) co 1. SEE MASONRY PANEL SCHEDULE FOR REINFORCING REQUIREMENTS ELEVATION
2. MULTI -WYTHE WALLS MAY REQUIRE REINFORCING IN EACH WYTHE MANDATORY INSPECTION FOR
VERT WALL REINF CMU 7 TYPICAL CMU CONTROL JOINT 2 MASONRY CONSTRUCTION cn
15 SLOPED BOND BEAM
13 TYPICAL REINFORCED CMU WALL IN GROUTED CORE WALL M
NTS
NTS LOW LIFT GROUTING NTS
W
CENTERING CENTERING ~
VERT CUP VERT CUP
C TYPICAL BEAM BEARING CENTERING REINF REINF VERT CUP
REINF
NOTES: _
1. REINFORCING SHOWN IS IN 1
CMU ADDITION TO REINFORCING
WALL SHOWN ON PLANS AND
SPECIAL DETAILS
PANEL
MARK
CMU
THICKNESS
(BACK -UP)
VERTICAL
REINF
HORIZONTAL REINFORCING
REMARKS
DETAIL
TOP BOND BEAM ELEVATIONS
SIZE
■
1
■
5
48
109' -4"
NOTE 1
W
CENTERING CENTERING ~
VERT CUP VERT CUP
C TYPICAL BEAM BEARING CENTERING REINF REINF VERT CUP
REINF
NOTES: _
1. REINFORCING SHOWN IS IN 1
CMU ADDITION TO REINFORCING
WALL SHOWN ON PLANS AND
SPECIAL DETAILS
PANEL
MARK
CMU
THICKNESS
(BACK -UP)
VERTICAL
REINF
HORIZONTAL REINFORCING
REMARKS
DETAIL
TOP BOND BEAM ELEVATIONS
SIZE
SPA
1
8
5
48
109' -4"
NOTE 1
0
2
8
5
48
109' -4 ", SLOPES
NOTE 1
15 -S1.3
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2. REINFORCING TO BE SAME I N I r v
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SIZE AS ADJACENT WALL u HORIZ
REINFORCING INDICATED ON _ ~
PLANS = _ REINF
HORIZ NOTES: V M
VERT WALL REINF 3. TYPICAL DETAILS APPLIES TO
CMU CMU CMU 1. (INSP) = MASONRY INSPECTION REQUIRED (SEE THE PROJECT MANUAL). �' �, C-' C" r
IN GROUTED CORE ALL EXTERIOR WALLS, INTERIOR 2. SEE THE PROJECT MANUAL FOR SIZE AND SPACING OF HORIZONTAL JOINT REINFORCING. o } T
LOAD BEARING WALLS, AND CAGING DEVICE CENTERING CLIP DUAL - CENTERING CLIP
ALL PANEL WALLS m co
D TYPICAL JAMB 3. REINFORCING SCHEDULED HEREIN APPLIES TO THAT PORTION OF THE WALL ABOVE THE m w
FOUNDATION WALL SEE FOUNDATION PLANS FOR FOUNDATION WALL REINFORCING.
NOTE: < w
CAGING DEVICES AND CENTERING CUPS SHALL BE FORMED 4. ALL MASONRY WALLS TO HAVE BOND BEAM AT TOP OF WALL Q =
FROM #9 HARD WIRE, SPOT WELDED AND GALVANIZED C 0
TYPICAL VERTICAL CMU WALL REINFORCING 8 TYPICAL 3 MASONRY WALL PANEL SCHEDULE PROJECT TITLE
AL CMU DETAILS
11 P 206104 & 206097
NTS NTS
D
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Z
o
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M
W
Z
W
J
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Z
Li
II-
2. REINFORCING TO BE SAME I N I r v
�U :F ' Lu O a
SIZE AS ADJACENT WALL u HORIZ
REINFORCING INDICATED ON _ ~
PLANS = _ REINF
HORIZ NOTES: V M
VERT WALL REINF 3. TYPICAL DETAILS APPLIES TO
CMU CMU CMU 1. (INSP) = MASONRY INSPECTION REQUIRED (SEE THE PROJECT MANUAL). �' �, C-' C" r
IN GROUTED CORE ALL EXTERIOR WALLS, INTERIOR 2. SEE THE PROJECT MANUAL FOR SIZE AND SPACING OF HORIZONTAL JOINT REINFORCING. o } T
LOAD BEARING WALLS, AND CAGING DEVICE CENTERING CLIP DUAL - CENTERING CLIP
ALL PANEL WALLS m co
D TYPICAL JAMB 3. REINFORCING SCHEDULED HEREIN APPLIES TO THAT PORTION OF THE WALL ABOVE THE m w
FOUNDATION WALL SEE FOUNDATION PLANS FOR FOUNDATION WALL REINFORCING.
NOTE: < w
CAGING DEVICES AND CENTERING CUPS SHALL BE FORMED 4. ALL MASONRY WALLS TO HAVE BOND BEAM AT TOP OF WALL Q =
FROM #9 HARD WIRE, SPOT WELDED AND GALVANIZED C 0
TYPICAL VERTICAL CMU WALL REINFORCING 8 TYPICAL 3 MASONRY WALL PANEL SCHEDULE PROJECT TITLE
AL CMU DETAILS
11 P 206104 & 206097
NTS NTS