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2x6 CONTINUOUS
1x6 CONTINUOUS 2x6 0 2' -0"
TJI A 4' -0" 7/16' APA RATED WALL SHEATHING
8d NAILS ®4' 16d NAILS 0 12"
4 RATED
STURDI FLOOR
20 BETWEEN Td's
►'�;
I OVA
%I.
4 0
� U
SECTION
scale: 3/4 " =1' -0"
S-21
TRUST ivr %,nvnv
ADA DATIM M vu" ROOF
NEL CUPS
OVER BUILD TRUSS
16d NAIL DRIVEN INTO
TRUSS BELOW
ATHING
`8� TYPICAL SECTION AT OVERBUILD
S -2 3/4._l._o.
DOUBLE UP JOISTS
EACH SIDE OF
OPENING
2X6
FLOOR OPENING
FROM 14" TO 30"
HEADER
DEPTH TO MATCH JOISTS,
SUPPORTED OFF DOUBLE
JOISTS WITH JOIST HANGER
INTERUPTED JOIST SUPPORTED
FROM HEADER WITH JOIST
HANGER
9 TYPICAL FLOOR OPENING
72J 3/4 " =1' -O"
20 0 1' -4"
2 -16d NAILS EACH
TYPICAL NONLOAU BEARING
10 WALL CEILING CONNECTION
SCALE: 3/4" =1' -0"
S-2J
NAILS
AILS 12"
ITiNUOUS
2-
SEE PLAN
122' -8 1/2' FOR 3 dt 3M/
110' -0' FOR 3A r
H5 HURRICANE TiE
AT EACH TRUSS
2 -26 TOP PLATE
2x6 0 2'
3A
S-2
313
S -2
ROOF SHEATHING
u
1/2' PLYWOOD
10d NAILS
0 4" AT EACH
TRUSS
0
1
7/16" APA RATED WALL
SHEATHING
3 TYPICAL ROOF TRUSS
S-21 scale: 3/4 " =1' -0"
4 ROOF FRAMING
scale: 3/4 " =1' -0'
S-21
PLYWOOD SPACER
AS REQUIRED
"X" BRIDGING AT
END OF JOIST
AT BEAMS
5 SECTION
S-2 J 3/4 " =1' -0"
16d NAILS 0 12
2x6 CONTINUOUS
1x6 CONTINUOUS
3/4- APA RATED
STURDI FLOOR
a
WW
6 SECTION
S-2 scale: 3/4 " =1' -0"
2 BY LUMBER TRIMMED TO MATCH STEEL BEAMS
FLANGE WIDTH, WITH 1/2" DIAMETER BOLTS
0 24" STAGGERED
FORMED JOIST HANGER
- 2x6 0 2' -0"
7/16" APA RATED WALL SHEATHING
Ti BLOCKING, ATTACH TO
TOP PLATE WITH 10d NAILS 0 6'
- TJ1 CONTiNOUS WITH
2' WIDE FLANGE MAX.
IOD NAILS 0 6'
-2 -2x6 CONTINUOUS
- 2x6 0 1' -4"
LEGEND
LOAD BEARING WOOD WALL ON PLAN
1
�• r 4 ••
® SAWN LUMBER OR OPENING
C`.....::'..,:`..�.' LIGHT WEIGHT CONCRETE
OR GROUT
INSULATION
EXPANSION JOINT MATERIAL
OR WOOD PANELING
TOP OF DRILLED PIER OR
TOP OF WOOD BEAM ABOVE NOMINAL FIRST FLOOR
14' -8" TOP OF SLAB OR BRICK LEDGE ELEVATION
2 INDICATES A REFERENCED PLAN NOTE
INDICATES DIRECTION CUT
1 INDICATES SECTION NUMBER
S3.1 INDICATES SHEET NUMBER WHERE SHOWN
3/4" BA
1
S7
INDICATES SHEAR WALL
ZE
LEVELING PLATE
V 6000 PSI GROUT
•3/4 "0 X 13" LONG
CHOR BOLTS
TYPICAL COLUMN BASE PLATE
scale: 1- 1/2' =1' -0"
GREGATE OR
ILL CONCRETE
iEDIUM DENSE
SILTY SAND
NOTE:
PROVIDE CASING AND
DEWATERING AS REQUIRED
'TYPICAL DRILLED PIER
S-2 sc
MASONRY NOTES:
1. ALL MASONRY SHALL HAVE 28 DAY COMPRESSIVE STRENGTHS EQUAL TO 1900 PSI.
2. ALL REINFORCING STEEL ( #3 BAR AND LARGER) SHALL BE ASTM A -615 GRADE 60.
SPLICE LENGTH SHALL EQUAL 40 BAR DIAMETERS. ALL HORIZONTAL JOINT
REINFORCEMENT SHALL BE COLD -DRAWN WIRE COMPLYING WITH ASTM A -82 AND
GALVANIZED.
3. ALL MORTAR SHALL BE TYPE S. CHLORIDE ADMIXTURES WILL NOT BE PERMITTED.
4. ALL GROUT SHALL HAVE 28 DAY COMPRESSIVE STRENGTHS EQUAL TO 3000 PSI AND
A SLUMP OF 9 INCHES.
5. ALL MASONRY BLOCK SHALL BE PLACED IN A RUNNING BOND PATTERN.
6. ALL VERTICAL REINFORCEMENT MALL BE IN GROUTED CELLS. ALL BOND BEAMS
SHALL BE FILLED WITH GROUT.
7. ALL VERTICAL REINFORCEMENT SHALL BE IN CENTER OF GROUTED CELL AND HELD IN PLACE
WITH WIRE POSITiONERS. PROVIDE CLEAN OUTS FOR GROUT POURS OVER 5 FEET HIGH,
UNLESS NOTED OTHERWISE.
8. ALL HORIZONTAL REINFORCEMENT IN BOND BEAMS SHALL BE CONTINUOUS AT CORNERS.
9. PROVIDE #9 WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCEMENT AT 16 INCHES
VERTICALLY IN ALL MASONRY BLOCK WALLS.
10. PROVIDE 8" MINIMUM BEARING AT THE ENDS OF ALL LINTELS AND BEAMS
SUPPORTED ON MASONRY.
11. PROVIDE GROUT IN MASONRY BLOCK BELOW ALL JOISTS, BEAMS AND LINTELS. GROUT TWO
COURSES BELOW BEARING MEMBER VERTICALLY AND LENGTH OF BEARING MEMBER PLUS
1' -0" ON EACH SIDE HORIZONTALLY.
12. PROVIDE CONTROL JOINTS IN MASONRY AT 40' -0" MAX. UNLESS NOTED OTHERWISE.
USE PREFORMED PVC CONTROL JOINT COMPOUND EQUAL TO D A2002 BY OUR -O -WALL
IN MASONRY BLOCK. PROVIDE STANDARD SASHBLOCK TO ACCEPT CONTROL JOINT MATERIAL.
13. PROVIDE 1 -#5 VERTICAL IN FIRST CELL AT JAMBS, AT END OF WALLS, AND AT
CORNERS. EXTEND REINFORCEMENT 3' -0" BEYOND HEAD AND SILL.
14, PROVIDE TEMPORARY BRACING UNTiL WALL IS INTEGRAL WITH STRUCTURE.
15. PROVIDE THE FOLLOWING LINTELS FOR ALL OPENINGS IN BRICK AND BLOCK UNLESS
NOTED OTHERWISE:
MASONRY BLOCK: GROUTED BOND BEAM WITH 2 - #5 BOTTOM FOR SPANS UP TO 4' -4"
PRECAST CONCRETE: MULTIPLES OF 4" WIDE, 8" DEEP WITH 1 - #5 TOP AND BOTTOM
FOR SPANS UP TO 4' -4 ". TEXTURE TO MATCH ADJACENT MASONRY AND SCORED.
CONCRETE TO HAVE COMPRESSIVE STRENGTH OF 3000 PSi.
SINGLE ANGLE PER 4" MASONRY UNIT: PAINTED STEEL USING THE FOLLOWING SCHEDULE:
OPENING ANGLE
TO 3' -4" L3x3x 5/16
3' -4" TO 5-8" L5x3x 5/16 ( LL VI
5' -8" TO 7' -0" L6x3 1/2 x 3/8 (LLV)
WIDE FLANGE: W8x24 WITH 5/16" BOTTOM PLATE WELDED TO W8 AND PAINTED, FOR
SPANS UP TO 10' -4 ". WIDTH OF BOTTOM PLATE TO EQUAL WALL THICKNESS MINUS
1
1/2-.
STRUCTURAL STEEL NOTES:
1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
WIDE FLANGE SHAPES ASTM A572 GRADE 50
TUBES ASTM A500, (MADE B
PLATES, CHANNELS AND REMAINING SHAPES ASTM A36
2. ALL STEEL SHALL BE DETAILED FABRICATED AND ERECTED IN ACCORDANCE WITH RISC
ALLOWABLE STRESS DESIGN NINTH EDITION.
3. ALL BOLTED CONNECTIONS SHALL BE MADE WITH 3/4" A325 BOLTS. ALL BOLTED
CONNECTIONS SHALL BE DESIGNED AS BEARING -TYPE WITH THREADS INCLUDED IN
SHEAR PLANE.
4. ALL SHOP AND FIELD WELDS SHALL BE MADE WITH E70 ELECTRODES.
5. ALL STEEL SHALL BE PAINTED.
6. ANCHOR BOLTS SHALL BE A307.
7. GROUT SHALL BE SONOGROUT IOK BY SONNEBORN OR EQUAL.
TYPICAL HEADER SCHEDULE
COLUMN
LOAD BEARING WALLS
ANCHOR BOLTS
WALL SIZE
OPENING SIZE
HEADER
JAMB
6 "k 8" STUD
LESS THAN 3' -9"
TS8x8x 1/4
3 -2X6 OR 4 -2X6
2 -2X6
6 "dc 8" STUD
3' -9" TO 5' -0"
3 -2X8 OR 4 -2X8
2 -2X6
6 "& 8" STUD
5' -O" TO 8' -0"
N -7;
( v
3 -2X12 OR 4 -2X12
3 -2X6
6 "dt 8" STUD
8' -0" TO 12' -0"
5.25X11.25 PARALLAM
4 -2X6
4' STUD
1' -4" TO 3' -8'
2 -2X8
2 -2X4
4" STUD
3' -8" TO 6' -0"
U
2 -2X12
3 -274
4' STUD
6' -0" TO 10' -0"
3 1/2"01 1/4' PARALLAM
3 -20
NON -LOAD BEARING WALLS
OPENING SIZE
HEADER
JAMB
LESS THAN 3' -9"
2 -2X6
2 -2X4
3' -9" TO 8' -0"
2 -2X8
2 -2X4
8' -0" TO 12' -0"
2 -2X12
2 -2X4
NOTE: 1. PROVIDE 1/2' PLYWOOD SPACERS IN HEADERS WHERE REQUIRED.
2. FOR 2X8 WALL USE 5 1 /4 "X11 1/4- PARALLAM dt 2X12
BASE PLATE SCHEDULE
COLUMN
BASE PLATE
ANCHOR BOLTS
TS5x5x 3/16
3/4 "x13 "x1' -1"
4 -3/4" 0 x12"
TS6x6x 1/4
3/4 . x14"x1'-2"
4 -3 4 0 x12"
TS8x8x 1/4
3 4 "x16 "x1' -4"
4-3/4" 0_x12*
GENERAL NOTES:
1. THE STRUCTURAL DRAWINGS INDICATE THE GENERAL SCOPE OF THE PROJECT IN TERMS OF STRUCTURAL
DESIGN CONCEPT, THE DIMENSIONS OF THE BUILDING, AND MAJOR STRUCTURAL ELEMENTS.
AS SCOPE DOCUMENTS, THE DRAWINGS DO NOT NECESSARILY INDICATE OR DESCRIBE IN DETAIL
ALL WORK REQUIRED FOR FULL PERFORMANCE AND COMPLETION OF THE STRUCTURAL REQUIREMENTS.
BASED ON THE GENERAL SCOPE INDICATED AND DESCRIBED, THE CONTRACTORS SHALL
FURNISH ALL ITEMS REQUIRED FOR THE PROPER EXECUTION AND COMPLETION OF THE PROJECT.
2. WALSH ENGINEERING SERVICES, P.C. REVIEW OF SHOP DRAWINGS IS FOR CONFORMANCE WITH CONTRACT
DOCUMENTS ONLY. WALSH ENGINEERING SERVICES, P.C. IS NOT RESPONSIBLE FOR QUANTITIES,
DIMENSIONS, EXISTING CONDITIONS, ETC.
3. THE PURPOSE OF WALSH ENGINEERING SERVICES, P.C. SITE VISITATIONS IS TO BECOME FAMILIAR WITH
THE PROGRESS, QUALITY OF CONSTRUCTION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS.
THE SITE VISITATIONS BY WALSH ENGINEERING SERVICES, P.C. DOES NOT INCLUDE INSPECTIONS
OR CONSTRUCTION MANAGEMENT AND PROVIDES NO GUARANTEE OF THE WORK OR MATERIALS.
4. BUILDING CODES:
INTERNATIONAL BUILDING CODE, 2000 WITH INDIANA AMENDMENTS
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, ASD 9TH EDITION
AMERICAN CONCRETE INSTITUTE, 318 -89
5. DESIGN LOADS:
ROOF DEAD LOAD 25 PSF
FLOOR DEAD LOAD 50 PSF
FLOOR LIVE LOAD 100 PSF CORRIDORS
50 PSF OFFICES + 20 PSF FOR PARTITIONS
ROOF LIVE LOAD 20 PSF
WIND LOAD BASK WIND SPEED =90 MPH, EXPOSURE B
SEISMIC LOAD ZONE 1, OCCUPANCY 1V
MECHANICAL UNITS CONSULT WITH MECHANICAL CONTRACTOR
6. SECTIONS INDICATED AS TYPICAL MAY NOT BE INDICATED ON PLAN MEETS. IT IS
THE CONTRACTORS RESPONSIBILITY TO USE TYPICAL SECTIONS WHERE REQUIRED.
7. GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING TEMPORARY BRACING AND /OR SHORING
UNTIL THE PERMANENT BRACING IS IN PLACE.
8. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH ALL
DISCIPLINES TO AVOID CONFLICTS. SEE MECHANICAL, ELECTRICAL AND PLUMBING
DRAWINGS FOR ADDITIONAL INFORMATION REGARDING SIZE AND QUANTITY OF
OPENINGS, SLAB REQUIREMENTS AND LINTELS.
9. IF A CONFLICT EXISTS BETWEEN CONTRACT DOCUMENTS, THE MORE STRINGENT CONDITION
IS TO BE USED, UNLESS NOTED OTHERWISE.
10. VERIFY ALL EXISTING CONDITIONS PRIOR TO ANY CONSTRUCTION OR FABRICATION. IF CONDITIONS ARE
DIFFERENT THAN SHOWN, NOTIFY ENGINEER /ARCHITECT IMMEDIATELY FOR MODIFICATIONS.
FOUNDATION NOTES:
1. AN ASSUMED ALLOWABLE SOIL BEARING FORCE OF 31 KIPS, TO BE VERIFIED BY CONTRACTOR.
2. FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATURAL SOIL (NOT PREVIOUS FILL
MATERIAL) OR ENGINEERED FILL.
3. ENGINEERED FILL SHALL BE FREE OF ORGANIC MATERIAL, ROCKS LARGER THAN 2
INCHES, AND CLAY SHALL NOT HAVE A PI GREATER THAN 15. FILL SHALL BE COMPACTED TO A
MAXIMUM DRY DENSITY OF 957. OF THE MODIFIED PROCTOR PER ASTM- 01557,
AND PLACED IN 8 INCH LIFTS.
4. GRANULAR MATERIAL IS SOIL WITH A ROUNDED SHAPE, FREE OF ORGANIC AND
CLAY MATERIAL WITH MAXIMUM SIZE AGGREGATE TO BE 3/8 ".
5. SEE SOIL REPORT FOR ADDITIONAL FILL REQUIREMENTS.
6. CONTRACTOR IS TO RETAIN A SOILS ENGINEER TO VERIFY BEARING CAPACITY
7, BRACE WALLS DURING PLACEMENT OF BACKFILL.
WOOD NOTES:
1. ALL SAWN LUMBER, EXCEPT FOR NON -LOAD BEARING WALLS, SHALL BE NO. 2 SOUTHERN PINE
WITH MC= 193'., WITH OUT CHECKS AND SPLITS. NON -LOAD BEARING WALLS CAN BE NO. 2 SPF.
2. ALL ENGINEERED LUMBER, (TJ AND PARALLAM), SHALL BE BY TRUS JOIST MACMILLAN
OR EQUAL, AND INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS.
3. ALL STEEL CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE SIMPSON
STRONG -TiE CONNECTORS (0185 GALVANIZED MINIMUM) OR EQUAL
ALL STEEL CONNECTORS NOT IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE SIMPSON
STRONG -TiE CONNECTORS (G90 GALVANIZED MINIMUM) OR EQUAL.
4. PROVIDE TEMPORARY BRACING UNTiL THE PERMANENT BRACING IS IN PLACE.
5. ALL CONNECTOR PLATES FOR WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE
WITH TRUSS PLATE INSTITUTE SPECIFICATIONS.
6. ALL ROOF AND WALL SHEATHING SHALL BE EXPOSURE 1, C -D STRU II APA RATED, WITH PANEL CUPS.
7. ALL SOLE PLATES SUPPORTED ON THE FOUNDATION WALL AND CONCRETE SLAB SHALL BE
PRESSURE TREATED AS RECOMMENDED BY THE AMERICAN WOOD PRESERVERS INSTITUTE.
8. DESIGN OF WOOD TRUSSES AND THEIR CONNECTIONS SHALL BE PERFORMED BY A LICENSED
ENGINEER IN THE STATE WHERE THE BUILDING IS TO BE BUILT.
9. ALL WOOD TRUSSES SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE
TRUSS PLATE INSTITUTE, UNIFORM BUILDING CODE AND OSHA.
10. NAILS, SCREWS, AND LAG BOLTS ARE TO HAVE A MINIMUM YIELD STRENGTH AS SPECIFIED
IN TABLES 12.3, 9.3, 8.2 AND 11.3 OF THE NATIONAL DESIGN SPECIFICATION
FOR WOOD CONSTRUCTION.
11. ALL INTERIOR NON -LOAD BEARING STUDS SHALL BE 2X4 0 1' -40
.
12. ALL LOAD BEARING WALL CORNERS SHALL HAVE TRIPLE STUDS.
13. ALL NON -LOAD BEARING WALL CORNERS SHALL HAVE DOUBLE STUDS.
14. ALL SAWN LUMBER JOISTS SHALL HAVE SOLID BLOCKING OR CROSS BRIDGING AT 8' -0 ".
15. THE FOLLOWING NAILING SCHEDULE SHALL BE USED UNLESS NOTED OTHERWISE:
CONNECTION NAILING
BRIDGING TO JOIST OR TRUSS 2 -10d
TOP PLATE TO STUD 2 -16d
STUD TO SOLE PLATE 2 -16d END NAIL
OR 4-8d TOE NAIL
DOUBLE STUDS 10d AT 12"
DOUBLED TOP PLATES 10d AT 8"
BUILT UP COLUMNS 1 O AT 12"
CONTINUOUS HEADER, TWO OR 10d AT i6" ALONG EACH EDGE
MORE PIECES
ROOF SHEATHING 10d AT 6" ALONG EDGES AND
12" ALONG INTERMEDIATE SUPPORTS
FLOOR SHEATHING 8 GAGE SCREW AT 6" ALONG EDGES AND
12" ALONG INTERMEDIATE SUPPORTS
WALL SHEATHING 8d AT 6" ALONG EDGES AND
12" ALONG INTERMEDIATE SUPPORTS
GYP BOARD 6d AT 12 ALONG EDGES AND
ALONG INTERMEDIATE SUPPORTS
JOIST TO BEARING PLATE 2 -10d TOE NAILS, EACH SIDE
16. ALL PROTRUDING NAILS SHALL BE CLINCHED.
17. ALL FLOOR SHEATHING SHALL BE GLUED AND NAILED.
18. GLUE SHALL BE EM'S 5230 ELASTOMERIC ADHESIVE OR EQUAL.
19. ALL SHEAR WALLS SHALL BE BLOCKED.
20. IF PANELIZED WALL CONSTRUCTION IS USED, ALL WALL PANELS AND THEIR
ATTACHMENT TO THE FOUNDATION SHALL BE DESIGNED BY A UCENSED ENGINEER
IN THE STATE OF INDIANA.
THE IWMATION OMTARED HEREIN IS THE EXCLUW PROPERTY OF WN_% ENGrWMG SERVICES, P.c.,
At0 IS THEREBY PROTECTED UNDER COPYMT LAK THE ORIN& WAS REPRMITEU HERERI BY THIS
rfaR m" SHALL NOT BE un ALTERED aR RFPROmn N IVY mmM wTHOUT THE MESSED
MtIT1EN CONSENT OF rALSH ENCMiTAe1G SERVICES. P.C.
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8800913 _
��• STATE (F
�NDIANP •'����
SSION
Phaw Date
� �rT
D 04/04/05
Project No. Drawn by:
05024 KHA
NOTES AND
DETAILS