HomeMy WebLinkAbout0935.00iBEARING WALL FRAMING SCHEDULE
MARK
STUD
SPACING
SPECIES
"A"
2x4
16" O.C.
SPF, STUD GRADE OR BETTER
"B"
2x4
12" O.C.
SPF, STUD GRADE OR BETTER
"C"
2x4
12" O.C.
SPF, #1/#2 GRADE OR BETTER
"D"
DBL. 2x4
16" O.C.
SPF, STUD GRADE OR BETTER
"E"
DBL. 2x4
12" O.C.
SPF, STUD GRADE OR BETTER
"F"
TRPL. 2x4
16" O.C.
SPF, STUD GRADE OR BETTER
"G"
2x6
16" O.C.
SPF, STUD GRADE OR BETTER
DOOR /WINDOW HEADER SCHEDULE
MARK
MATERIALS
H1
(2) 2x10 WITH 1/2" PLYWOOD (SP NO. 1 OR NO. 2)
H2
(2) 2x12 WITH 1/2" PLYWOOD (SP NO. 1 OR NO. 2)
H3
3-1/2"x9 -1/4" PSL OR LVL LUMBER (2.OE)
H4
3 -1/2 "x11 -1/4" PSL OR LVL LUMBER (2.OE)
H5
3- 1/2 "x14" PSL OR LVL LUMBER (2.OE)
F6.0
6' -0" x 6' -0" x 16"
SPREAD FOOTING SCHEDULE
MARK
FTG. SIZE
REINFORCEMENT
F3.0
3' -0" x 3' -0" x 12"
(3) #5 E.W.
F4.0
4' -0" x 4' -0" x 12"
(4) #5 E.W.
F5.0
5-0" x 5' -0" x 12"
(6) #5 E.W.
F6.0
6' -0" x 6' -0" x 16"
(7) #5 E.W.
(4) 3/4 "0 A307
BRICK LINTEL SCHEDULE
MARK
CLEAR OPENING
STEEL ANGLE
BL1
UP TO 5-0"
L 3 1/2 x 3 1/2 x 5/16
BL2
5-1" TO 7-0"
L 5 x 3 1/2 x 5/16 (LLV)
BL3
7' -1" TO 10'-0"
L 6 x 3 1/2 x 3/8 (LLV)
TS5
TS5x5x 1 /4
3/4 "x 11 "x 11
(4) 3/4 "0 A307
COLUMN SCHEDULE
MARK
SIZE
BASEPLATE
ANCHOR BOLTS
TS3
TS3x3x5/16
3/4 "x9 "x9"
(4) 3/4 "0 A307
TS4
TS4x4x 1 /4
3/4 "x 10 "x 10"
(4) 3/4 "0 A307
TS5
TS5x5x 1 /4
3/4 "x 11 "x 11
(4) 3/4 "0 A307
CONCRETE PIER SCHEDULE
MARK
PLAN DIMENSIONS
REINFORCEMENT
P12
12" x 12"
(4) #6 VERT., #3 TIES
WF24
2' -0 "x30"
(2) #5 CONT.
TRENCH FOOTING SCHEDULE
MARK
FTG. WIDTH THK.
REINFORCEMENT
WF16
1' -4 "x30"
(2) #5 CONT.
WF24
2' -0 "x30"
(2) #5 CONT.
STRUCTURAL GENERAL NOTES;
1. GENERAL CONDITIONS:
A. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY
WITH ALL APPUCABLE CODES, ORDINANCES, RULES,
REGULATIONS,STANDARDS AND SAFETY PRECAUTIONS. THE
CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND
SHALL. BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION
MEANS, METHODS, PROCEDURES AND SEQUENCE.
B. THE CONTRACTOR SHALL VERIFY ALL EXISTING
CONDITIONS AS MAY BE SHOWN OR REFERENCED IN THE
DRAWINGS AND SPECIFICATIONS AND BEFORE PROCEEDING
WITH THE WORK SHALL REPORT TO THE ENGINEER ANY
VARIATIONS RELATIVE TO EXISTING CONDITIONS THAT
MAY MATERIALLY AFFECT THE WORK.
C. THE STRUCTURE HAS BEEN DESIGNED FOR IN- SERVICE
LOADS ONLY AND THE STRUCTURAL DRAWINGS AND
SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.
LOADING APPLIED TO THE STRUCTURE DURING THE
PROCESS OF CONSTRUCTION SHALL NOT EXCEED THE SAFE
LOAD- CARRYING CAPACITY OF THE STRUCTURAL MEMBERS
AND SHALL NOT BE APPLIED UNTIL STRUCTURAL
COMPONENTS ARE PROPERLY CONNECTED TOGETHER AND
UNTIL ALL TEMPORARY BRACING IS IN PLACE.
D. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING
AND BRACING REQUIRED TO ERECT AND HOLD THE
STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL
WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE
INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND
INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORTS, ETC. IS THE SOLE RESPONSIBIUTY OF THE
CONTRACTOR.
E. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND
RELATED PROTECTION AS NECESSARY TO PREVENT DAMAGE
TO EXISTING MATERIALS, SURFACES, AND SYSTEMS THAT
ARE TO REMAIN.
F. THE STRUCTURAL DRAWINGS SHALL BE USED IN
CONJUNCTION WITH THE DRAWINGS OF ALL OTHER
DISCIPUNES AND THE SPECIFICATIONS. THE
CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER
TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS,
ANCHORS, HOLES AND OTHER ITEMS TO BE PLACED OR SET
IN THE STRUCTURAL WORK AND SHALL COORDINATE SAME.
G. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF
CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY
THE ENGINEER. REFER TO THE PROJECT SPECIFICATIONS
FOR DETAILED MATERIAL AND INSTALLATION
REQUIREMENTS.
2. SHOP DRAWINGS AND SUBMITTALS:
A. SHOP DRAWINGS AND RELATED ITEMS SHALL BE SUBMITTED
TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL
CONTRACTOR BEFORE SUBMITTAL.
8. THE ENGINEER'S REVIEW IS TO BE FOR CONFORMANCE
WCTH THE DESIGN CONCEPT AND GENERAL COMPLIANCE
WITH THE RELEVANT CONTRACT DOCUMENTS.
C. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE
CONTRACTOR OF SOLE RESPONSIBILITY TO REVIEW, CHECK
AND COORDINATE THE SHOP DRAWINGS PRIOR TO
SUBMISSION. THE CONTRACTOR REMAINS SOLELY
RESPONSIBLE FOR ERRORS AND OMMISStONS ASSOCIATED
WITH THE PREPARATION OF SHOP DRAWINGS AS THEY
PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS,
MATERIAL QUALITY, QUANTITY, ETC.
D. SUBMIT SHOP DRAWINGS IN THE FORM OF TWO BLUELINE
PRINTS AND ONE REPRODUCIBLE.
3. CODE SPECIFICATION REFERENCES:
UBC UNIFORM BUILDING CODE
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
AWS AMERICAN WELDING SOCIETY
CRSI CONCRETE REINFORCING STEEL INSTITUTE
PCA PORTLAND CEMENT ASSOCIATION
4. BUILDING CODE: 1997 UBC WITH 1998 INDIANA AMENDMENTS
5. DESIGN LOADS:
DEAD LOADS
FLOOR UVE LOAD:
FLOOR UVE LOAD:
FLOOR LIVE LOAD:
CORRIDOR LIVE LOAD:
ROOF SNOW LOAD:
WIND LOAD:
SEISMIC LOAD:
10. MINIMUM COVER FOR STEEL REINFORCEMENT:
FOOTINGS 3 INCHES
PIERS 2 INCHES
SLAB -ON -GRADE MID -DEPTH OF SLAB
MATERIAL WEIGHTS
40 PSF (DWELLING UNITS)
60 PSF (EXTERIOR BALCONIES))
125 PSF (STORAGE MECH. ROOMS)
100 PSF
20 PSF DRIFTING
75 MPH, EXPOSURE B
ZONE 1, OCCUPANCY i{I
GEOTECHNICAL NOTES;
1. PRIOR TO BEGINNING EARTHWORK, REVIEW THE SUBSURFACE
INVESTIGATION AND FOUNDATION RECOMMENDATIONS PREPARED
BY ALT WITZIG, INC., A&W PROJECT NO. S0119- S -IN29,
DATED FEBRUARY 28, 2000.
2. ALLOWABLE SOIL BEARING PRESSURES:
A. BUILDINGS #14 THROUGH #23:
SPREAD COLUMN FOOTINGS 1,500 PSF
CONTINUOUS WALL FOOTINGS 1,500 PSF
B. ALL OTHER BUILDINGS
SPREAD COLUMN FOOTINGS 3,000 PSF
CONTINUOUS WALL FOOTINGS 2,400 PSF
3. PLACE ALL FOUNDATIONS AND GRANULAR FILL FOR SLABS -ON-
GRADE ON FIRM UNDISTURBED SOIL OR ENGINEERED FILL IN
ACCORDANCE WITH THE SOILS REPORT.
4. RETAIN THE SERVICES OF THE SOILS ENGINEER TO MONITOR
EXCAVATION AND BACKFILLING OPERATIONS AND TO TEST
BEARING CONDITIONS PRIOR TO PLACEMENT OF CONCRETE.
5. FURNISH TO THE ENGINEER A REPORT, CERTIFIED BY THE
SOILS ENGINEER, VERFIFYING THAT ALL FOUNDATIONS WERE
PLACED ON MATERIAL CAPABLE OF SUSTAINING THE DESIGN
BEARING PRESSURE.
CAST -IN -PLACE CONCRETE NOTES;
1. CONCRETE 28 DAY COMPRESSIVE STRENGTH AND AIR
ENTRAINMENT REQUIREMENTS:
A. WALL FOOTINGS, SPREAD FOOTINGS, ALL CONCRETE BELOW
FROST LINE NORMAL WEIGHT, 3,000 PSI, 2% AIR.
B. EXTERIOR SLABS, PIERS, ALL CONCRETE EXPOSED TO
FREEZE/THAW CONDITIONS NORMAL WEIGHT, 4,000 PSI,
6% AIR.
C. INTERIOR SLABS ON GRADE NORMAL WEIGHT, 4,000 PSI,
2% AIR.
D. INTERIOR SUPPORTED SLABS STRUCTURAL LIGHT WEIGHT,
4,000 PSI, 2% AIR.
2. STEEL REINFORCEMENT:
A. DEFORMED BARS: ASTM A -615, Fy =60000 PSI
B. WELDED WIRE FABRIC: ASTM A -185, Fy =65000 PSI
C. ALL REINFORCING STEEL SHALL BE DETAILED IN
IN ACCORDANCE WITH ACI 315 AND SHALL BE SHOP
FABRICATED.
3. KEEP THE ARCHITECT INFORMED OF CONCRETE PLACEMENT
SCHEDULES SO THAT ARCHITECT CAN INSPECT REINFORCEMENT
INSTALLATION PRIOR TO CONCRETE POURS, IF ARCHITECT SO
CHOOSES.
4. FURNISH AND RETAIN THE SERVICES OF A QUALIFIED TESTING
LABORATORY AND PROVIDE FOUR TEST CYLINDERS FOR EACH 50
CUBIC YARDS OF CONCRETE POURED EACH DAY.
5. TEST ONE CYUNDER AT 7 DAYS, TWO AT 28 DAYS, AND RETAIN
ONE AS A SPARE. FURNISH TO THE ARCHITECT A REPORT OF
TEST RESULTS, CERTIFIED BY THE TESTING LABORATORY.
6. UNLESS NOTED OTHERWISE, CHAMFER EDGES OF ALL EXPOSED
CONCRETE 3/4
7. SAW SLAB CONTROL JOINTS WITH SOFT CUT SAW AS SOON AS
CONCRETE WILL SUPPORT FOOT TRAFFIC AND CUTTING MACHINE.
8. ALL STEEL REINFORCING FOR FLOOR SLABS SHALL BE
SUPPORTED AT MID DEPTH OF THE SLAB UNLESS NOTED
OTHERWISE.
9. SUPPORTS SHALL CONSIST OF CONCRETE BRICKS OR STEEL
CHAIRS WITH SAND FEET FOR SLABS -ON -GRADE AND STEEL
CHAIRS FOR ELEVATED SLABS.
STRUCTURAL STEEL NOTES;
1. ALL STEEL WORK SHALL COMPLY WITH ALL APPLICABLE PROVISIONS OF
THE FOLLOWING STANDARDS:
AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,
ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325
OR A490 BOLTS
AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES, 1992
SDI SPECIFICATIONS AND COMMENTARIES FOR STEEL DECKS AND
CODE OF RECOMMENDED PRACTICE FOR COMPOSITE DECK, FORM
DECK, AND ROOF DECK CONSTRUCTION, 1992
AWS D1.1 STRUCTURAL WELDING CODE
2. STRUCTURAL STEEL GENERAL REQUIREMENTS:
WIDE FLANGE SHAPES ASTM A572 (FY =50 KSI)
ANGLES, CHANNELS, PLATES ASTM A36 (FY =36 KSI)
STRUCTURAL TUBES ASTM A500 (FY =46 KSI)
3. ALL BOLTED CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER A325
BOLTS, UNLESS NOTED OTHERWISE.
4. ALL SHOP AND FIELD WELDS SHALL BE MADE WITH E70 ELECTRODES.
5. PROVIDE AND INSTALL ALL DECK IN A MINIMUM OF 3 -SPAN LENGTHS
WHERE POSSIBLE.
6. PROVIDE AND INSTALL 3" X 3" X 1/4" ANGLE DECK SUPPORT AT ALL
COLUMNS, OPENINGS, AND OTHER UNSUPPORTED EDGES OF DECK, UNLESS
NOTED OTHERWISE.
7. CONNECTIONS NOT SHOWN SHALL BE DESIGNED BY THE STEEL
FABRICATOR IN ACCORDANCE WITH THE AISC "MANUAL OF STEEL
CONSTRUCTION" AND SHALL BE DESIGNED FOR ONE -HALF THE BEAM'S
TOTAL UNIFORM LOAD CAPACITY OR THE END REACTION SHOWN ON THE
PLANS, WHICHEVER IS GREATER.
WOOD NOTES;
1. ALL WOOD FRAMING, CONNECTIONS, AND ERECTION SHALL
CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION.
A. 2X STUDS FOR BEARING WALL FRAMING SHALL BE AS SHOWN
THE WALL FRAMING SCHEDULE.
8. ALL OTHER WOOD FRAMING SHALL BE SOUTHERN PINE, NO.
2 GRADE OR BETTER.
C. EXTERIOR WALL SHEATHING SHALL BE 7/16" APA RATED
SHEATHING, 32/16, EXPOSURE 1, WITH 10D NAILS AT 4"
0.C. AT ALL EDGES AND 12" O.C. AT INTERMEDIATE
SUPPORTS OR STRUCTURAL GRADE THERMO -PLY (OR EQUAL)
WITH NO. 16 GAUGE STAPLES (1" CROWN, 1-1/4" LEGS)
AT 3" O.C. AT ALL EDGES AND 6" O.C. AT INTERMEDIATE
SUPPORTS
D. ROOF DECK SHALL BE 7/16" APA RATED SHEATHING,
32/16, EXPOSURE 1, WITH 10D NAILS AT 6" 0.C. AT
EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. USE
PANEL CUPS BETWEEN PANELS.
E. SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL
BE TREATED NO. 2 SOUTHERN PINE.
F. NAILERS ON STEEL BEAM TOP FLANGES SHALL BE NO. 2
SOUTHERN PINE.
2. ALL MANUFACTURED CONNECTORS SHALL BE SIMPSON STRONG -TIE
OR EQUAL.
3. ALL WOOD TRUSSES SHALL BE DESIGNED AND SUPPUED BY THE
TRUSS MANUFACTURER. TRUSS DESIGN SHALL BE IN ACCORDANCE
WITH THE APPUCABLE PROVISIONS OF THE LATEST EDMON OF "THE
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" AND "THE
DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES"
OF THE TRUSS PLATE INSTITUTE.
A. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:
TOP CHORD DEAD
TOP CHORD LIVE
BOTTOM CHORD DEAD
BOTTOM CHORD LIVE
B. FLOOR TRUSSES SHALL
TOP CHORD DEAD
TOP CHORD LIVE
BOTTOM CHORD DEAD
10 PSF
20 PSF SNOW DRIFTING
10 PSF
10 PSF
IN
BE DESIGNED FOR 'HE FOLLOWING LOADS:
17 PSF
(SEE GENERAL NOTE 4, DESIGN LOADS)
10 PSF
C. PRIOR TO FABRICATION, TRUSS MANUFACTURER SHALL
PROVIDE SHOP DRAWINGS SHOWING TRUSS ERECTION PLAN,
TRUSS CONFIGURATIONS, MEMBER SIZES, TYPE AND GRADE
OF LUMBER, ANC BRACING REQUIREMENTS.
D. TRUSS MANUFACTURER SHALL VERIFY ALL DIMENSIONS
GIVEN ON TRUSS DIAGRAMS PRIOR TO SUBMITTAL OF SHOP
DRAWINGS
E. SHOP DRAWINGS SHALL BE CERTIFIED BY AN ENGINEER
REGISTERED IN THE STATE WHERE THE PROJECT IS
LOCATED.
4. PROVIDE A MINIMUM OF 2 CRIPPLE STUDS FOR BEARING AT EACH END
OF DOOR AND WINDOW HEADERS.
5. BOLT 2X NAILERS TO STEEL FRAMING WITH 3/8" DIA. A307 BOLTS 0
48" 0.C. STAGGERED, UNLESS NOTED OTHERWISE
6. FOR MULTIPLE MEMBER BEAMS AND HEADERS NAIL PLYS TOGETHER WITH
TWO ROWS OF NAILS. USE 10D 0 12" 0.C. FOR CONVENTIONAL LUMBER
AND 16D NAILS FOR LVL MEMBERS U.N.O.
7. WOOD FRAMING CONTRACTOR SHALL PROVIDE A COMPLETE INSTALLATION
WITH ALL BLOCKING, HEADERS, TRIM SUPPORTS, HAILERS, ETC. TO
CONSTRUCT A FINISHED STRUCTURE.
NOTES:
1. PROVIDE MINIMUM OF 3" COVER FOR ALL BARS
2. SUPPORT BARS AT INTERVALS OF 3' -0" MAXIMUM.
NOTES;
1. PROVIDE MINIMUM OF 3" COVER FOR ALL BARS
2. SUPPORT BARS AT INTERVALS OF 3' -0" MAXIMUM.
NOTES;
1 SEE DETAIL X /SXXX AND X /SXXX FOR TYPICAL BAR PLACEMENT.
NOTES:
1. SPF SPRUCE- PINE -FIR
2. UNLESS OTHERWISE NOTED, ALL BEARING WALL FRAMING IS TYPE "A"
3. STUDS ARE LISTED IN TABLE FROM LOWEST LOAD CAPACITY
(MARK "A TO HIGHEST LOAD CAPACITY (MARK "E STUDS
WITH A HIGHER MARK MAY BE SUBSTITUTED FOR THOSE
WITH A LOWER MARK. FOR EXAMPLE MARK "0" STUDS MAY
BE SUBSTITUTED FOR MARK "C" STUDS.
NOTES;
1. PSL PARALLEL STRAND LUMBER. (PARALAM OR EQUAL)
2. LVL LAMINATED VENEER LUMBER (MICROLAM OR EQUAL)
3. UNLESS OTHERWISE NOTED, APPLY HEADERS AS FOLLOWS:
H1
H2
H3
H4
H5
OPNGS UP TO 3' -0"
OPNGS GREATER THAN
OPNGS GREATER THAN
OPNGS GREATER THAN
OPNGS GREATER THAN
NOTES:
1. PROVIDE 8" BEARING EACH END.
2. ALL LINTELS EXPOSED TO WEATHER SHALL BE GALVANIZED.
t
GRANULAR FILL
3' -0" UP TO 4' -0"
4' -0" UP TO 8' -0"
8' -0" UP TO 10' -0"
10' -0" UP TO 12' -0"
EXTERIOR S
W/ W.W.F.
0
0
#5 CONT.
SEE PLAN_I
I
POST BEYOND
TYP. EXTERIOR SLAB EDGE
SCALE: 3/4 =1' -0"
GRADE
1' -6"
#4 x ol 0 1' -4" O.C.
1" NON- SHRINK
GROUT
3/4 "0 ANCHOR BOLT
NOTE:
COORDINATE LOCATION
AND DIMENSIONS OF
STEPS WITH MASON
1" NON- SHRINK
GROUT
1"0 ANCHOR BOLT
W/DBL. NUTS
HEAVY WASHER
10 (0' -0
(O' -7
AT DOOR
SCALE: 1/2"= 1 -0"
0
2 #5
TYP. STEPPED TRENCH FTG.
TS COLUMN
11111
SECTION
1.1 411 1 \I
1/4" LEVELING
PLATE
0
N
z
VAPOR BARRIER
GRANULAR FILL
RIGID INSU
SECTION
CONTROL OR
CONST. JT.
No-
BASE PLATE
1/4 LEVELING (SEE COL. SCHEDULE)
PLATE
TS COLUMN
BASE PLATE
(SEE COL. SCHEDULE)
a0
3
oo
1
SCALE: 3/4 =1' -0"
TYP. COL. BASE
#5 CONT.
SCALE: 3/4 =1' -0"
0
J
0
Z
0
0
-J
O
tY
Z
O
0
Z
0
Z
O
0
2 "X"
1/2" EXP. JT.
TS8 COL.
X
CONTROL OR
CONST. JT,
TYP. COL. ISOLA11ON JT.
SCALE: 3/4" 1' -0"
FLOOR (BEYOND)
SLOPED INTERIOR SLAB
W/ W.W.F.
SCALE: 3/4 =1' -0"
2 -PLY 2X NAILER
TYP. NAILER CONN.
SEE PLAN
PLAN
PLAN
3/8"0 BOLTS 0 48" 0.C.
EA. SIDE (STAGGER SIDES 24
WALL BEYOND
/2" EXP. JOINT
EXTERIOR SLAB W/ W.W.F.
SLOPE 0 1/8" PER FT.
0 0
2 #5
#4x3' 0 1' -4" 0.C.
1' -6"
#4 x 0 1' -4" 0.C.
NOTE:
STEP TOP OF FTG.
DOWN AT GARAGE
ENTRANCES. SEE
ARCH. DWGS. FOR
FLOOR DEPRESSION
AND SLOPE DETAILS.
TYP. GARAGE ENTRY
•=1N
rn
1/2" EXP. JOINT
4" SLAB
VAPOR BARRIER
GRANULAR FILL
RIGID INSULATION
1"x 20 GA. ANCHOR
STRAPS 0 48" 0.C.
1/2" EXP. JOINT
VAPOR
BARRIER
GRANULAR
FILL
5/8" GYP. BD.
2x4 STUDS
#5 CONT.
TYPICAL TRENCHED FTG.
SCALE: 3/4 =1' -0"
INTERIOR SLAB
TS (SEE PLAN)
0 0
SCALE: 3/4"= 1 -0"
3 #5 CONT.
t
SEE PLAN
SEE PLAN
SCALE: 3/4"=1' -0"
5 /8" GYP. BOARD
SCALE: 3/4"=1' -0"
6"
SCALE: 3/4 =1 -0"
4" FACE BRICK
SHEATHING (EXTEND AND ATTACH TO MUD SILL)
SIMPSON MAB15 OR EQUAL
0 4' -0" 0.C. (LOCATE IN MASONRY JOINT)
POWDER ACTUATED FASTENER (TYP.)
(0 EA. MAB15 MUD SILL ANCHOR)
GRADE
c0
Z_
WALL BEYOND
1 /2" EXP. JQINT
EXTERIOR SLAB
SLOPE_ 0 1/8" PER F7.
TYP. ENTRY SEC11ON
1' -6"
6"
#4x3' -0"
c0
#4 x 1,-6 "Iw
#5 CONT.
TYP. INTERIOR SPREAD FTG.
2x STUD
5/8" GYP. BOARD
SOLE PLATE
1 W.W.F.
TYP. THICKENED SLAB
6x6 -W 1.4xW 1.4 WWF
AIIIIMMECSIZZEW
O_
1/2" EXP. JOINT
FORMED CONSTRUCTION JOINT
VAPOR BARRIER
4" COMPACTED GRANULAR FILL
TYP. CONSTRUC11ON JOINT
6x6- W1.4xW1.4 WWF
SCALE: 3/4 =1' -0"
1" DEEP SAWED CONTROL JOINT
W/ LIQUID SEALER FILL
4" COMPACTED GRANULAR FILL
TYP. CONTROL JOINT
Z
0
rn
m
0
N
Pf)
m
0
Emp
r .)w
otb
cG
ar
c4
Val 11 4
I C s b e°
.T .f.3
SCALE
AS NOTED
SHEET
S401
4" COMPACTED
GRANULAR FILL
1' -4" 0.C.
0 1' -4" 0.C.
1
6 MIL VAPOR
BARRIER
VAPOR BARRIER