HomeMy WebLinkAboutWWP2703625.10General Structural Notes 300
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GENERAL DESIGN CRITERIA:
CONCRETE DESIGN:
CMU DESIGN:
GEOTECHNICAL PARAMETERS:
MINIMUM FROST DEPTH
MAXIMUM NET BEARING
OTHER LOADING PARAMETERS:
RISK CATEGORY:
WIND DESIGN:
ENCLOSURE CLASSIFICATION
PROCEDURE USED:
SNOW LOAD:
OTHER DESIGN VALUES USED:
CONCRETE:
TIMBER:
GLULAM:
ASCE 7-10 & IBC 2012
ACI 318-11
ACI 530-11
18"
2,000 PSF STATIC FOR FOOTINGS AT GRADE
II (NON -ESSENTIAL FACILITY)
110 MPH BASIC WIND SPEED, EXPOSURE C
ENCLOSED BUILDING
SIMPLIFIED ENVELOPE PROCEDURE
25 PSF, IS=1.0
4000 PSI WITH 60,000 PSI REINFORCING
DFL #2 OR BETTER
24F-V4 DF/DF
100 PSF
CRITERIA
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2012 EDITION).
SPECIAL INSPECTIONS, TESTS AND OBSERVATIONS
SPECIAL INSPECTIONS AND TESTS SHALL INCLUDE THE FOLLOWING. REFER TO IBC SECTION 1704
AND 1707 FOR DETAILS.
1. SPECIAL INSPECTIONS BY THE GEOTECHNICAL ENGINEER INCLUDING:
A. SITE EXCAVATION AND GRADING
B. PLACEMENT OF STRUCTURAL FILL AND SOIL COMPACTION
C. VERIFICATION OF SOIL -BEARING CAPACITY
2. CONCRETE PLACEMENT AT CONCRETE CONSTRUCTION: CONTINUOUS, SEE ALSO SECTION
1704.4.
3. REINFORCEMENT AT CONCRETE CONSTRUCTION: PERIODIC, SEE ALSO SECTION 1704.4.
4. WOOD -FRAMED LATERAL -FORCE RESISTING SYSTEM: PERIODIC, SEE ALSO SECTION 1707.3.
5. TESTING OF CONCRETE FOR SPECIFIED COMPRESSIVE STRENGTH (FC), AIR CONTENT AND
SLUMP.
SEE IBC TABLE 1704.4,
6. STRUCTURAL OBSERVATION IN ACCORDANCE WITH IBC 1709 SHALL BE PROVIDED.
7. VERIFICATION OF SPECIFIED COMPRESSIVE STRENGTH (FM) OF MASONRY PRIOR TO
CONSTRUCTION AND EVERY 5,000 SQUARE FEET DURING CONSTRUCTION.. SEE IBC TABLE
1708.1.4.
GENERAL
1. LINES SHOWN ON DRAWINGS MAY BE ASSOCIATED WITH CAD MODELING AND MAY NOT
REPRESENT REQUIRED OR ALLOWED JOINTS. SEE DETAILS FOR CLARIFICATION ON REQUIRED AND
ALLOWED JOINTS.
2. NOT ALL PENETRATIONS MAY BE SHOWN ON PLANS, CONTRACTOR SHALL COORDINATE SIZE AND
LOCATION OF STRUCTURE PENETRATIONS WITH MECHANICAL SHEETS, MFR AND ORIENTATION
PLAN.
3. GROUNDWATER MAY BE ENCOUNTERED DURING CONSTRUCTION OF THE STRUCTURES. THE
CONTRACTOR SHALL PROVIDE THE NECESSARY SHORING AND DEWATERING FOR THE
CONSTRUCTION OF THE STRUCTURES.
4. PROVIDE 6" MINIMUM PVC WATERSTOPS AT BELOW GRADE AND WATER HOLDING CONSTRUCTION
JOINTS TYP., UNLESS NOTED OTHERWISE. PROVIDE MIN 1" CLR BETWEEN REINFORCING AND
WATERSTOPS,
5. ALL DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY THE EQUIPMENT MANUFACTURER
PRIOR TO ANY CONCRETE CONSTRUCTION. DIMENSIONS AND ELEVATIONS SHOWN MAY REQUIRE
ADJUSTMENT FOR SPECIFIC EQUIPMENT USED.
REINFORCED CONCRETE
REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH
ACI 315-99 AND 318-11. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH THE "REINFORCING
SPLICE AND DEVELOPMENT LENGTH SCHEDULE" - SEE THIS SHEET. PROVIDE CORNER BARS AT ALL
WALL INTERSECTIONS PER DETAIL 306. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM
OF 8" AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS
SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER.
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, ....3',
FORMED SURFACES EXPOSED TO EARTH (WALLS BELOW GRADE), WATER OR WEATHER (#6 BARS OR LARGER).. 2"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS... ...... 2"
SLABS AND WALLS (DRY) 1 1/2"
CONCRETE ANCHORS USE HILTI HIT -RE 500-SD CONCRETE ANCHORS AS SPECIFIED AND INSTALLED PER DETAIL
303 UNLESS OTHERWISE CALLED OUT ON PLANS.
ABBREVIATIONS:
AL - ALUMINUM
CHK-CHECKERED
CL - CENTERLINE
CLR - CLEAR
EA - EACH
EF - EACH FACE
EW - EACH WAY
FB - FLAT BAR
HORZ - HORIZONTAL
LLV - LONG LEG VERTICAL
O.C. - ON CENTER
PL - PLATE
RB - ROUND BAR
RST - REINFORCING STEEL
SST - STAINLESS STEEL
T&B - TOP AND BOTTOM
VERT - VERTICAL
MINIMUM STRAIGHT DEVELOPMENT LENGTHS (�d+
1
TENSION BARS
BAR SIZE
TOP BARS OTHER BARS
# 3
19" 1511
# 4
25" 19"
# 5
31" 24"
# 6
37" 29"
# 7
54" 42"
# 8
62" 48"
# 9
70" 54"
# 10
79" 61"
MINIMUM EMBEDMENT LENGTHS (4)
U FOR STANDARD END HOOKS
BAR SIZE
ALL BARS
# 3
6"
# 4
7"
# 5
9"
# 6
10"
# 7
12"
# 8
14"
# 9
15"
# 10
17"
MINIMUM LAP SPLICE LENGTHS (g$
u TENSION BARS CLASS B
BAR SIZE
TOP BARS
OTHER BARS
# 3
25"
19"
# 4
33"
25"
# 5
41"
31"
# 6
49"
37"
# 7
71"
54"
# 8
81"
62"
# 9
91"
70"
# 10
103"
79"
1. SIDE COVER EQUAL TO OR GREATER THAN 2-1/2".
2. END COVER FOR 900 HOOKS MUST BE EQUAL
TO OR GREATER THAN 2".
-�- "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST
BELOW THEM.
IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE
CENTER -TO -CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES
SHALL BE INCREASED BY 43%.
REINFORCEMENT SPLICE AND 30
DEVELOPMENT LENGTH SCHEDULE
SEE DETAIL 403 FOR CMU ANCHORS
CONCRETE ANCHORS SHALL BE HILTI HIT -RE 500-SD ADHESIVE ANCHORS AS SPECIFIED.
WHERE SIZE IS CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS
SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS
SHOWN ON THE FOLLOWING TABLES UNLESS SPECIFICALLY DETAILED OTHERWISE.
INSTALL CONCRETE ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS.
NOTIFY OWNER 24 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS.
WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADS. IF
THE MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO
PRODUCT INFORMATION FOR REDUCTION IN ALLOWABLE LOADS.
316 STAINLESS STEEL THREADED ROD
DIAMETER OF ROD (INCHES) 3/8 1/2 5/8 3/4
MINIMUM EMBEDMENT DEPTH (INCHES) 31/2 41/4 5 6 5/8
MINIMUM CONCRETE THICKNESS (INCHES) 51/4 61/2 71/2 10
MINIMUM EDGE DISTANCE (INCHES) 51/4 61/2 71/2 10
MINIMUM ANCHOR SPACING (INCHES) 7 81/2 10 131/4
ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 3,105 4,371 5,535 8,274
ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 2,519 5,440 7,195 10,757
GRADE 60 REBAR
REBAR SIZE #5 #6 #7 #8
MINIMUM EMBEDMENT DEPTH (INCHES) 5 7 71/2 8
MINIMUM CONCRETE THICKNESS (INCHES) 71/2 101/2 11 1/4 12
MINIMUM EDGE DISTANCE (INCHES) 71/2 101/2 11 1/4 12
MINIMUM ANCHOR SPACING (INCHES) 10 14 15 16
ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 5,535 8,783 9,968 11,201
ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 7,195 11,418 12,959 14,562
CONCRETE ANCHOR 302
TYP
NOTE: SEE MECHANICAL DRAWINGS FOR
EQUIPMENT LOCATION AND DIMENSIONS.
3" MIN. BEYOND
EQUIPMENT BOLTS, TYP.
#4 DOWELS, EACH
CORNER AND 18" O.C., 3"
EMBEDMENT INTO FLOOR
CAST -IN -PLACE CONCRETE
FLOOR, REINF. PER PLAN
CAST -IN -PLACE CONCRETE, ROUGHEN FLOOR
UNDER PAD PRIOR TO POURING PAD. PROVIDE
44 W1 AxW1.4 WWM AT TOP FACE WITH 1%"
CLEAR COVER
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EQUIPMENT PAD
04
(2) #5 MIN IN GROUTED
(1) #5 EACH SIDE
OPENING, FU._,
HEIGHT, TYP.
� 10.00
TOP OF WALL
INTERIOR FACE OF ALL CMU
BLOCKS TO BE SMOOTH FACE
4.00'
'qLJBOND BEAM
#5 VERTICAL RST @ 24" O.C. MAX. FILL
ALL REINFORCED CELLS WITH GROUT.
DO NOT GROUT UNREINFORCED CELLS.
oil
3/4" CHAMFER, ALL
OUTER EDGES
3.5" UNLESS
OTHERWISE NOTED
BOND BEAM
CONCRETE FLOOR
- LINTEL BLOCK
OPENING
GREATER THAN
k 24" IN EITHER
DIRECTION
I r 1VP1`. %OIVIIU OPENING
402
NOT TO SCALE S01
DOUBLE 2x8 PRESSURE TREATED HEADER,
CONTINUOUS WITH 5/"0 J-BOLTS AT 32" O.C.
--- IN GROUTED VERTICAL CELLS, BOLT
LENGTH AS NECESSARY FOR 6"
• EMBEDMENT.
BOND BEAM, TOP COURSE
8"x8"x16" SPLIT -FACE CMU BLOCK, PROVIDE
WEATHERPROOF AND ANTI -GRAFFITI
COATING ON EXTERIOR. PROVIDE SMOOTH
FACE BLOCKS WHERE LIGHTS AND
EQUIPMENT ARE PROPOSED ON WALLS
CMU WALL INSULATION. ALL
♦ WALL CMU BLOCK TO BE
GROUTED SOLID AS SPECIFIED.
• BOND BEAM WITH #5 CONTINUOUS,
LAP JOINTS 24" MINIMUM (TYPICAL)
CMU WALL
NOT TO SCALE
REVISED TO CONFORM
TO CONSTRUCTION RECORDS
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RH2 ENGINEERIN INC. D
#5 DOWELS AT 24" O.C., TYPICAL, TO
MATCH LOCATIONS OF VERTICALLY
REINFORCED CELLS OF CMU WALL
ABOVE.
CONCRETE STEM
WALL
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CMU WALL INTERSECTION / CORNER
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CMU ANCHORS SHALL BE HILTI HY-150 ADHESIVE ANCHORS FOR USE IN GROUTED CMU
CELLS OR HILTI HIT-HY 20 HYBRID ADHESIVE ANCHORS FOR USE IN UNGROUTED CMU CELLS.
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WHERE SIZE IS CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS
SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS
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SHOWN ON THE FOLLOWING TABLES UNLESS SPECIFICALLY DETAILED OTHERWISE
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INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS,
NOTIFY OWNER 24 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS.
WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADS.IF
THE MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO
9
PRODUCT INFORMATION FOR REDUCTION IN ALLOWABLE LOADS,
HILTI HY-150 - 316 STAINLESS STEEL THREADED ROD
Z
DIAMETER OF ROD (INCHES) 3/8 112 5/8
MINIMUM EMBEDMENT DEPTH (INCHES) 31/2 41/4 5
MINIMUM CONCRETE THICKNESS (INCHES) 51/4 6 3/8 71/2
0
MINIMUM EDGE DISTANCE (INCHES) 51/4 61/2 71/2
0
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MINIMUM ANCHOR SPACING (INCHES) 7 81/2 10
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ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 2,540 3,690 4,920
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ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 1,875 3,335 5,060
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DIAMETER OF ROD (INCHES)
MINIMUM EDGE DISTANCE (INCHES)
MINIMUM ANCHOR SPACING (INCHES)
ALLOWABLE TENSION LOAD CAPACITY (POUNDS)
ALLOWABLE SHEAR LOAD CAPACITY (POUNDS)
FORCES ARE DETERMINED BY THE
FOLLOWING FORMULA:
(Ps /Pt )+ (Vs
/Vt) = 1
ALLOWABLE LOADS FOR ANCHORS
SUBJECTED TO COMBINED SHEAR AND
TENSION
1 /4" 5/16" 3/8" 1 /2" 1 ,, I rn
N C:)
12" 12" 12" 12"
(1) ANCHOR PER BLOCK CELL
255 370 525 525 0
340 505 790 1,230
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WHERE: Ps _ Applied Service Tension Load I z
P - Allowable Service Tension Load
Vt = Applied Service Shear Load
V t = Allowable Service Shear Load
CMU ANCHOR
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DRAWING IS FULL SCALE WHEN
BAR MEASURES 2"
DWG N0 SHEET No.:
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