HomeMy WebLinkAboutWTR2703239.22CONCRETE ANCHORS SHALL BE HIL 11i ICY"-150 ADHESIVE ANCHORS AS SPECIFIED. MERV S17E 1C r`Ai I rD
i i i ADHESIVE 7#L ANCHORS V V L - L V V LLL
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OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS SHOWN ON ?HE FOLLOWING TABLES.
PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS SHOWN ON THE FOLLOWING TABLES UNLESS
NOTE: NOT ALL PENETRATIONS ARE NOTE: THIS DETAIL USED FOR SINGLE
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General Structural Notes
SHOWN ON STRUCTURAL PLANS. PENETRATIONS 4" IN DIAMETER AND
SPECIFICALLY DETAILED OTHERWISE.
LARGER, AND IN EQUIVALENT GROUPS OF
BASIS OF DESIGN
INSTALL CONCRETE ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURE'S INSTRUCTIONS.
SMALLER DIAMETER PENETRATIONS. REFER
1-#5 HOOP, DIA OF TO MECHANICAL PLANS FOR SIZE AND
GEOTECHNICAL PARAMETERS:
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NOTIFY OWNER 24 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS.
2 -0 " " OPENING +8" EF FOR LOCATION OF PIPE PENETRATIONS.
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'!*GIST
MINIMUM FROST DEPTH
1 -6 LAP PIPES 12 & LARGER
MAXIMUM NET BEARING 3,004 PSF S?ATTC
WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADS. IF THE
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EXPIRES 8/2,a8 i
GROUND WATER TABLE ASSUMED BELOW SURFACE
MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO PRODUCT
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SIGNED: 07128/06
"ENGINEERING
INFORMATION FOR REDUCTION IN ALLOWABLE LOADS.
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SOILS REPORT REFERENCE: GEOLOGY REPORT" PREPARED BY RH2 ENGINEERING
. "OTHER
LOADING PARAMETERS:316
STAINLESS STEEL THREADED ROD''R
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KO•WIND
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LOAD: WIN P - T : MPH Iw: 1.1 UI ING
D S EED 3 SEC GUS 85 5 B LDi
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/�oBASIC
DIAMETER OF ROD _- 3/8 -_
MINIMUM EMBEDMENT DEPTH (INCHES) /2 4 1 /= �
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CATEGORY: ENCLOSED
SNOW LOAD: 3Q PSF
MINIMUM CONCRETE THICKNESS (INCHES) 5 1 /4 6 3/8 - 1 C,
MINIMUM EDGE DISTANCE (INCHES) ' / 6 1/2 7 ,1 10
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` '- .,}► •: CUT BARS "A" •' PENETRATION Y
EARTHQUAKE LOAD: le: 1.5; Ss: 1.34; S1: 0.46; Sds: 1.34; Sd1: 0.62; FORCE
RESISTING SYSTEM: INTERMEDIATE MASONRY SHEAR WALLS; R:
MINIMUM ANCHOR SPACING (INCHES) _ 8 1/2 10 13 1 /4
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29675
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ALLOWABLE TENSION LOAD CAPACITY (POUF,: =,54C 4,920 8,330
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3.5; DESIGN BASE SHEAR: 47,308 Ibs (NORTH TALBOT) & 51,43
_'_OWABLE SHEAR LOAD CAPACITY (POUND` = _ 5,060 6,385
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Ibs (MT. OLIVET); SEISMIC RESPONSE CONEFICIENT: 0.382;
GRADE 60 REBAR
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EXPIRES 5 29 09
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
L - SIZE #" #7 #8
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SIGNED: 07128106
OTHER DESIGN VALUES USED:
MlNlhv"UPJ1 EMBEDMENT DEPTH (INC 7 ? 1/2 8
-
�; - :. :: ' _ •• :; AREA OF BARS EQUAL '. •• •.
"A"
MINIMUM CONCRETE THICKNESS (INC--- 10 1/2 1/4 12
BARS CUT
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OCCUPANCY CATEGORY: ESSENTIAL FACILITY
CONCRETE: 4000 PSI WITH 60,000 PSI REINFORCING
MINIMUM EDGE DISTANCE (INCHES) - 10 1/2 11 1 /4 12
MINIMUM ANCHOR SPACING (INCHES) 14 15 16
•_ ►:. _. ; • ' :: ; • , AREA OF BARS EQUAL-:,.• :: : -,• •: '• 1-#5x4'-0" DIAG EF, TYP
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TIMBER: DFL #2 OR BETTER
SPLIT FACE CMU: 1500 PSI NTH 60,000 PSI REINFORCING
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ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 5,G,0 9,120 8,570 11,330
LLOWABLE SHEAR LOAD CAPACITY (POUNDS) +,' _ 6.200 8,260 8.375
•• .. -• : • B BARS CUT
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CUT '• CUT r
BARS "B" BARS "B"
LIVE LOADS:
FLOOR LIVE LOADS: 5Q PSF EXCEPT AS NOTED
PLATFORMS AND STAIRS: 100 PSF LIVE LOAD
FORCES ARE DETERMINED BY THE FOLLOWING WHERE - -- Applied Service Tension Load
FORMULA: V / V ) = 1 allowable Service Tension Load
Applied Service Shear Load
_ Allowable Service Shear Load
ALLOWABLE LOADS FOR ANCHORS SUBJECTED
CONCRETE PENETRATION AND OPENING
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CRITERIA
ALL MATERIALS WORKMANSHIP DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS,
TO COMBINED SHEAR AND TENSION
CONCRETE ANCHOR 02
REINFORCEMENT o6
AND THE INTERNATIONAL BUILDING CODE (2003 EDITION).
NOT TO SCALE
Reinforcement Splice and Development
SPECIAL INSPECTIONS, TESTS AND OBSERVATIONS
NOTES
Length Schedule. 301
SPECIAL INSPECTIONS AND TESTS SHALL INCLUDE THE FOLLOWING. REFER TO IBC SECTION 1704 AND 1707 FOR
DETAILS.
ALL JOINTS SHALL BE CLEANED AND EDGED.
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1. SPECIAL INSPECTIONS BY THE GEOTECHNICAL ENGINEER INCLUDING:
a. SITE EXCAVATION AND GRADING
b. PLACEMENT OF STRUCTURAL FILL AND SOIL COMPACTION
MINIMUM STRAIGHT DEVELOPMENT LENGTHS ( ed )+ MINIMUM LAP SPLICE LENGTHS ( es )+
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THRU JOINTS (EXPANSION JOINTS
THRU JOINTS WITH EXPANSION MATERIAL SHALL BE USED AT ALL CHANGES OF
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c. VERIFICA11ON OF SOIL -BEARING CAPACITY
TENSION BARS TENSION BARS CLASS B
DIRECTION, DRIVEWAYS, AND SOLID OBJECTS. THRU JOINTS SHALL BE PROVIDED
2. CONCRETE PLACEMENT AT CONCRETE CONSTRUCTION: CONTINUOUS, SEE ALSO SECTION 1704.4.
3. REINFORCEMENT AT CONCRETE CONSTRUCTION: PERIODIC, SEE ALSO SECTION 1704.4.
BAR SIZE TOP BARS OTHER BARS BAR SIZE TOP BARS OTHER BARS
- - -
EVERY 60 FEET OF DISTANCE IN CONCRETE DRIVEWAYS. THRU JOINTS SHALL BE
EDGED WITH A 1 /4" RADIUS. THE DEPTH OF THE EXPANSION MATERIAL SHALL BE
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4. MASONRY CONSTRUCTION INCLUDING PLACEMENT OF MASONRY UNITS MORTAR REINFORCEMENT
,
# 3 19" 15" # 3 25' 19"
—I--- 1'-0"
LENGTH OF BARRIER AS
EQUAL TO THE DEPTH OF THE CONCRETE AT THE THRU JOINT. EXPANSION MATERIAL
" " "
# 4 25 19 # 4 33 25
"
SHALL BE hp PJF,
AND STRUCTURAL CONNECTIONS: PERIODIC, SEE ALSO SECTION 1704.5.3.
5. GROUT PLACEMENT AT MASONRY CONSTRUCTION: CONTINUOUS SEE ALSO SECTION 1704.5.3.
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# 5 31' 24" # 5 41" 31"
D SHOWN ON PLANS
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# 6 37' 29" # 6 49" 37"
CONTROL JOINTS (DEEP JOINTS)
6. WOOD -FRAMED LATERAL -FORCE RESISTING SYSTEM: PERIODIC, SEE ALSO SECTION 1707.3.
7. TESTING OF CONCRETE FOR SPECIFIED COMPRESSIVE STRENGTH (fc), AIR CONTENT AND SLUMP.
# 7 54" 42" # 7 71' 54"
# 8 62" 48" # 8 81" 62"
-"-1 2" CLR
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CONTROL JOINTS (1/8"x1-1/2") SHALL BE 10 FEET O.C. AND IN DRIVEWAYS 14 FEET
AND WIDER, SHALL EXTEND THRU THE CURB AND GUTTER:
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SEE IBC TABLE 1704.4.
# 9 70" 54" # 9 91" 70"
"
#5 ®6 O.C. EF
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8. VERIFICATION OF SPECIFIED COMPRESSIVE STRENGTH (fm) OF MASONRY PRIOR TO CONSTRUCTION
10 79" 61" 10 103' 79"
2'-4" i '
W
# #
"
4
AND EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SEE IBC TABLE 1708.1.4.
9. STRUCTURAL OBSERVATION BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH IBC
MINIMUM EMBEDMENT LENGTHS ( NO
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124 i #3 HOOPS ® 5" O.C. �
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EXTERIOR SPLIT FACE CMU
WALL
CAST CONCRETE SIDEWALK WHERE
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1709 SHALL BE PROVIDED.
FOR STANDARD END HOOKS
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" #4 12" O.C. EF
-IN -PLACE
INDICATED ON PLANS. SLOPE AWAY FROM
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GENERAL
BAR SIZE ALL BARS
STANDARD SLAB RST
WALL AT 2% MIN. PLACE JOINTS WITH �i" PJF
EVERY 4'-0" MAX.
LINES SHOWN ON DRAWINGS MAY BE ASSOCIATED WITH CAD MODELING AND MAY NOT REPRESENT REQUIRED OR
# 3 6"
1. SIDE COVER EQUAL TO OR GREATER THAN 2-1/2*.
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ALLOWED JOINTS. SEE DETAILS FOR CLARIFICATION ON REQUIRED AND ALLOWED JOINTS.
# 4 7"
g" 2. END COVER FOR 90` HOOKS MUST BE EQUAL
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3 "
INTERIOR SLAB X4 PJF
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FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIP GALVANIZED.
# 5
# 6 10" TO OR GREATER THAN 2".
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PROPOSED
24
., GRADE
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REINFORCED CONCRETE
# 8 14"
# s 15"
ADDITIONAL RST
PER PLAN
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REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-92 AND
# 10 17"
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W
318-05. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH THE "REINFORCING SPLICE AND DEVELOPMENT LENGTH
SCHEDULE" - SEE THIS SHEET. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS PER DETAIL
CONCRETE BARRIER
i a
TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM.
- -
1" 1' 0"
#3 ® 12" O.C., EACH WAY,
305. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER
-
CENTERED IN SLAB
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY DETAILED
OR APPROVED BY THE STRUCTURAL ENGINEER.
SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43X.
TYPICAL CONCRETE SIDEWALK DETAIL
3a
NOT TO SCALE
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:
STRUCTURAL ABBREVIATIONS
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"
-
SLABS AND WALLS (INTERIOR FACE) .. ..... . . . ... ... . . . . ... . .... ... . ..... . .... 2-
ENGINE R
CLR CLEAR MAX MAXIMUM
' L A N N t
CMU CONCRETE MASONRY UNIT MIN MINIMUM
SPLIT FACE CMU
S C 1 E N 7-- I S
ANCHORAGE
E.F. EACH FACE NOM NOMINAL
MATCH
CONCRETE ANCHORS USE HILTI HIT-150 CONCRETE ANCHORS AS SPECIFIED, EXCEPT AS SPECIFICALLY NOTED.
EG ENGINE GENERATOR O.C. ON CENTER
VERTS.
RH2 ENGiNLF kiNk., jN(_-
http://www.rh2.com
E.W, EACH WAY RST REINFORCING STEEL
NOTE: WHERE FOOTING BARS
FRP FIBERGLASS REINFORCED PLASTIC Sim SIMILAR
INTERSECT BASIN AND VAULT WALLS
mad0.720.2.com
1.800.720.8052
FTG FOOTING TYP TYPICAL
PJF PREMOLDED JOINT FILLER VERT VERTICAL REST
PROVIDE DOWELS OR CONCRETE SPLIT FACE CMU WALL
ANCHORS TO MATCH FOOTING REINF.
BELLINGHAM OFFICE
" PJF TYP
1 ,
360.676.0836
454 West Horton Road
UNLESS NOTED
#5 ® 12" O.C.,
BOTHELL OFFICE
425.951.5400
MIN. 2
12100 NE 195th Street, Suite 100
DOOR
" PJF EXTEND CONCRETE FLOOR
EXTERIOR SLAB ACROSS THRESHOLD
NOTE: SEE MECHANICAL AND
ELECTRICAL DRAWINGS FOR EQUIPMENT
LOCATION AND DIMENSIONS.
CAST-IN-PLACECONCRETE, ROUGHEN FLOOR UNDER
CONT. CORNER BARS
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FAST .2900 HEE OFFICE
300 Simon Street, Suite 5
300 Simon S
PORT ORCHARD OFFICE
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3 MIN. BEYOND PAD PRIOR TO POURING PAD. PROVIDE 4x4
EQUIPMENT BOLTS, TYP. W1,4XW1.4 WWM AT TOP FACE WITH 11Z"CLEAR
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360.876.7960
600 Kitsa Street, Suite 101
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#4 DOWELS, EACH COVER
#5 DOWELS ®12" .�> 1*-6"
SCALE: SHOWN
2 LAYERS OF 3Q#
HOLD FOOTING DOWN
CORNER AND 1$" O.C., 3"
CHAMFER, ALL
�K
O.C., ALTERNATEHOOKS
Iq BUILDING PAPER
EMBEDMENT INTO FLOOR"
OUTER EDGES
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0 1" 2"
DRAWING IS NOT TO SCALE
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SPREAD
CAST -IN -PLACE CONCRETE .: v . . •:..... ; - 3.5 UNLESS
6" D > . ' 4
REVISED TO CONFORM
IF BAR IS NOT 2" LONG
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FLOOR, REINF. PER PLAN ; • D. _ D - . OTHERWISE NOTED
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TO CONSTRUCTION RECORDS
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DWG NO.
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DETAIL AT FOOTING DETAIL AT FOOTING 1 -8
INTERSECTION � ��-
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ENGINEER: JMc
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INTERSECTION SPREAD FOOTING 11/01/2007
RH2 ENGINEERING INC. DATE
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SHEET N0.
I- 1'-6"
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TYPICAL BAR DETAILING 1 = , -o
DAM Nov 5, 2007
22
CUEN' REN
DOOR THRESHOLD 0
EQUIPMENT PAD o4
REVISED TO CONFORM TO CONSTRUCTION RECORDS JMC MLM 11/01/07
S RPC MLM 08/17/06
joa No.: 105-079
_
1" 1 -0"
1 REVISED PER BUILDING PERMIT
33
RENAME: GEN-D-S07
N0. I REVISION BY REVIEW DATE
A6 w-325121