GENERAL STRUCTURAL NOTES
DESIGN CRITERIA:
INTERNATIONAL BUILDING CODE - 2012
CONCRETE - ACI 318 AND ACI 301
WELDING - AWS D1.1
STRUCTURAL STEEL - AISC "MANUAL OF STEEL CONSTRUCTION"
FOURTEENTH EDITION
DESIGN LOADS:
WIND DESIGN:
110 MPH EXPOSURE C
SDC:
D
ROOF SNOW LOAD:
20 PSF
ROOF DEADLOAD:
15 PSF
FLOOR LOAD:
100 PSF
SOIL BEARING CAPACITY:
2000 PSF
(NOTE: HDJ DESIGN GROUP TO VERIFY SOIL FILL AND COMPACTION
PROCESS PER REPORT #3950-00 - MARCH 25TH, 2015)
GENERAL PROJECT NOTES:
1) THESE PLANS AND ALL WORK SHALL COMPLY WITH THE IBC 2012 EDITION AND AS
REQUIRED BY GOVERNING ENTITIES. ANY ELECTRICAL WORK TO COMPLY WITH NEC
REQUIREMENTS.
2) DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN. ALL TRADES
SHALL VERIFY ALL CONDITIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF CONFLICTS
OR DISCREPANCIES BEFORE PROCEEDING ALL BOUNDARY AND SETBACK INFORMATION
SHOWN ON THESE DRAWINGS WAS COMPILED OF ASSESSOR'S OFFICE DATA AND GENERAL
FIELD MEASUREMENTS TO EXISTING FENCES AND STREET IMPROVEMENTS. HOWEVER THIS
IS NOT A SURVEY OF THE PROPERTY. IT IS THE RESPONSIBILITY OF THE PROPERTY OWNER
TO VERIFY PROPERTY LINE LOCATIONS. SUB-CONTRACTORS SHALL PROTECT THE WORK
AND ALL ADJACENT PROPERTY FROM LOSS AND DAMAGE RESULTING FROM OPERATIONS.
3) MECHANICAL EQUIPMENT SHALL OBSERVE MINIMUM SETBACKS. NO PART OF RETAINING
WALLS AND FOOTINGS SHALL ENCROACH INTO ADJACENT PROPERTIES OR EASEMENTS.
4) FOOTINGS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW LOWEST ADJACENT FINISH
GRADE (WITHIN 2 FEET HORIZONTAL OF FOOTINGS)
STEEL MATERIAL NOTES:
WIDE FLANGE BEAMS AND COLUMNS:
WELD TO BEAMS AND COLUMNS:
HSS TUBE STEEL:
BASE PLATE:
ANCHOR RODS:
BOLTS:
NUTS:
WASHERS:
STEEL PLATE:
ASTM A992
E70 ELECTRODE
ASTM A500 GRADE C
ASTM A36
ASTM F-1554 GRADE 55
ASTM A325 TYPE N
ASTM A563
ASTM F436
ASTM A36
STEEL REINFORCING AS FOLLOWS:
#3 THROUGH #5 BARS = GRADE 40 MINIMUM
#6 AND ABOVE = GRADE 60 MINIMUM
T E R E N C E L.
THORNHILL
ARCHITECT
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
FASTENERS IN TREATED WOOD - FASTENERS IN PRESERVATIVE TREATED WOOD AND
FIRE-RETARDANT WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE OR COPPER. COATING WEIGHTS FOR ZINCCOATED STEEL SHALL BE IN ACCORDANCE WITH ASTM B-695 CLASS 55 MINIMUM.
FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG SCREWS MAY BE
MECHANICALLY DEPOSITED IN ZINC IN ACCORDANCE WITH ASTM B-695, CLASS 55
509-547-8854
FAX 509-547-8912
[email protected]
HOLDOWN BOLTS:
HDU2 (3,075 lbs) - SSTB16 (3,780 lbs) 5/8" DIA. AND 12-5/8" EMBED LENGTH
HDU4 (4,565 lbs) - SSTB20 (4,785 lbs) 5/8" DIA. AND 16-5/8" EMBED LENGTH
HDU5 (5,645 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTH
HDU8 (7,870 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTH
HDU14 (14,375 lbs) - SSTB34 (14,445 lbs) 7/8" DIA. AND 28-7/8" EMBED LENGTH
A Professional Service Corporation
REFER TO SIMPSON'S LATEST CATALOG FOR ADDITIONAL DETAILS
HARDY FRAME ANCHORAGE NOMENCLATURE (REFER TO HARDY FRAME SHEET HFXI
FDN.)
1 1/8" - HS - 20 - 30
5) IF DURING EXCAVATION SOILS ARE DISCOVERED TO BE SUSPECT, EXPANSIVE OR OTHER
GEOLOGIC INSTABILITY CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER AND GEOTECH
ENGINEER. CONTRACTOR TO VERIFY RECOMMENDATIONS OF THE GEOTECH REPORT HAVE
BEEN INCORPORATED AND APPROVED BY STRUCTURAL ENGINEER AND GEOTECH
ENGINEER.
Ca 1, Ca 2 - (EDGE AND END DISTANCE
Le - ROD EMBEDMENT LENGTH (BEYOND 10" MIN)
ROD GRADE (HIGH STRENGTH)
ROD DIAMETER
CONCRETE AND FOUNDATION NOTES:
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
SILL BOLTS:
1) ALL FOUNDATIONS AND SLABS TO BEAR ON NATIVE SOILS OR COMPACTED BACKFILL IN
ACCORDANCE WITH STRATA REPORT
2) ALL FILL OR BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY IN
ACCORDANCE WITH ASTM D1557 PER STRATA REPORT
3) CONCRETE SHALL CONFORM TO ACI 318-08, ACI 301-10 AND IBC 2012 AND BE A MINIMUM
OF 4 INCHES THICK.
4) ALL STRUCTURAL CONCRETE SHALL HAVE A NORMAL COMPRESSIVE STRENGTH OF 3,000
PSI AT 28 DAYS. MAXIMUM SIZE OF AGGREGATE TO BE 3/4 INCH. SLUMP SHALL BE
BETWEEN 2 AND 4 INCHES. CEMENT SHALL BE PORTLAND CEMENT TYPE 1 OR 2.
ENTRAINED AIR SHALL BE BETWEEN 4 AND 6 PERCENT FOR CONCRETE.
5) PROVIDE 5000 PSI MINIMUM NON-SHRINK AND NON-METALLIC GROUT FOR COLUMN BASE
PLATES.
6) CONTROL JOINTS SHALL BE TRUE STRAIGHT LINES, 1/4" WIDE BY 3/4" DEEP AND CUT
WITHIN 24 HOURS AFTER FOUR. FILL CONTROL JOINTS WITH SEALANT.
1) PROVIDE 5/8" ANCHOR BOLTS AT 48" O.C. MAX. OR AS SHOWN ON PLANS AND SHEAR
WALL SCHEDULE. SEE DETAILS.
These drawings are intended for use
2) EMBED BOLTS 7 INCHES MINIMUM INTO CONCRETE OR MASONRY
3) PROVIDE A MINIMUM OF 2 BOLTS PER SECTION OF SILL OR WOOD PLATES. LOCATE
BOLTS MINIMUM 4 INCHES TO 12 INCHES MAX FROM ENDS OF SILL PLATE. INSTALL
BOLTS WITH PROPERLY SIZED NUTS AND WASHERS.
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
4) WASHERS SHALL BE MINIMUM 3 INCH SQUARE BY 0.229 INCHES THICK AT EACH BOLT
LOCATION UNLESS NOTED OTHERWISE.
statutory, copyright and other rights.
HILTI FASTENER ICC-ES #ESR-2379
SHANK DIA = 0.145"
MINIMUM PENETRATION INTO CONCRETE = 1"
MAXIMUM PENETRATION INTO CONCRETE = 1 3/8"
SPACING = 16" O.C. MAX
SHEAR = 130 lbs MINIMUM
DRAWN BY:
DG
CHECKED BY:
-
7) ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4 INCH UNLESS NOTED
OTHERWISE.
PHASE:
SPECIAL INSPECTION:
8) ALL SERVICE PIPING, POTABLE WATER GAS, ETC. PENETRATING FOUNDATION WALL
SHALL HAVE PIPE SLEEVES. SLEEVES SHALL BE IN ACCORDANCE WITH ASTM A52 STD WT
PIPE AND WILL HAVE 1 INCH MINIMUM CLEARANCE FROM THE OUTSIDE FACE OF THE
SERVICE LINE TO THE INSIDE FACE OF THE PIPE SLEEVE. SEAL GAP WITH BACKER ROD
AND CONTINUOUS BEAD OF SEALANT ALL AROUND.
9) HOLD ALL EXPANSION JOINT MATERIAL AND INSULATION 1/2 INCH BELOW TOP OF SLAB
AND SEAL TOP WITH INDUSTRIAL POLYURETHANE CAULK.
CD
SPECIAL INSPECTIONS SHALL BE PAID BY ARCHITECT.
SPECIAL INSPECTIONS ARE REQUIRED PER INTERNATIONAL BUILDING CODE, CHAPTER
17, IN ADDITION TO THE REQUIREMENTS OF THE SPECIFICATIONS. SPECIAL
INSPECTOR SHALL INSPECT THE FOLLOWING CONSTRUCTION:
REVISION NO:
MARK
DATE
DESCRIPTION
- BOLTS INSTALLED IN CONCRETE
- REINFORCING STEEL
- STRUCTURAL WELDING
- HIGH-STRENGTH BOLTING
18) ALL INTERIOR STUD WALLS (OTHER THAN SHEAR WALLS) TO HAVE HILTI SHOT-PINS @
32" O.C. USE HILTI X-CF 72-P8-S23 (ICC-ES #ESR-2379) OR EQUAL AT BOTTOM OF PLATES TO
SLAB. SEE FOUNDATION PLAN FOR SHEARWALL BOLTING.
19) ALL HOLDOWN ANCHORS TO BE 'SIMPSON' BRAND UNLESS NOTED OTHERWISE.
20) HD BOLTS AT EXTERIOR WALLS TO BE SSTB16 (UNLESS NOTED OTHERWISE) W/ 12 5/8"
MINIMUM EMBEDMENT AND 3" CLEAR TO SOIL. (TYP. AT HD2A, PHD2, HD5A, AND PHD5). USE
5/8" THREADED RODS BETWEEN FLOORS UNLESS NOTED OTHERWISE.
21) EXPOSED WOOD TO WEATHER OR WEATHER SPLASH SHALL BE 1" MINIMUM ABOVE
CONCRETE SLAB OR 6" MINIMUM ABOVE GRADE.
22) NO WORK OF ANY KIND SHALL BE PERFORMED PRIOR TO CONCRETE REACHING 70% OF
DESIGNED COMPRESSIVE STRENGTH. MINIMUM WAITING PERIOD AFTER POURING
CONCRETE SLABS ON GRADE TO START OF CONSTRUCTION SHALL BE:
A) 24 HOURS - WALK ON SLAB
B) 5 DAYS - BEGIN WALL FRAMING
C) 7 DAYS - ROOF AND FLOOR FRAMING
D) 14 DAYS - ROOF LOADING
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17) SLAB AND FOOTINGS TO BE ONE POUR METHOD (MONOLITHIC POUR TYP.) EXCEPT AT
STEEL COLUMNS AND AS NOTED OTHERWISE.
F
TO
16) HORIZONTAL DISTANCE FROM BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT SHALL
BE 7' - 0" MINIMUM.
IN
EL
15) PROVIDE EXPANSION JOINTS IN ALL SLABS AS NOTED ON DRAWINGS (16' - 0" OC. MAX).
O
E
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14) UFER GROUND BAR - PROVIDE #4 BAR MIN. 20 FEET CONTINUOUS, LOCATED AT BOTTOM
OF FOOTING (MIN. 3 INCHES ABOVE GRADE) AND PROTRUDING 12 INCHES ABOVE SLAB OR
STEM WALL FOR ELECTRICAL GROUND. LOCATION SHALL BE VERIFIED BY ELECTRICAL
CONTRACTOR IF APPLICABLE.
O
PR
13) MINIMUM CONCRETE WIDTH SHALL BE 8 INCHES FOR RECEIVING MPA'S AND HPAHD22'S.
VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WITH FRAMING PLAN TO ASSURE
PROPER AND ACCURATE INSTALLATION.
B
TO R
E R F WA SH A N
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12) ALL HOLDOWNS, ANCHOR BOLTS, POSTS, ETC. SHALL BE SECURELY TIED IN PLACE
SPECIAL INSPECTOR TO SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT
PRIOR TO INSPECTION AND POURING CONCRETE. ALL HOLDOWNS AND POST ANCHORS ARE FOR THE ABOVE MENTIONED ITEMS TO ENGINEER OF RECORD.
TO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS AND
REQUIREMENTS OF I.C.B.O REPORT NUMBER 1211 AND 4448.
RIG
O
10) REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60,
EXCEPT #3 TIES MAY BE GRADE 40. CONCRETE COVER FOR REINFORCEMENT SHALL BE
PER PARAGRAPH 7.7.1 OF ACI 318. REINFORCEMENT SHALL BE CONTINUOUS BENT AROUND
CORNERS, OR CORNER BARS OF THE SAME SIZE MAY BE INSTALLED WITH A MINIMUM LEG
INSPECTOR SHALL VERIFY COMPLIANCE WITH THE APPROVED PLANS, CITY CODES
LENGTH THAT CONFORMS WITH ACI 318, CLASS B SPLICES.
AND ORDINANCES. INSPECTOR HAS THE DISCRETION TO REQUIRE THE REMOVAL OF
FINISH WORK TO VISUALLY INSPECT THE WORK. THE GENERAL CONTRACTOR SHALL
11) VERIFY LOCATIONS OF ALL ITEMS TO BE - IN, UNDER, THROUGH OR EMBEDDED IN
BE RESPONSIBLE TO REPLACE FINISHES AT NO COST TO THE OWNER OR INSPECTING
CONCRETE PRIOR TO POURING CONCRETE.
AGENCY.
IN
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
Kennewick, WA
STRUCTRUAL
NOTES
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213-030
12/14/2015
14' - 6"
18' - 8"
9' - 4"
" 4'
'-6
8' - 0"
0"
12' - 0"
5' - 0"
37' - 8"
39' - 4"
9' - 4"
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3' - 0"
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8' - 4"
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5' - 0" 2' - 0"
8' - 4"
8' - 4"
C9
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8' - 4"
C9
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UP
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UP
PARTIAL HEIGHT EM WALL
( NO CORE INSULATION)
PARTIAL HEIGHT EM WALL
( NO CORE INSULATION)
8' - 6"
8' - 6"
8' - 6"
C6
8' - 1 1/2"
TYP.
8' - 8"
4" CONCRETE
SLAB W/ #4 @12"
O.C. EACH WAY
6' - 8"
6' - 0"
C6
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6' - 0"
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8' - 1 1/2"
8' - 6"
8' - 6"
8' - 6"
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14' - 0"
C7
PAVING PER
SITE PLAN
8' - 1 1/2"
2' - 3 1/2"
TYP.
NOTCH BANDING TO ACCOMMODATE
COLUMN (TYP.)
C1
14' - 0"
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2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
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COLUMN
FOOTING
(TYP.)
2' - 3 1/2"
4" CONCRETE SLAB W/ #4 @
12" O.C. EACH WAY O/ 2" RIGID
(R-10) O/ COMPACTED FILL
C1
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TYPICAL EM WALL - FULL HEIGHT
14' - 0"
C4
TYPICAL EM WALL - FULL HEIGHT
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4" CONCRETE SLAB W/ #4 @
12" O.C. EACH WAY O/ 2" RIGID
(R-10) O/ COMPACTED FILL
C8
84' - 0"
C4
14' - 0"
C1
7
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TYP.
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These drawings are intended for use
solely with respect to this project and
BOLLARD (TYP.)
SLOPE
SLOPE
1/8" : 12"
1/8" : 12"
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are the property of
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TRENCH DRAIN
WITH TRAP
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14' - 0"
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1/8" : 12"
1/8" : 12"
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
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DRAWN BY:
5
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TYP
SLOPE
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COLUMN FOOTING (TYP.)
5
SLOPE
14' - 0"
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7
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TYP
14' - 0"
C1
A Professional Service Corporation
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14' - 0"
9' - 10"
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CONCRETE COLUMN (TYP.)
C4
509-547-8854
FAX 509-547-8912
[email protected]
FLAT SLAB
FLAT SLAB
C4
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
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2' - 3 1/2"
EM WALL PER PLAN (TYP.)
TRENCH DRAIN
WITH TRAP
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CHECKED BY:
-
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14' - 0"
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PHASE:
F
CD
REVISION NO:
14' - 0"
188' - 4"
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26' - 0"
MARK
DATE
DESCRIPTION
C3
C3
C5
D
C4
B
TO R
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IN
TO
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THICKENED SLAB
UNDER BEARING
WALL
19' - 6"
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FD
14' - 0"
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31' - 6"
C5
TYP
RIG
O
12
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12' - 0"
E
T
70' - 0"
22' - 4"
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3
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H
2' - 0"
C4
TYP.
5' - 10"
C4
14' - 0"
10' - 5"
C4
3
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8' - 2"
2' - 0" 7' - 6"
12' - 0"
4" CONCRETE
SLAB W/ #4 @12"
O.C. EACH WAY
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9' - 0"
4 RISERS
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14' - 0"
22' - 4"
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T E R E N C E L.
THORNHILL
ARCHITECT
5 RISERS
70' - 0"
2
0"
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23' - 0"
46' - 4"
8' - 8"
8' -
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6"
6' - 4"
37' - 8"
7' - 6"
5
7' -
3' - 0"
5
7' - 6"
58' - 8"
21' - 10"
"
'-0
4
14' - 10"
46' - 4"
10' - 0"
3
189' - 0"
5' - 4"
2
3' - 0"
1
6' - 0"
6x
6x
1/
4
F
C2
C2
C2
C2
28' - 0"
C4
H
SS
C
TYPICAL EM WALL - FULL HEIGHT
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70' - 0"
7
0251
TYP.
4" CONCRETE SLAB W/ #4 @12"
O.C. EACH WAY O/ 2" RIGID
(R-10) O/ COMPACTED FILL
PAVING PER
SITE PLAN
COLUMN FOOTING SCHEDULE
46' - 4"
CJ
SLOPE
SLOPE
1/8" : 12"
1/8" : 12"
PARTIAL HEIGHT EM WALL
(WITH CORE INSULATION
PER STANDARD DETAIL)
5
0251
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14' - 0"
TRENCH DRAIN
WITH TRAP
TYP
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TYP.
14' - 0"
46' - 4"
FOOTING TYPE
C1 HSS 6x6x1/4"
1
45"
45"
12"
(4) #4 @ 16" O.C. EACH WAY
C2 HSS 6x6x1/4"
1
36"
36"
12"
(4) #4 - EACH WAY
C3 HSS 6x6x1/4"
2
60"
36"
12"
(5) #4 - EACH WAY
C4 HSS 6x6x1/4"
2
48"
24"
12"
(4) #4 - EACH WAY
C5 HSS 6x6x1/4"
3
33"
33"
12"
(4) #5 - EACH WAY
C6 HSS 6x6x1/4"
3
24"
24"
12"
(4) #5 - EACH WAY
C7 HSS 6x6x1/4"
1
24"
24"
24"
(2) #4 - EACH WAY
C8 HSS 6x6x1/4"
2
24"
12"
18"
(2) #4 - EACH WAY
C9 HSS 6x6x1/4"
EM WALL
24"
CONTINUOUS
18"
SEE DETAIL 10/0251
NOTE:
27' - 4"
30' - 0"
1' - 4"
14' - 0"
14' - 0"
14' - 0"
84' - 0"
14' - 0"
14' - 0"
4' - 2"
14' - 0"
3
0251
3
0251 TYP.
7
0251 TYP.
3
12' - 0"
PARTIAL HEIGHT EM WALL
( NO CORE INSULATION)
X COLUMN (A)
B
A
WIDTH (X) LENGTH (Y)
SEE SHEET 0252 FOR COLUMN FOOTING DETAILS
DEPTH (Z)
REINFORCING
ES
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FLAT SLAB
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IN
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
Kennewick, WA
FOUNDATION
PLAN
0210
213-030
1
FOUNDATION PLAN
3/32" = 1'-0"
12/14/2015
1
2
8' - 6"
8' - 6"
8' - 6"
8' - 1 1/2"
2' - 3 1/2"
2' - 3 1/2"
10' - 5"
T E R E N C E L.
THORNHILL
ARCHITECT
G
14' - 2"
HSS 6x12x1/4
PERIMETER BEAM
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
2
11' - 8 1/2"
OPEN TO
BELOW
HSS 6x12x1/2
SUPPORT BEAM (TYP.)
3 1/2"
19' - 0 1/2"
509-547-8854
FAX 509-547-8912
[email protected]
2' - 10"
A Professional Service Corporation
3' - 9"
PLATE EMBED LOCATION
BEARING WALL
14' - 0"
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10' - 1"
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
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2" CONCRETE OVER 3"
METAL DECK (5" TOTAL)
W/ #3 @ 18" O.C.
6
These drawings are intended for use
0252
solely with respect to this project and
are the property of
PLATE EMBED LOCATION
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
NOTE:
LOFT - LIGHT STORAGE = 150 PSF LIVE LOAD CAPACITY
PAN DECK: N FORMLOK - 16 GAGE
FRAMING PLAN - LOFT - 1/3
1
1/4" = 1'-0"
DRAWN BY:
DG
43' - 0"
42' - 6"
HSS 6x2x1/4 @ 4' - 4" O.C.
statutory, copyright and other rights.
CHECKED BY:
-
PHASE:
CD
1
REVISION NO:
2
MARK
PLATE EMBED LOCATION
DATE
DESCRIPTION
NOTE:
LOFT - LIGHT STORAGE = 150 PSF LIVE LOAD CAPACITY
PAN DECK: N FORMLOK - 16 GAGE
D
PLATE EMBED LOCATION
6"
2" CONCRETE OVER 3"
METAL DECK (5" TOTAL)
W/ #3 @ 18" O.C.
BEARING WALL
3
UP
HSS 6x12x1/2
SUPPORT BEAM (TYP.)
FRAMING PLAN - AWNING
1/4" = 1'-0"
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HSS 6x12x1/4
PERIMETER BEAM
TO R
E R F WA SH A N
IN
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
Kennewick, WA
MEZANING AND
AWNING
FRAMING PLANS
0220
213-030
2
FRAMING PLAN - LOFT - 2
1/4" = 1'-0"
12/14/2015
1
2
3
5
HSS 6x6x1/4 PURLIN (TYP.)
SEE BUILDING SECTION
FOR PURLIN SPACING
HSS 6x6x1/4 PURLIN (TYP.)
SEE BUILDING SECTION
FOR PURLIN SPACING
G
T E R E N C E L.
THORNHILL
ARCHITECT
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
13' - 6"
13' - 6"
6"
CONCRETE END TRUSS (TYP.)
6"
CONCRETE END TRUSS (TYP.)
4
14' - 0"
CONCRETE ARCH TRUSS (TYP.)
CONCRETE ARCH TRUSS (TYP.)
14' - 0"
509-547-8854
FAX 509-547-8912
[email protected]
A Professional Service Corporation
WALL BELOW (TYP.)
14' - 0"
14' - 0"
WALL BELOW (TYP.)
PURLINS AT PEAK DO NOT
CONTINUE THROUGH CUPOLA
SEE SECTION
14' - 0"
14' - 0"
CONCRETE ARCH TRUSS
W/ CUPOLA (TYP. OF 3)
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
These drawings are intended for use
6"
HSS 6x6x1/4 PURLIN (TYP.)
SEE BUILDING SECTION
FOR PURLIN SPACING
are the property of
14' - 0"
13' - 6"
solely with respect to this project and
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
3"
F
DG
13' - 6"
12' - 9"
DRAWN BY:
CHECKED BY:
CONCRETE ARCH MINI TRUSS (TYP. OF 3)
6"
-
E
PHASE:
12' - 9"
CD
REVISION NO:
3"
CONCRETE END TRUSS (TYP.)
13' - 6"
6"
D
MARK
DATE
DESCRIPTION
HSS 6x6x1/4 PURLIN (TYP.)
SEE BUILDING SECTION
FOR PURLIN SPACING
O
IN
S TA
14' - 0"
G I S T ER E D
SI
G
ONA L EN
E
43454
RE
ER
N
ES
TO
O
PR
F
EL
E
T
B
G
RIG
O
CONCRETE ARCH TRUSS (TYP.)
TO R
E R F WA SH A N
G
14' - 0"
C
IN
14' - 0"
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
13' - 6"
Kennewick, WA
6"
A
1
FRAMING PLAN - ROOF
3/32" = 1'-0"
ROOF FRAMING
PLANS
0230
213-030
12/14/2015
GRID
GRID
GRID
GRID
556"
30"
278"
556"
CL
278"
30"
24"
6"
NOTE:
SEE DETAIL FOR
PLATE EMBEDS
NOTE:
SEE DETAIL FOR
PLATE EMBEDS
24"
30"
278"
24"
30"
6"
HSS CUPOLA
SEE DETAIL
2"
7' -
HSS 6x6x1/8
Top Plate
36' - 8"
C
L
6"
12
24"
8"
9"
"
15
COLLAR TIE (TYP.)
30°
36
0"
SEE DETAIL FOR
DOUBLE RADIUS
RAFTER TAIL (TYP.)
60"
S-ROOF TRUSS - ARCH (FOR REFERENCE ONLY)
1/8" = 1'-0"
2
GRID
25"
C
L
Top of B.B.
20' - 0"
38"
32"
COLLAR TIE (TYP.)
29"
217"
217"
SEE DETAIL FOR
DOUBLE RADIUS
RAFTER TAIL (TYP.)
S-ROOF TRUSS - ARCH W/ CUPOLA (FOR REFERENCE ONLY)
1/8" = 1'-0"
3
29"
32"
509-547-8854
FAX 509-547-8912
[email protected]
A Professional Service Corporation
COLLAR TIE (TYP.)
S-ROOF TRUSS - ARCH MINI (FOR REFERENCE ONLY)
1/8" = 1'-0"
THREADED NELSON STUD
(CUT TO LENGTH)
GRID
556"
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
ROOF TYPE PER PLAN
CL
278"
0"
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
60"
60"
30°
36
0"
0"
36
253"
7' -
20' - 0"
6"
253"
192"
25"
72"
10"
10"
6"
38"
C
L
Top of B.B.
228"
108"
4"
10"
10"
108"
192"
38"
0"
2
0702
300"
30°
PURLIN
"
15
60°
60"
1
60°
60°
T E R E N C E L.
THORNHILL
ARCHITECT
6"
30°
25"
C
L
8' -
300"
SEE DETAIL FOR
DOUBLE RADIUS
RAFTER TAIL (TYP.)
253"
36
0"
1
0702
6"
253"
0"
7
20' - 0"
300"
6"
25"
Top of B.B.
NOTE:
PURLINS SHOWN FOR
STRUCTURAL POINT LOADS.
SEE DETAIL FOR
ADDITIONAL INFORMATION
8' -
12"
6"
6"
20"
NOTE:
SEE DETAIL FOR
PLATE EMBEDS
NOTE:
SEE COPULA DETAIL FOR
ATTACHMENT
9"
60°
278"
24"
66"
12"
9"
"
15
9"
7
60°
38"
CL
278"
12
1
0702
GRID
556"
CL
278"
GRID
GRID
278"
CL
These drawings are intended for use
solely with respect to this project and
CL
NOTE:
SEE DETAIL FOR
PLATE EMBEDS
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
12"
0"
8' -
statutory, copyright and other rights.
CL
BOND BEAM
DRAWN BY:
6
DG
0250
12
8' -
7
1
0702
EM WALL INFILL
60°
60°
12
EXTEND WALL REINFORCING INTO BOND BEAM
253"
253"
25"
-
HSS 6x2x1/8 BLOCKING
WELD TO EMBED PLATE
0"
3"
CL
3"
6' -
REVISION NO:
6x12x1/4 EMBED PLATE
CENTER UNDER PURLINS
(PURLIN LOCATION PER ARCH DETAILS)
1/2"x6" NELSON STUD
(MIN 4 PER PURLIN BLOCKING)
CONCRETE ARCH TRUSS
MARK
DATE
DESCRIPTION
CONCRETE TRUSS
CL
1/2" SLIP BOLTS @ 48" O.C.
CAST INTO ARCH AT PARTITION
WALL ONLY. (MIN 3" EMBED)
8"
NOTE:
END TRUSS TO BE INCORPORATED INTO
END WALL CONSTRUCTION. FORM RAFTER
TAILS AS PART OF WALL BOND BEAM
SEE DETAIL FOR
DOUBLE RADIUS
RAFTER TAIL (TYP.)
0"
CD
HSS 6x2x1/8 PURLIN BLOCKING
3"
HSS 6x6x1/4 PURLIN
WELD TO EMBED PLATE
38"
PHASE:
HSS 6x6x1/4 PURLIN
2"
25"
6"
6"
WALL BOND BEAM
8' -
CHECKED BY:
1/8"
CL
7
Top of B.B.
20' - 0"
38"
0"
HSS PURLIN
EMBED PLATE
2"
NELSON STUD (TYP.)
CONCRETE TRUSS
O
IN
E
S TA
HSS 6x6x1/8
ES
43454
RE
G I S T ER E D
SI
G
ONA L EN
ER
N
F
TO
O
PR
ROOF PER PLANS
E
B
TO R
E R F WA SH A N
EL
S-ROOF TRUSS TO PURLIN
6
1 1/2" = 1'-0"
G
S-ROOF TRUSS - ARCH PURLIN LOCATION
5
1/4" = 1'-0"
G
S-ROOF TRUSS - END
4
1/8" = 1'-0"
T
PLAN
RIG
O
ALIGN PURLIN AT END OF TRUSS TAIL
IN
HSS 6x6x3/16
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
HSS 6x6x1/8
6-Top Plate
HSS 6x6x1/8
36' - 8"
1/8"
SEE RAKE DETAIL
FOR FASCIA
CONSTRUCTION
Kennewick, WA
HSS 6"x6"x1/8"
HSS 6x6x1/4 PURLIN
HSS 6x2x1/8 BLOCKING
1/8
2' - 0"
ROOF AND WALL
NOT SHOWN FOR
CLARITY
6x1/4" PLATE
CONCRETE ARCH
2' - 7"
CONCRETE ARCH TRUSS DRAWINGS PROVIDED
FOR REFERENCE ONLY. SEE STRUCTURAL
DRAWINGS BY OTHERS FOR REINFORCING
DETAILS AND ADDITIONAL INFORMATION.
HSS 6"x6"x1/4" PURLIN
1/8
HSS 6"x2"x1/8" BLOCKING
8
0250
CONCRETE TRUSS
7
S-CUPOLA
1" = 1'-0"
NOTE:
8
S-CUPOLA ATTACHMENT DETAIL
3" = 1'-0"
ARCH TRUSS
DETIALS
0250
213-030
12/14/2015
2' - 0"
1' - 8"
1' - 8"
4" CONCRETE - SEE TYPICAL EM WALL DETAIL
2 1/2"
4"
2 1/2"
7"
TIE #2
(2) #4 CONTINUOUS CENTERED
IN BEAM (EQUALLY SPACED)
#4 GFRP
(5) #4 CONTINUOUS @ BOTTOM
OF BEAM (EQUALLY SPACED)
VERTICAL WALL REINFORCING PER DETAIL
GFRP TIE #3 @ 12" O.C.
EM FORM
NOTE:
ALL TIES ARE GLASS FIBER
REINFORCED POLYMER
(GFRP)
EM FOAM INFILL
GFRP TIE #1 @ 48" O.C.
2' - 8"
HORIZONTAL WALL REINFORCING PER DETAIL
3' - 0"
20
#4 GFRP
2"
EM FORM BRACE
CONCRETE BOND BEAM
2 1/2"
2' - 6"
GFRP TIE #3 @ 12" O.C.
EM FORM JOINT
#5 GFRP
18
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
1"
(8) #6 VERTICAL REINFORCING
T E R E N C E L.
THORNHILL
ARCHITECT
11
/2"
GFRP SPAR REINFORCING ASSEMBLY
GFRP SPAR TIE #1 @ 48" O.C.
9"
20' - 0"
1' - 0"
4-Top Of B.B.
9"
GFRP LOOP TIE #4 @ 12" O.C.
SEE EM WALL CAP DETAIL FOR
ADDITIONAL WALL REINFORCING
(NOT SHOWN FOR CLARITY)
1/
2"
1' - 8"
4"
2 1/2"
(3) #4 CONTINUOUS @ TOP OF BEAM
1
2' - 1"
10"
#3 HORIZONTAL HOOP CAGE @ 6" O.C.
5' - 6"
17
24"x24" CONCRETE CORNER COLUMN
SEE TYPICAL EM WALL
REINFORCING DETAIL
FOR WALL REINFORCING
16
TIE #1
GFRP SPAR REINFORCING ASSEMBLY
TIE #3
509-547-8854
FAX 509-547-8912
[email protected]
1' - 10"
16" ICF SYSTEM
GFRP TIE #2 @ 12" O.C.
1"
8 1/2"
4" CAST IN PLACE CONCRETE
2' - 0"
1/2" SHOTCRETE FINISH
14
A Professional Service Corporation
2' - 6"
15
FOAM INFILL
2"
13
4' - 0"
12
4"
1' - 4"
TIE #4
4"
SEE EM WALL TYPICAL REINFORCING
FOR ADDITIONAL WALL REINFORCING
(NOT SHOWN FOR CLARITY)
2' - 6"
1 1/2" COVER MINIMUM
S-EM WALL CAP
2
1" = 1'-0"
11
S-EM WALL CORNER PLAN DETAIL
3
1" = 1'-0"
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
S-EM WALL GFRP REINFORCING TIES
4
1" = 1'-0"
2' - 0"
10
GFRP TIE #2 @ 12" O.C.
9
4" CONCRETE - SEE TYPICAL EM WALL DETAIL
EM FORM JOINT
8
5' - 6"
EM FORM BRACE
7
EM FORM
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
#5 BAR FENESTRATION
REINFORCEMENT (1) BAR
IN EACH MEMBRANE ALL
EDGES OF FENESTRATION
6
VERTICAL WALL REINFORCING PER DETAIL
EM FOAM INFILL
solely with respect to this project and
which reserves all common law
HORIZONTAL WALL REINFORCING PER DETAIL
EM FORM
5
These drawings are intended for use
P.
TY
"
36
P.
TY
2"
4" CONCRETE
#3 BAR DIAGONAL
REINFORCEMENT (1) BAR
IN EACH MEMBRANE
(TYP BOTH SIDES)
statutory, copyright and other rights.
DRAWN BY:
DG
EM FOAM INFILL
EM FORM JOINT
#4 @ 12" O.C. VERT - CONTINUOUS
FROM FOUNDATION TO TOP OF
WALL - 2" SPACING FOR NONCONTACT LAP SPLICE ALLOWED
3
SPAR REINFORCING ASSEMBLY
#4 VERT. CONTINUOUS
FOUNDATION TO TOP
OF WALL
(8) #6 VERTICAL REINFORCING
1 1/2" COVER MINIMUM
6"
2' - 6"
GFRP SPAR TIE #1 @ 48" O.C.
CHECKED BY:
OPENING
-
PHASE:
CD
2
REVISION NO:
#4 @ 12" O.C. HORIZ. - CONTINUOUS
FULL LENGTH OF WALL - 2" SPACING
FOR NON-CONTACT LAP SPLICE
ALLOWED
1
#3 HORIZONTAL HOOP CAGE @ 6" O.C.
MARK
1' - 6"
0' - 0"
1' - 0"
2-Finish Floor
18"x24" CONCRETE COLUMN
DATE
DESCRIPTION
(2) EM REINFORCING TIE #3
GFRP TIE #3 @ 12" O.C.
SEE EM WALL FOOTING DETAIL FOR
ADDITIONAL WALL REINFORCING
(NOT SHOWN FOR CLARITY)
4"
7
S-EM WALL COLUMN PLAN DETAIL
1" = 1'-0"
8
S-CONCRETE OPENING REINFORCING DETAIL
1" = 1'-0"
B
TO R
E R F WA SH A N
O
IN
TO
EL
G
E
T
S-EM WALL TYPICAL REINFORCING
1" = 1'-0"
S TA
6
1' - 4"
G
S-EM WALL SPAR REINFORCING LOCATIONS
1/2" = 1'-0"
4"
RIG
O
5
1 1/2" COVER MINIMUM
N
4"
1' - 4"
EM FORM JOINT
4"
EM FORM BRACE (TYP.)
45 DEG. CHAMFER
EM WALL PER PLAN
SEE TYPICAL EM WALL
REINFORCING DETAIL FOR
WALL REINFORCING
CONCRETE BAND
GFRP TIE #3
4"
CONCRETE FLOOR SLAB - SEE PLAN
4"
PVC 2x12
12"x24"x4" #4 TIE @ 48" O.C.
GFRP TIE #3 @ 12" O.C.
2' - 0"
2' - 6"
LINE OF WALL SPAR ASSEMBLY,
GFRP TIE #3 AND VERTICAL #4 BAR
9
S-EM WALL REINFORCING SPACING DETAIL
3" = 1'-0"
2' - 0"
10
S-EM WALL FOOTING
1" = 1'-0"
SI
G
ONA L EN
IN
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
EM WALL
CONCRETE GRADE BEAM FOOTING
11
S-EM WALL OPENING PLAN DETAIL
1" = 1'-0"
Kennewick, WA
0251
(3) #5 BARS AT BOTTOM
OF GRADE BEAM
SECTION
G I S T ER E D
STRUCTURAL
DETAILS
EQ
(2) #5 BARS AT TOP
OF GRADE BEAM
1' - 6"
#4 REBAR VERTICAL
CONTINUOUS FROM
FOUNDATION TO TOP
OF WALL
ELEVATION
FILL 1/2" GAP WITH SEALANT
AND BACKER ROD
1 1/2"
PVC TRUE 4x4 BUCK
W/ 3/8" DIA LAG @ 18"
O.C. STAGGERED
1/2"
6"
1' - 0"
QUADLOCK
REBAR CHAIR
43454
RE
EQ
2-FINISH FLOOR
0' - 0"
4"
2' - 0"
#4 REBAR HORIZONTAL
CONTINUOUS LENGTH
OF WALL
ES
1' - 0"
#4 BAR CONTINUOUS FROM
FOOTING TO TOP OF WALL (TYP.)
#5 FENESTRATION
REINFORCEMENT
1' - 6"
GFRP WALL SPAR
TIE #1 @ 48" O.C.
F
E
2"
O
PR
3/4" MIN. COVERAGE
FROM HORIZONTAL
BAR TO ICF FORM
ER
4"
12
S-EM WALL - BREEZWAY COLUM
1" = 1'-0"
213-030
12/14/2015
CONCRETE WALL CAP
10"
#4 @ 18" O.C. (HOOK)
WALL TYPE PER PLAN
PROVIDE EXPANSION GAP AT
EDGE OF BEAM
(1/2" MIN - 3/4" MAX)
#4 @ 12" O.C.
4-Top of Wall
(3) #4 CONTINUOUS
(EQUALLY SPACED)
8' - 0"
(2) #4 CONTINUOUS @ EACH FACE - HORZ
X
8" CONCRETE WALL
(BAG AND SACK FINISH)
2 1/2"
HSS 12x6x1/4 PERIMETER BEAM
2" CONCRETE OVER 3" METAL
DECK (5" TOTAL)
HSS 12x6x1/4 PERIMETER BEAM
3-2nd Floor
10' - 6"
4"
6"
L 5x3x1/4
4"
WALL TYPE PER PLAN
5"
2' - 1"
GFRP TIE #3 @ 12" O.C.
3-LOFT
10' - 6"
5"
HSS 12x6x1/2 BEAM
SLOPE FINISH GRADE 1% MINIMUM
AWAY FROM WALL (TYP.)
ASPHALT PAVING OVER
COMPACTED BASE PER CIVIL
GFRP SPAR TIE #1 @ 48" O.C.
HSS 6x6x1/2 BEAM
(2) #4 CONTINUOUS @ EACH FACE - HORZ
1/2" SHOTCRETE FINISH
X
(3) #4 CONTINUOUS - HORZ
4" CAST IN PLACE CONCRETE
HSS 6x6x1/4 COLUMN
HSS 6x6x1/4 COLUMN
509-547-8854
FAX 509-547-8912
[email protected]
A Professional Service Corporation
8"
X
9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA
99301
#3 @ 18" O.C. (HOOK) - VERT
2' - 0" MIN.
SEE TYPICAL EM WALL
REINFORCING DETAIL
FOR WALL REINFORCING
T E R E N C E L.
THORNHILL
ARCHITECT
16" ICF SYSTEM
FOAM INFILL
8"
4"
S-EM WALL AT LOFT
1
1" = 1'-0"
S-EM WALL AT LOFT - PERPENDICULAR
2
1" = 1'-0"
1' - 4"
4"
8"
8"
COMPACTED BASE BACKFILL PER
GEOTECH ENGINEER
2' - 0"
S-EM WALL CAP @ GARDEN WALL
3
1" = 1'-0"
2549 W 33RD PL.
KENNEWICK, WA, 99337
509.308.8015
866.421.7049 FAX
S-TRASH ENCLOSURE - WALL DETAIL
4
1" = 1'-0"
HSS 12x6x3/16
CORTEN STANDING
SEAM METAL ROOF
1/4" KNIFE PLATE
1 1/2" B-22 GAGE
METAL DECKING
DRIP FLASHING
2' - 10"
6"
2"
3"
3/8"
1/4" KNIFE PLATE
1/4" CAP
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
HSS BEAM PER STRUCTURAL
HSS 4x4x1/4"
statutory, copyright and other rights.
3"
BRACKET DETAIL
2"
1 1/
3"
BRACKET
SEE DETAIL
1 1/2" METAL DECKING
HSS 6x2x1/4" @ 4' - 4" O.C.
2"
2 1/
2"
1 1/
CORTEN STANDING
SEAM METAL ROOF
1/8
are the property of
2"
1/8"
HSS 6x2x1/8"
solely with respect to this project and
1/4" DOUBLE PLATE
T.O. BEAM
14'-0"
These drawings are intended for use
3/4" BOLT
3"x10"x3/8" EMBED PLATE W/
(2) 1/2" DIA. x 3" NELSON STUDS
TYP. OF 4 - SEE LOCATIONS ON
FRAMING PLAN
DRAWN BY:
DG
NOTE:
1) WELDS = 1/4" FILLET ALL AROUND
2) GRIND ALL EDGES SMOOTH
HSS 4x4x1/4"
HSS 6x6x1/4"
1/8
CHECKED BY:
1/2" @ 16" O.C.
-
HSS12x6x3/16"
T.O. BEAM
14'-10"
HSS6x6x1/4"
3"
3"
3"
1/8"
CONCRETE SLAB
6"
MARK
2"
1 1/
3"
3"
4"
REVISION NO:
1/4" KNIFE PLATE
2"
2 1/
3"
6"
PAVING PER CIVIL
CD
DEFLECTION TRACK
2"
1 1/
3"
SEE STRUCTURAL FOR FOOTING DETAILS
HSS 6x2x1/4" @ 4' - 4" O.C.
PHASE:
BRACKET
SEE DETAIL
DATE
DESCRIPTION
WALL TYPE PER PLANS
HSS 4x4x1/4"
HSS12x6x3/16"
1/2" GAP
HSS6x6x1/8"
8
EQ
EQ
EQ
REINFORCING [B] O.C. EACH WAY
(3" MINIMUM CLEAR ABOVE BOTTOM)
[A]
BASE PLATE
PLAN
A
5/16
3 1/2"
5/16
1" NON-SHRINK GROUT
1' - 0"
CONCRETE SLAB PER PLAN
5/8" ANCHOR BOLT
(7" MIN. EMBED)
[Z]
10
S-COLUMN FOOTING - TYPE 2
1/2" = 1'-0"
1" NON-SHRINK GROUT
5/8" ANCHOR BOLT
(7" MIN. EMBED)
[Z]
1' - 0"
1' - 0"
[Z]
S-COLUMN FOOTING - TYPE 1
1/2" = 1'-0"
FILL WITH NON-SHRINK GROUT
REINFORCING [B] PER SCHEDULE
WALL FOOTING PER DETAIL
SECTION A-A
5/8" ANCHOR BOLT
EPOXIED INTO
FOOTING
A
REINFORCING [B] PER SCHEDULE
REINFORCING PER SCHEDULE
10"
COMPACTED FILL PER GEOTECH
WALL FOOTING PER DETAIL
SECTION A-A
11
S-COLUMN FOOTING - TYPE 3
1/2" = 1'-0"
F
ES
43454
RE
G I S T ER E D
SI
G
ONA L EN
IN
PORT OF
KENNEWICK
COLUMBIA DR.
WINE VILLAGE
Kennewick, WA
BASE PLATE
[A]
CONCRETE SLAB PER PLAN
5/8" ANCHOR BOLT
(7" MIN. EMBED)
9
PLAN
FILL WITH NON-SHRINK GROUT
CONCRETE SLAB PER PLAN
COMPACTED FILL PER GEOTECH
CL
WALL FOOTING
PER DETAIL
A
1" NON-SHRINK GROUT
SECTION A-A
5/8" ANCHOR BOLT
EPOXIED INTO
FOOTING
BASE PLATE
[A]
FILL WITH NON-SHRINK GROUT
5/16
1' - 2"
WALL FOOTING
PER DETAIL
3/4" BASE PLATE
2" TYP.
[X]
3 1/2"
5/8" ANCHOR BOLT
EPOXIED INTO
FOOTING
PLAN
CL
[X]
EQ
1' - 2"
REINFORCING [B] PER SCHEDULE
EXTEND REINFORCING INTO WALL
FOOTING MINIMUM 18"
3/4" BASE PLATE
2" TYP.
10"
2" TYP.
EQ
[X]
CL
3 1/2"
REINFORCING [B] PER SCHEDULE
EXTEND REINFORCING INTO WALL
FOOTING MINIMUM 18"
3/4" BASE PLATE
2" TYP.
2) COLUMN FOOTING TO BE POURED
MONOLITHIC WITH WALL FOOTING
ER
2) COLUMN FOOTING TO BE POURED
MONOLITHIC WITH WALL FOOTING
1) SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
CL
E
[Y]
A
[Y]
10"
EQ
1) SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
N
[Y]
CL
IN
TO
A
NOTE:
O
PR
NOTE:
SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
CL
O
E
EL
A
B
TO R
E R F WA SH A N
G
NOTE:
S-PARTITION WALL TO BEAM
3" = 1'-0"
T
S-CROSS BRACING DETAIL
1" = 1'-0"
7
S TA
S-AWNING AT WALL
1" = 1'-0"
6
G
S-AWNING AT POST
1" = 1'-0"
10"
5
CROSS BRACE DETAIL
RIG
O
ELEVATION
COMPACTED FILL PER GEOTECH
STRUCTURAL
DETAILS
0252
213-030
12/14/2015