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DESIGN CRITERIA:
INTERNATIONAL BUILDING CODE - 2012CONCRETE - ACI 318 AND ACI 301WELDING - AWS D1.1STRUCTURAL STEEL - AISC "MANUAL OF STEEL CONSTRUCTION"
FOURTEENTH EDITION
DESIGN LOADS:
WIND DESIGN: 110 MPH EXPOSURE CSDC: DROOF SNOW LOAD: 20 PSFROOF DEADLOAD: 15 PSFFLOOR LOAD: 100 PSFSOIL BEARING CAPACITY: 2000 PSF
(NOTE: HDJ DESIGN GROUP TO VERIFY SOIL FILL AND COMPACTIONPROCESS PER REPORT #3950-00 - MARCH 25TH, 2015)
GENERAL PROJECT NOTES:
1) THESE PLANS AND ALL WORK SHALL COMPLY WITH THE IBC 2012 EDITION AND ASREQUIRED BY GOVERNING ENTITIES. ANY ELECTRICAL WORK TO COMPLY WITH NECREQUIREMENTS.
2) DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN. ALL TRADESSHALL VERIFY ALL CONDITIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF CONFLICTSOR DISCREPANCIES BEFORE PROCEEDING ALL BOUNDARY AND SETBACK INFORMATIONSHOWN ON THESE DRAWINGS WAS COMPILED OF ASSESSOR'S OFFICE DATA AND GENERALFIELD MEASUREMENTS TO EXISTING FENCES AND STREET IMPROVEMENTS. HOWEVER THISIS NOT A SURVEY OF THE PROPERTY. IT IS THE RESPONSIBILITY OF THE PROPERTY OWNERTO VERIFY PROPERTY LINE LOCATIONS. SUB-CONTRACTORS SHALL PROTECT THE WORKAND ALL ADJACENT PROPERTY FROM LOSS AND DAMAGE RESULTING FROM OPERATIONS.
3) MECHANICAL EQUIPMENT SHALL OBSERVE MINIMUM SETBACKS. NO PART OF RETAININGWALLS AND FOOTINGS SHALL ENCROACH INTO ADJACENT PROPERTIES OR EASEMENTS.
4) FOOTINGS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW LOWEST ADJACENT FINISHGRADE (WITHIN 2 FEET HORIZONTAL OF FOOTINGS)
5) IF DURING EXCAVATION SOILS ARE DISCOVERED TO BE SUSPECT, EXPANSIVE OR OTHERGEOLOGIC INSTABILITY CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER AND GEOTECHENGINEER. CONTRACTOR TO VERIFY RECOMMENDATIONS OF THE GEOTECH REPORT HAVEBEEN INCORPORATED AND APPROVED BY STRUCTURAL ENGINEER AND GEOTECHENGINEER.
CONCRETE AND FOUNDATION NOTES:
1) ALL FOUNDATIONS AND SLABS TO BEAR ON NATIVE SOILS OR COMPACTED BACKFILL INACCORDANCE WITH STRATA REPORT
2) ALL FILL OR BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY INACCORDANCE WITH ASTM D1557 PER STRATA REPORT
3) CONCRETE SHALL CONFORM TO ACI 318-08, ACI 301-10 AND IBC 2012 AND BE A MINIMUMOF 4 INCHES THICK.
4) ALL STRUCTURAL CONCRETE SHALL HAVE A NORMAL COMPRESSIVE STRENGTH OF 3,000PSI AT 28 DAYS. MAXIMUM SIZE OF AGGREGATE TO BE 3/4 INCH. SLUMP SHALL BEBETWEEN 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 BASEPLATES.
6) CONTROL JOINTS SHALL BE TRUE STRAIGHT LINES, 1/4" WIDE BY 3/4" DEEP AND CUTWITHIN 24 HOURS AFTER FOUR. FILL CONTROL JOINTS WITH SEALANT.
7) ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4 INCH UNLESS NOTEDOTHERWISE.
8) ALL SERVICE PIPING, POTABLE WATER GAS, ETC. PENETRATING FOUNDATION WALLSHALL HAVE PIPE SLEEVES. SLEEVES SHALL BE IN ACCORDANCE WITH ASTM A52 STD WTPIPE AND WILL HAVE 1 INCH MINIMUM CLEARANCE FROM THE OUTSIDE FACE OF THESERVICE LINE TO THE INSIDE FACE OF THE PIPE SLEEVE. SEAL GAP WITH BACKER RODAND CONTINUOUS BEAD OF SEALANT ALL AROUND.
9) HOLD ALL EXPANSION JOINT MATERIAL AND INSULATION 1/2 INCH BELOW TOP OF SLABAND SEAL TOP WITH INDUSTRIAL POLYURETHANE CAULK.
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 BEPER PARAGRAPH 7.7.1 OF ACI 318. REINFORCEMENT SHALL BE CONTINUOUS BENT AROUNDCORNERS, OR CORNER BARS OF THE SAME SIZE MAY BE INSTALLED WITH A MINIMUM LEGLENGTH THAT CONFORMS WITH ACI 318, CLASS B SPLICES.
11) VERIFY LOCATIONS OF ALL ITEMS TO BE - IN, UNDER, THROUGH OR EMBEDDED INCONCRETE PRIOR TO POURING CONCRETE.
12) ALL HOLDOWNS, ANCHOR BOLTS, POSTS, ETC. SHALL BE SECURELY TIED IN PLACEPRIOR TO INSPECTION AND POURING CONCRETE. ALL HOLDOWNS AND POST ANCHORS ARETO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS ANDREQUIREMENTS OF I.C.B.O REPORT NUMBER 1211 AND 4448.
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 ASSUREPROPER AND ACCURATE INSTALLATION.
14) UFER GROUND BAR - PROVIDE #4 BAR MIN. 20 FEET CONTINUOUS, LOCATED AT BOTTOMOF FOOTING (MIN. 3 INCHES ABOVE GRADE) AND PROTRUDING 12 INCHES ABOVE SLAB ORSTEM WALL FOR ELECTRICAL GROUND. LOCATION SHALL BE VERIFIED BY ELECTRICALCONTRACTOR IF APPLICABLE.
15) PROVIDE EXPANSION JOINTS IN ALL SLABS AS NOTED ON DRAWINGS (16' - 0" OC. MAX).
16) HORIZONTAL DISTANCE FROM BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT SHALLBE 7' - 0" MINIMUM.
17) SLAB AND FOOTINGS TO BE ONE POUR METHOD (MONOLITHIC POUR TYP.) EXCEPT ATSTEEL COLUMNS AND AS NOTED OTHERWISE.
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 TOSLAB. 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). USE5/8" THREADED RODS BETWEEN FLOORS UNLESS NOTED OTHERWISE.
21) EXPOSED WOOD TO WEATHER OR WEATHER SPLASH SHALL BE 1" MINIMUM ABOVECONCRETE SLAB OR 6" MINIMUM ABOVE GRADE.
22) NO WORK OF ANY KIND SHALL BE PERFORMED PRIOR TO CONCRETE REACHING 70% OFDESIGNED COMPRESSIVE STRENGTH. MINIMUM WAITING PERIOD AFTER POURINGCONCRETE SLABS ON GRADE TO START OF CONSTRUCTION SHALL BE:
A) 24 HOURS - WALK ON SLABB) 5 DAYS - BEGIN WALL FRAMINGC) 7 DAYS - ROOF AND FLOOR FRAMINGD) 14 DAYS - ROOF LOADING
STEEL MATERIAL NOTES:
WIDE FLANGE BEAMS AND COLUMNS: ASTM A992WELD TO BEAMS AND COLUMNS: E70 ELECTRODEHSS TUBE STEEL: ASTM A500 GRADE CBASE PLATE: ASTM A36ANCHOR RODS: ASTM F-1554 GRADE 55BOLTS: ASTM A325 TYPE NNUTS: ASTM A563WASHERS: ASTM F436STEEL PLATE: ASTM A36
STEEL REINFORCING AS FOLLOWS:#3 THROUGH #5 BARS = GRADE 40 MINIMUM#6 AND ABOVE = GRADE 60 MINIMUM
FASTENERS IN TREATED WOOD - FASTENERS IN PRESERVATIVE TREATED WOOD ANDFIRE-RETARDANT WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,STAINLESS STEEL, SILICON BRONZE OR COPPER. COATING WEIGHTS FOR ZINC-COATED STEEL SHALL BE IN ACCORDANCE WITH ASTM B-695 CLASS 55 MINIMUM.FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG SCREWS MAY BEMECHANICALLY DEPOSITED IN ZINC IN ACCORDANCE WITH ASTM B-695, CLASS 55
HOLDOWN BOLTS:
HDU2 (3,075 lbs) - SSTB16 (3,780 lbs) 5/8" DIA. AND 12-5/8" EMBED LENGTHHDU4 (4,565 lbs) - SSTB20 (4,785 lbs) 5/8" DIA. AND 16-5/8" EMBED LENGTHHDU5 (5,645 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTHHDU8 (7,870 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTHHDU14 (14,375 lbs) - SSTB34 (14,445 lbs) 7/8" DIA. AND 28-7/8" EMBED LENGTH
REFER TO SIMPSON'S LATEST CATALOG FOR ADDITIONAL DETAILS
HARDY FRAME ANCHORAGE NOMENCLATURE (REFER TO HARDY FRAME SHEET HFXIFDN.)
1 1/8" - HS - 20 - 30
SILL BOLTS:
1) PROVIDE 5/8" ANCHOR BOLTS AT 48" O.C. MAX. OR AS SHOWN ON PLANS AND SHEARWALL SCHEDULE. SEE DETAILS.
2) EMBED BOLTS 7 INCHES MINIMUM INTO CONCRETE OR MASONRY
3) PROVIDE A MINIMUM OF 2 BOLTS PER SECTION OF SILL OR WOOD PLATES. LOCATEBOLTS MINIMUM 4 INCHES TO 12 INCHES MAX FROM ENDS OF SILL PLATE. INSTALLBOLTS WITH PROPERLY SIZED NUTS AND WASHERS.
4) WASHERS SHALL BE MINIMUM 3 INCH SQUARE BY 0.229 INCHES THICK AT EACH BOLTLOCATION UNLESS NOTED OTHERWISE.
HILTI FASTENER ICC-ES #ESR-2379SHANK DIA = 0.145"MINIMUM PENETRATION INTO CONCRETE = 1"MAXIMUM PENETRATION INTO CONCRETE = 1 3/8"SPACING = 16" O.C. MAXSHEAR = 130 lbs MINIMUM
SPECIAL INSPECTION:
SPECIAL INSPECTIONS SHALL BE PAID BY ARCHITECT.
SPECIAL INSPECTIONS ARE REQUIRED PER INTERNATIONAL BUILDING CODE, CHAPTER17, IN ADDITION TO THE REQUIREMENTS OF THE SPECIFICATIONS. SPECIALINSPECTOR SHALL INSPECT THE FOLLOWING CONSTRUCTION:
- BOLTS INSTALLED IN CONCRETE- REINFORCING STEEL- STRUCTURAL WELDING- HIGH-STRENGTH BOLTING
INSPECTOR SHALL VERIFY COMPLIANCE WITH THE APPROVED PLANS, CITY CODESAND ORDINANCES. INSPECTOR HAS THE DISCRETION TO REQUIRE THE REMOVAL OFFINISH WORK TO VISUALLY INSPECT THE WORK. THE GENERAL CONTRACTOR SHALLBE RESPONSIBLE TO REPLACE FINISHES AT NO COST TO THE OWNER OR INSPECTINGAGENCY.
SPECIAL INSPECTOR TO SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORTFOR THE ABOVE MENTIONED ITEMS TO ENGINEER OF RECORD.
Ca 1, Ca 2 - (EDGE AND END DISTANCE
Le - ROD EMBEDMENT LENGTH (BEYOND 10" MIN)
ROD GRADE (HIGH STRENGTH)
ROD DIAMETER
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0201
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
STRUCTRUALNOTES
12/14/2015
CD
GENERAL STRUCTURAL NOTES
MARK DATE DESCRIPTION
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7' -
6"
14' -
10"
70' -
0"
14' -
0"
12' -
0"
19' -
6"
46' -
4"
4' -
2"
188
' - 4
"
189' - 0"
4" CONCRETE SLAB W/ #4 @12" O.C. EACH WAY O/ 2" RIGID
(R-10) O/ COMPACTED FILL
PAVING PERSITE PLAN
12' -
0"
10' - 0" 21' - 10" 14' - 6" 18' - 8" 23' - 0" 12' - 0" 5' - 0" 37' - 8" 39' - 4" 5' - 0" 2' - 0"
5' - 0"
8' - 0"
4" CONCRETESLAB W/ #4 @12"O.C. EACH WAY
PAVING PERSITE PLAN
6' - 8" 6' - 0" 6' - 0"
5' -
4"
5' -
10"
9' -
0"
7' -
6"
46' - 4" 27' - 4" 30' - 0" 1' - 4" 84' - 0"
22' -
4"
70' -
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26' -
0"
70' -
0"
22' -
4"
84' -
0"
31' -
6"
12' -
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6' - 0"
SLOPE
1/8" : 12"
SLOPE
1/8" : 12"
SLOPE
1/8" : 12"
SLOPE
1/8" : 12"
SLOPE
1/8" : 12"
SLOPE
1/8" : 12"
FLAT SLAB
FLAT SLAB
FLAT SLAB
TRENCH DRAINWITH TRAP
TRENCH DRAINWITH TRAP
TRENCH DRAINWITH TRAP
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
28' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
14' - 0" 14' - 0" 14' - 0" 14' - 0" 14' - 0" 14' - 0"
EM WALL PER PLAN (TYP.)
CONCRETE COLUMN (TYP.)
CJ
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CJ
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CJ
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FD
02513
02517
TYP.
TYP.
02517
02513
TYP.
TYP.
02513
02517
TYP.
TYP.
02517
02513
TYP.TYP.
8' -
2"
TYPICAL EM WALL - FULL HEIGHT
PARTIAL HEIGHT EM WALL( NO CORE INSULATION)
PARTIAL HEIGHT EM WALL( NO CORE INSULATION)
PARTIAL HEIGHT EM WALL( NO CORE INSULATION)
PARTIAL HEIGHT EM WALL(WITH CORE INSULATIONPER STANDARD DETAIL)
TYPICAL EM WALL - FULL HEIGHT
TYPICAL EM WALL - FULL HEIGHT
COLUMNFOOTING(TYP.)
NOTCH BANDING TO ACCOMMODATECOLUMN (TYP.)
2' - 3 1/2"
8' - 1 1/2" 8' - 6" 8' - 6" 8' - 6" 8' - 1 1/2"
2' - 3 1/2"
9' -
10"
10' - 5" 8' - 6" 8' - 6" 8' - 6" 8' - 1 1/2"
2' - 3 1/2"
5 RISERS
UP
UP
4 RISERS
5
0251 TYP
5
0251 TYP
5
0251 TYP
HSS 6
x6x1
/4
025112
TYP
3
0252
THICKENED SLABUNDER BEARINGWALL
COLUMN FOOTING (TYP.)
4" CONCRETESLAB W/ #4 @12"O.C. EACH WAY
C4 C4 C4 C4 C6
C4C1C1C1C1C4
C4
C8 C7
C7
C7
C7
C7
C7C8
C8
C3C5 C3 C3 C3 C5
C4
C2C2C2C2C4
C4 C1 C1 C1 C1 C4
C4
C4C4C4C4C6
C7
C7
C7
C7
C7
C7 C8
C8
C8
C8
C8
BOLLARD (TYP.)
C9
C9
C9
C9 C9 C9 C9 C9 C9 C9 C9 C9 C9
C9
C9
C9
9' - 4" 3' - 0" 6' - 4" 9' - 4"
7' - 6"
8' - 0"
4' - 0"
2' - 6"
7' -
6"
2' -
0"
3' - 0" 8' - 4" 8' - 4" 8' - 4" 8' - 4"
3' -
0"
8' -
8"
8' -
8"
2' -
0"
4" CONCRETE SLAB W/ #4 @12"O.C. EACH WAY O/ 2" RIGID(R-10) O/ COMPACTED FILL
4" CONCRETE SLAB W/ #4 @12" O.C. EACH WAY O/ 2" RIGID
(R-10) O/ COMPACTED FILL
SEE SHEET 0252 FOR COLUMN FOOTING DETAILS
COLUMN FOOTING SCHEDULE
COLUMN (A)
HSS 6x6x1/4"
WIDTH (X)
45"
LENGTH (Y)
45"C1
C2
C3
X REINFORCING
(4) #4 @ 16" O.C. EACH WAY
(4) #4 - EACH WAY
(5) #4 - EACH WAY
DEPTH (Z)
12"
C4 (4) #4 - EACH WAY
C5 (4) #5 - EACH WAY
NOTE:
FOOTING TYPE
1
1
2
2
3
36" 36" 12"
60" 36" 12"
48" 24" 12"
33" 33" 12"
C6 (4) #5 - EACH WAY3 24" 24" 12"
HSS 6x6x1/4"
HSS 6x6x1/4"
HSS 6x6x1/4"
HSS 6x6x1/4"
HSS 6x6x1/4"
C7
C8
1 24" 24" 24"HSS 6x6x1/4"
(2) #4 - EACH WAY2 24" 12" 18"HSS 6x6x1/4"
(2) #4 - EACH WAY
C9 SEE DETAIL 10/0251EM WALL 24" CONTINUOUS 18"HSS 6x6x1/4"
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0210
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
FOUNDATIONPLAN
12/14/2015
CD
3/32" = 1'-0"1
FOUNDATION PLAN
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OPEN TOBELOW
2" CONCRETE OVER 3"METAL DECK (5" TOTAL)
W/ #3 @ 18" O.C.
HSS 6x12x1/2SUPPORT BEAM (TYP.)
HSS 6x12x1/4PERIMETER BEAM
BEARING WALL
10' - 5" 8' - 6" 8' - 6" 8' - 6" 8' - 1 1/2" 2' - 3 1/2"
2' -
3 1
/2"
11' -
8 1
/2"
14' -
0"
14' -
2"
3' -
9"
10' -
1"
NOTE:
LOFT - LIGHT STORAGE = 150 PSF LIVE LOAD CAPACITYPAN DECK: N FORMLOK - 16 GAGE
CJ
CJ
CJ
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CJ
CJ
CJ
1 2
D
2" CONCRETE OVER 3"METAL DECK (5" TOTAL)
W/ #3 @ 18" O.C.
HSS 6x12x1/2SUPPORT BEAM (TYP.)
HSS 6x12x1/4PERIMETER BEAM
NOTE:
LOFT - LIGHT STORAGE = 150 PSF LIVE LOAD CAPACITYPAN DECK: N FORMLOK - 16 GAGE
BEARING WALL
CJ
CJ
CJ
CJ
CJ
CJ
2
F
3 1/2" 19' - 0 1/2" 2' - 10"
42' -
6"
6"
43' -
0"
HS
S 6
x2x1/4
@ 4
' - 4
" O
.C.
PLATE EMBED LOCATION
PLATE EMBED LOCATION
PLATE EMBED LOCATION
PLATE EMBED LOCATION
6
0252
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0220
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
MEZANING ANDAWNING
FRAMING PLANS
12/14/2015
CD
1/4" = 1'-0"1
FRAMING PLAN - LOFT - 1/3
1/4" = 1'-0"2
FRAMING PLAN - LOFT - 2
1/4" = 1'-0"3
FRAMING PLAN - AWNING
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HSS 6x6x1/4 PURLIN (TYP.)SEE BUILDING SECTIONFOR PURLIN SPACING
CONCRETE ARCH TRUSS (TYP.)
CONCRETE END TRUSS (TYP.)
CONCRETE ARCH TRUSSW/ CUPOLA (TYP. OF 3)
CONCRETE ARCH TRUSS (TYP.)
CONCRETE END TRUSS (TYP.)
HSS 6x6x1/4 PURLIN (TYP.)SEE BUILDING SECTIONFOR PURLIN SPACING
HSS 6x6x1/4 PURLIN (TYP.)SEE BUILDING SECTIONFOR PURLIN SPACING
CONCRETE ARCH TRUSS (TYP.)
CONCRETE END TRUSS (TYP.)
WALL BELOW (TYP.)
WALL BELOW (TYP.)
6"
13' -
6"
14' -
0"
14' -
0"
14' -
0"
13' -
6"
6"
3"
12' -
9"
12' -
9"
3"
6"
13' -
6"
14' -
0"
14' -
0"
14' -
0"
13' -
6"
6"
6"
13' -
6"
14' -
0"
14' -
0"
14' -
0"
14' -
0"
13' -
6"
6"CONCRETE ARCH MINI TRUSS (TYP. OF 3)
PURLINS AT PEAK DO NOTCONTINUE THROUGH CUPOLASEE SECTION
HSS 6x6x1/4 PURLIN (TYP.)SEE BUILDING SECTIONFOR PURLIN SPACING
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0230
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
ROOF FRAMINGPLANS
12/14/2015
CD
3/32" = 1'-0"1
FRAMING PLAN - ROOF
MARK DATE DESCRIPTION
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38" 25" 253" 253" 25" 38"
556"
192"
108"
20"
6"
10"
10"
30°30°
300"
360"
360"
9" 9"
15"60"6
0"
30" 30"
6"6
"
10"
10"
278" 278"CL
07021
SEE DETAIL FORDOUBLE RADIUSRAFTER TAIL (TYP.)
Top of B.B.
20' - 0"
GRID GRID
12"
6"
127
4"
COLLAR TIE (TYP.)
60°60°
NOTE:
SEE DETAIL FORPLATE EMBEDS
32" 29" 217" 217" 29" 32"
556"
228"
72"
24"
300"
15"
6"
278" 278"CL
07022
SEE DETAIL FORDOUBLE RADIUSRAFTER TAIL (TYP.)
Top of B.B.
20' - 0"
GRID GRID
127
COLLAR TIE (TYP.)
NOTE:
PURLINS SHOWN FORSTRUCTURAL POINT LOADS.SEE DETAIL FORADDITIONAL INFORMATIONCL
CL
CL
CL7' - 0"
8' - 0"
8' - 0"
PURLIN
60°
NOTE:
SEE DETAIL FORPLATE EMBEDS
38" 25" 253" 253" 25" 38"
556"
192"
108"
8"
12"
6"
66"
10"
10"
30°30°
300"
360"360"
9" 9"
15"60"6
0"
24"6" 24"
30" 30"24" 6"
24"
6"
60° 60°
6"
10"
10"
278" 278"CL
07021
SEE DETAIL FORDOUBLE RADIUSRAFTER TAIL (TYP.)
Top of B.B.
20' - 0"
Top Plate
36' - 8"
GRID GRID
COLLAR TIE (TYP.)
NOTE:
SEE COPULA DETAIL FORATTACHMENT
NOTE:
SEE DETAIL FORPLATE EMBEDS
HSS CUPOLASEE DETAIL
HSS 6x6x1/87' -
2"
38" 25" 253" 253" 25" 38"
556"
6"6
"
278" 278"CL
07021
SEE DETAIL FORDOUBLE RADIUSRAFTER TAIL (TYP.)
Top of B.B.
20' - 0"
GRID GRID
12"
127
NOTE:
END TRUSS TO BE INCORPORATED INTOEND WALL CONSTRUCTION. FORM RAFTERTAILS AS PART OF WALL BOND BEAM
BOND BEAM
EM WALL INFILL
WALL BOND BEAM
EXTEND WALL REINFORCING INTO BOND BEAM
60°60°
NOTE:
SEE DETAIL FORPLATE EMBEDS
CLGRID
12
7
CL
CL
CL
CL
CL
8' - 0"
8' - 0"
8' - 0"
6' - 0" CONCRETE ARCH TRUSS
HSS 6x6x1/4 PURLINWELD TO EMBED PLATE
HSS 6x2x1/8 BLOCKINGWELD TO EMBED PLATE
ALIGN PURLIN AT END OF TRUSS TAIL
6
0250
CONCRETE TRUSS
HSS 6x6x1/4 PURLIN
ROOF TYPE PER PLAN
HSS 6x2x1/8 PURLIN BLOCKING
1/2"x6" NELSON STUD(MIN 4 PER PURLIN BLOCKING)
1/8"
6x12x1/4 EMBED PLATECENTER UNDER PURLINS(PURLIN LOCATION PER ARCH DETAILS)
1/2" SLIP BOLTS @ 48" O.C.CAST INTO ARCH AT PARTITIONWALL ONLY. (MIN 3" EMBED)
THREADED NELSON STUD(CUT TO LENGTH)
CONCRETE TRUSS
NELSON STUD (TYP.)
HSS PURLIN
EMBED PLATE
3" 3" 3"
2"
8"
2"
PLAN
HSS 6x6x1/8
CONCRETE ARCH
6x1/4" PLATE
HSS 6x2x1/8 BLOCKING
HSS 6x6x1/4 PURLIN
1/8"
6-Top Plate
36' - 8"
ROOF PER PLANS
SEE RAKE DETAILFOR FASCIACONSTRUCTION
ROOF AND WALLNOT SHOWN FORCLARITY
HSS 6"x6"x1/4" PURLIN
HSS 6"x6"x1/8"
HSS 6"x2"x1/8" BLOCKING
CONCRETE TRUSS
1/8
1/8
HSS 6x6x1/8
HSS 6x6x1/8
HSS 6x6x3/16
2' - 7"
2' - 0"
02508
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0250
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
ARCH TRUSSDETIALS
12/14/2015
CD
1/8" = 1'-0"1
S-ROOF TRUSS - ARCH (FOR REFERENCE ONLY) 1/8" = 1'-0"
3S-ROOF TRUSS - ARCH MINI (FOR REFERENCE ONLY)
1/8" = 1'-0"2
S-ROOF TRUSS - ARCH W/ CUPOLA (FOR REFERENCE ONLY)
NOTE:
CONCRETE ARCH TRUSS DRAWINGS PROVIDEDFOR REFERENCE ONLY. SEE STRUCTURALDRAWINGS BY OTHERS FOR REINFORCINGDETAILS AND ADDITIONAL INFORMATION.
1/8" = 1'-0"4
S-ROOF TRUSS - END 1/4" = 1'-0"
5S-ROOF TRUSS - ARCH PURLIN LOCATION
1 1/2" = 1'-0"6
S-ROOF TRUSS TO PURLIN
3" = 1'-0"8
S-CUPOLA ATTACHMENT DETAIL 1" = 1'-0"
7S-CUPOLA
MARK DATE DESCRIPTION
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2' - 1"
1' -
0"
4" 1' - 4" 4"
CONCRETE BOND BEAM
4" CAST IN PLACE CONCRETE
1/2" SHOTCRETE FINISH
GFRP SPAR TIE #1 @ 48" O.C.
16" ICF SYSTEM
FOAM INFILL
SEE TYPICAL EM WALLREINFORCING DETAILFOR WALL REINFORCING
(3) #4 CONTINUOUS @ TOP OF BEAM
2 1
/2"
2 1
/2"
GFRP LOOP TIE #4 @ 12" O.C.
(5) #4 CONTINUOUS @ BOTTOMOF BEAM (EQUALLY SPACED)
(2) #4 CONTINUOUS CENTEREDIN BEAM (EQUALLY SPACED)
2 1/2" 1' - 8" 2 1/2"
GFRP TIE #3 @ 12" O.C. EM FORM
EM FOAM INFILL
EM FORM BRACE
EM FORM JOINT
4" CONCRETE - SEE TYPICAL EM WALL DETAIL
GFRP SPAR REINFORCING ASSEMBLY
2' - 6"
2' -
6"
24"x24" CONCRETE CORNER COLUMN
2' -
0"
2' - 0"
GFRP SPAR REINFORCING ASSEMBLY
VERTICAL WALL REINFORCING PER DETAIL
HORIZONTAL WALL REINFORCING PER DETAIL
4"
4"
#3 HORIZONTAL HOOP CAGE @ 6" O.C.
(8) #6 VERTICAL REINFORCING
1 1/2" COVER MINIMUM
1' - 8"
9"
9"
1"
2"
3' -
0"
7"
1' - 8"
1 1/
2"
2' -
8"
10"
1 1/2"
TIE #1
TIE #2
TIE #3
NOTE:ALL TIES ARE GLASS FIBERREINFORCED POLYMER(GFRP)
#4 GFRP
#4 GFRP
#5 GFRP
8 1
/2"
1' - 10"
1"
2"
TIE #4
1
2
3
5
6
7
8
9
10
11
12
13
14
15
16
17
18
20
2-Finish Floor
0' - 0"
4-Top Of B.B.
20' - 0"
GFRP TIE #1 @ 48" O.C.
GFRP TIE #2 @ 12" O.C.
GFRP SPAR TIE #1 @ 48" O.C.
GFRP TIE #3 @ 12" O.C.
1' -
0"
2' -
6"
5' -
6"
4' -
0"
5' -
6"
2' -
6"
GFRP TIE #2 @ 12" O.C.
SEE EM WALL TYPICAL REINFORCINGFOR ADDITIONAL WALL REINFORCING(NOT SHOWN FOR CLARITY)
SEE EM WALL CAP DETAIL FORADDITIONAL WALL REINFORCING(NOT SHOWN FOR CLARITY)
SEE EM WALL FOOTING DETAIL FORADDITIONAL WALL REINFORCING(NOT SHOWN FOR CLARITY)
GFRP TIE #3 @ 12" O.C.
4" 1' - 4" 4"
#4 @ 12" O.C. VERT - CONTINUOUSFROM FOUNDATION TO TOP OFWALL - 2" SPACING FOR NON-CONTACT LAP SPLICE ALLOWED
#4 @ 12" O.C. HORIZ. - CONTINUOUSFULL LENGTH OF WALL - 2" SPACINGFOR NON-CONTACT LAP SPLICEALLOWED
EM FORM
EM FOAM INFILL
4" CONCRETE
EM FORM JOINT
EM FORM
EM FOAM INFILL
EM FORM BRACE
EM FORM JOINT
4" CONCRETE - SEE TYPICAL EM WALL DETAIL
SPAR REINFORCING ASSEMBLY
18"x24" CONCRETE COLUMN
VERTICAL WALL REINFORCING PER DETAIL
HORIZONTAL WALL REINFORCING PER DETAIL
2' - 0"
6"
1' -
6"
(8) #6 VERTICAL REINFORCING
#3 HORIZONTAL HOOP CAGE @ 6" O.C.
1 1/2" COVER MINIMUM
(2) EM REINFORCING TIE #3
#5 BAR FENESTRATIONREINFORCEMENT (1) BARIN EACH MEMBRANE ALLEDGES OF FENESTRATION
36" T
YP.
2" TYP.
#4 VERT. CONTINUOUSFOUNDATION TO TOPOF WALL OPENING
1 1/2" COVER MINIMUM
#3 BAR DIAGONALREINFORCEMENT (1) BARIN EACH MEMBRANE(TYP BOTH SIDES)
3/4" MIN. COVERAGEFROM HORIZONTALBAR TO ICF FORM
GFRP WALL SPARTIE #1 @ 48" O.C.
#4 REBAR HORIZONTALCONTINUOUS LENGTHOF WALL
QUADLOCKREBAR CHAIR
#4 REBAR VERTICALCONTINUOUS FROMFOUNDATION TO TOPOF WALL
4"
ELEVATION SECTION
1 1
/2"
1' -
6"
EM WALL PER PLANSEE TYPICAL EM WALLREINFORCING DETAIL FORWALL REINFORCING
CONCRETE FLOOR SLAB - SEE PLAN
CONCRETE GRADE BEAM FOOTING
CONCRETE BAND
1' -
6"
2"
2-FINISH FLOOR
0' - 0"
2' - 0"
1' -
0"
6"
(2) #5 BARS AT TOPOF GRADE BEAM
(3) #5 BARS AT BOTTOMOF GRADE BEAM
4" 1' - 4" 4"
45 DEG. CHAMFER
GFRP TIE #3 @ 12" O.C.
EQ
EQ
4"
PVC 2x12
PVC TRUE 4x4 BUCKW/ 3/8" DIA LAG @ 18"O.C. STAGGERED
#5 FENESTRATIONREINFORCEMENT
GFRP TIE #3
#4 BAR CONTINUOUS FROMFOOTING TO TOP OF WALL (TYP.)
2' - 6"
LINE OF WALL SPAR ASSEMBLY,GFRP TIE #3 AND VERTICAL #4 BAR
4" 4"
EM FORM BRACE (TYP.)
EM FORM JOINT
2' -
0"
2' -
0"
1' - 0"
1/2
"
FILL 1/2" GAP WITH SEALANTAND BACKER ROD
EM WALL
12"x24"x4" #4 TIE @ 48" O.C.
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0251
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
STRUCTURALDETAILS
12/14/2015
CD
1" = 1'-0"2
S-EM WALL CAP 1" = 1'-0"
3S-EM WALL CORNER PLAN DETAIL
1" = 1'-0"4
S-EM WALL GFRP REINFORCING TIES
1/2" = 1'-0"5
S-EM WALL SPAR REINFORCING LOCATIONS 1" = 1'-0"
6S-EM WALL TYPICAL REINFORCING
1" = 1'-0"7
S-EM WALL COLUMN PLAN DETAIL 1" = 1'-0"
8S-CONCRETE OPENING REINFORCING DETAIL
3" = 1'-0"9
S-EM WALL REINFORCING SPACING DETAIL 1" = 1'-0"
10S-EM WALL FOOTING
1" = 1'-0"11
S-EM WALL OPENING PLAN DETAIL 1" = 1'-0"
12S-EM WALL - BREEZWAY COLUM
MARK DATE DESCRIPTION
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3-2nd Floor
10' - 6" HSS 12x6x1/2 BEAM
HSS 6x6x1/4 COLUMN
WALL TYPE PER PLAN
HSS 12x6x1/4 PERIMETER BEAM
PROVIDE EXPANSION GAP ATEDGE OF BEAM(1/2" MIN - 3/4" MAX)
5"
X
3-LOFT
10' - 6"
HSS 12x6x1/4 PERIMETER BEAM
2" CONCRETE OVER 3" METALDECK (5" TOTAL)
HSS 6x6x1/4 COLUMN
WALL TYPE PER PLAN
L 5x3x1/4
X
X
HSS 6x6x1/2 BEAM
2' - 1"
4" 1' - 4" 4"
4" CAST IN PLACE CONCRETE
1/2" SHOTCRETE FINISH
GFRP SPAR TIE #1 @ 48" O.C.
16" ICF SYSTEM
FOAM INFILL
SEE TYPICAL EM WALLREINFORCING DETAILFOR WALL REINFORCING
2 1/
2"
(3) #4 CONTINUOUS(EQUALLY SPACED)
#4 @ 12" O.C.
GFRP TIE #3 @ 12" O.C.
6"
4"
4-Top of Wall
8' - 0"
CONCRETE WALL CAP
5"4"
10"
8" CONCRETE WALL(BAG AND SACK FINISH)
8"
8" 8" 8"
ASPHALT PAVING OVERCOMPACTED BASE PER CIVIL
COMPACTED BASE BACKFILL PERGEOTECH ENGINEER
SLOPE FINISH GRADE 1% MINIMUMAWAY FROM WALL (TYP.)
2' -
0"
MIN
.
2' - 0"
#3 @ 18" O.C. (HOOK) - VERT
(2) #4 CONTINUOUS @ EACH FACE - HORZ
(3) #4 CONTINUOUS - HORZ
#4 @ 18" O.C. (HOOK)
(2) #4 CONTINUOUS @ EACH FACE - HORZ
EQ EQ
[Y]
[X]
PLAN
SECTION A-A
[Z]
CONCRETE SLAB PER PLAN
2" T
YP
.
2" TYP.
1' - 2"
10"
BASE PLATE
3/4" BASE PLATE
EQ
EQ 5/8" ANCHOR BOLT
EPOXIED INTOFOOTING
1" NON-SHRINK GROUT
5/8" ANCHOR BOLT(7" MIN. EMBED)
[A]
5/16
REINFORCING PER SCHEDULE
REINFORCING [B] O.C. EACH WAY(3" MINIMUM CLEAR ABOVE BOTTOM)
NOTE:
SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
COMPACTED FILL PER GEOTECH
1' -
0"
CL
CL
FILL WITH NON-SHRINK GROUT
A
A
PLAN
SECTION A-A
[Z]
CONCRETE SLAB PER PLAN
2" TYP.
1' - 2"
10"
BASE PLATE
3/4" BASE PLATE
5/8" ANCHOR BOLTEPOXIED INTOFOOTING
1" NON-SHRINK GROUT
5/8" ANCHOR BOLT(7" MIN. EMBED)
[A]
5/16
REINFORCING [B] PER SCHEDULE
REINFORCING [B] PER SCHEDULEEXTEND REINFORCING INTO WALLFOOTING MINIMUM 18"
NOTE:
1) SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
2) COLUMN FOOTING TO BE POURED MONOLITHIC WITH WALL FOOTING
COMPACTED FILL PER GEOTECH
CL
CL
FILL WITH NON-SHRINK GROUT
A
A
WALL FOOTINGPER DETAIL
WALL FOOTING PER DETAIL
[X]
[Y]
EQ EQ
3 1/
2"
1' -
0"
PLAN
SECTION A-A
[Z]
CONCRETE SLAB PER PLAN
2" TYP.
10"
10"
BASE PLATE
3/4" BASE PLATE
5/8" ANCHOR BOLTEPOXIED INTOFOOTING
1" NON-SHRINK GROUT
5/8" ANCHOR BOLT(7" MIN. EMBED)
[A]
5/16
REINFORCING [B] PER SCHEDULE
REINFORCING [B] PER SCHEDULEEXTEND REINFORCING INTO WALLFOOTING MINIMUM 18"
NOTE:
1) SEE FOUNDATION PLAN FOR FOOTING SCHEDULE
2) COLUMN FOOTING TO BE POURED MONOLITHIC WITH WALL FOOTING
COMPACTED FILL PER GEOTECH
CL
CL
FILL WITH NON-SHRINK GROUT
A
A
WALL FOOTINGPER DETAIL
WALL FOOTING PER DETAIL
[X]
[Y]
3 1/
2"
1' -
0"
3 1/2"
T.O. BEAM
14'-0"
2' - 10"
HSS12x6x3/16"
HSS6x6x1/4"
HSS 6x2x1/4" @ 4' - 4" O.C.
CORTEN STANDINGSEAM METAL ROOF
1 1/2" B-22 GAGEMETAL DECKING
HSS 6x2x1/8"
SEE STRUCTURAL FOR FOOTING DETAILS
DRIP FLASHING
PAVING PER CIVIL
1/8
1/8
T.O. BEAM
14'-10"
1/2" GAP
HSS12x6x3/16"
HSS6x6x1/8"
HSS 6x2x1/4" @ 4' - 4" O.C.
CORTEN STANDINGSEAM METAL ROOF
1 1/2" METAL DECKING
1/8"
3"x10"x3/8" EMBED PLATE W/(2) 1/2" DIA. x 3" NELSON STUDSTYP. OF 4 - SEE LOCATIONS ONFRAMING PLAN
1/8"
3"3"
6"
2"
3"3"
6"1 1/2"
2 1/2"1 1/2"
1 1/2"2 1/2"
1 1/2"
3"6"
3"
3" 4" 3"
3"
1/4" KNIFE PLATE
1/4" DOUBLE PLATE
3/8" 1/4" CAP
HSS 4x4x1/4"
3/4" BOLT
BRACKET DETAIL
CROSS BRACE DETAIL
BRACKETSEE DETAIL HSS 4x4x1/4"
HSS 6x6x1/4"
ELEVATION
BRACKETSEE DETAIL
HSS 4x4x1/4"
1/4" KNIFE PLATE
1/4" KNIFE PLATE
NOTE:
1) WELDS = 1/4" FILLET ALL AROUND2) GRIND ALL EDGES SMOOTH
2"
3"
HSS 12x6x3/16
CONCRETE SLAB
HSS BEAM PER STRUCTURAL
DEFLECTION TRACK
WALL TYPE PER PLANS
1/2" @ 16" O.C.
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX
T E R E N C E L.
T H O R N H I L L
A R C H I T E C T9221 SANDIFUR PARKWAY
SUITE "A"
PASCO, WA99301
509-547-8854
FAX 509-547-8912
tlt@tltarch.com
A Professional Service Corporation
These drawings are intended for use
solely with respect to this project and
are the property of
TERENCE L. THORNHILL Architect Inc. P.S.
which reserves all common law
statutory, copyright and other rights.
DRAWN BY:
CHECKED BY:
PHASE:
REVISION NO:
0252
DG
-
213-030
Kennewick, WA
PORT OFKENNEWICK
COLUMBIA DR.WINE VILLAGE
STRUCTURALDETAILS
12/14/2015
CD
1" = 1'-0"1
S-EM WALL AT LOFT 1" = 1'-0"
2S-EM WALL AT LOFT - PERPENDICULAR
1" = 1'-0"3
S-EM WALL CAP @ GARDEN WALL 1" = 1'-0"
4S-TRASH ENCLOSURE - WALL DETAIL
1/2" = 1'-0"9
S-COLUMN FOOTING - TYPE 1 1/2" = 1'-0"
10S-COLUMN FOOTING - TYPE 2
1/2" = 1'-0"11
S-COLUMN FOOTING - TYPE 3
1" = 1'-0"5
S-AWNING AT POST 1" = 1'-0"
6S-AWNING AT WALL
1" = 1'-0"7
S-CROSS BRACING DETAIL 3" = 1'-0"
8S-PARTITION WALL TO BEAM
MARK DATE DESCRIPTION
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