GENERAL STRUCTURAL NOTES - Port of Kennewickportofkennewick.org/uploads/421_Winery_Plans_PART-5_Structural... · welding - aws d1.1 structural steel ... astm f-1554 grade 55 bolts:

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

[email protected]

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:

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REVISION NO:

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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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46' - 4" 58' - 8" 37' - 8" 46' - 4"

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' -

0"

26' -

0"

70' -

0"

22' -

4"

84' -

0"

31' -

6"

12' -

0"

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



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

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

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(WITH CORE INSULATIONPER STANDARD DETAIL)



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"


T E R E N C E L.

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SUITE "A"

PASCO, WA99301

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are the property of




DRAWN BY:

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213-030

Kennewick, WA

PORT OFKENNEWICK


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

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CJ

CJ

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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

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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




6

0252


T E R E N C E L.

T H O R N H I L L


SUITE "A"

PASCO, WA99301

509-547-8854

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are the property of




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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)







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



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ROOF FRAMINGPLANS

12/14/2015

CD

3/32" = 1'-0"1

FRAMING PLAN - ROOF


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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


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:


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


Top of B.B.

20' - 0"

Top Plate

36' - 8"

GRID GRID

COLLAR TIE (TYP.)

NOTE:

SEE COPULA DETAIL FORATTACHMENT

NOTE:


HSS CUPOLASEE DETAIL

HSS 6x6x1/87' -

2"

38" 25" 253" 253" 25" 38"

556"

6"6

"

278" 278"CL

07021


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:


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


T E R E N C E L.

T H O R N H I L L


SUITE "A"

PASCO, WA99301

509-547-8854

FAX 509-547-8912

[email protected]




are the property of




DRAWN BY:

CHECKED BY:

PHASE:

REVISION NO:

0250

DG

-

213-030

Kennewick, WA

PORT OFKENNEWICK


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


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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.




1' -

0"

2' -

6"

5' -

6"

4' -

0"

5' -

6"

2' -

6"


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)


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.


(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


#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


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.


T E R E N C E L.

T H O R N H I L L


SUITE "A"

PASCO, WA99301

509-547-8854

FAX 509-547-8912

[email protected]




are the property of




DRAWN BY:

CHECKED BY:

PHASE:

REVISION NO:

0251

DG

-

213-030

Kennewick, WA

PORT OFKENNEWICK


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


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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


16" ICF SYSTEM

FOAM INFILL

SEE TYPICAL EM WALLREINFORCING DETAILFOR WALL REINFORCING

2 1/

2"

(3) #4 CONTINUOUS(EQUALLY SPACED)

#4 @ 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]


2" TYP.

1' - 2"

10"

BASE PLATE

3/4" BASE PLATE

5/8" ANCHOR BOLTEPOXIED INTOFOOTING

1" NON-SHRINK GROUT


[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


CL

CL


A

A

WALL FOOTINGPER DETAIL

WALL FOOTING PER DETAIL

[X]

[Y]

EQ EQ

3 1/

2"

1' -

0"

PLAN

SECTION A-A

[Z]


2" TYP.

10"

10"

BASE PLATE

3/4" BASE PLATE

5/8" ANCHOR BOLTEPOXIED INTOFOOTING

1" NON-SHRINK GROUT


[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


CL

CL


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.


T E R E N C E L.

T H O R N H I L L


SUITE "A"

PASCO, WA99301

509-547-8854

FAX 509-547-8912

[email protected]




are the property of




DRAWN BY:

CHECKED BY:

PHASE:

REVISION NO:

0252

DG

-

213-030

Kennewick, WA

PORT OFKENNEWICK


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


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Documents

GENERAL STRUCTURAL NOTES - Port of Kennewickportofkennewick.org/uploads/421_Winery_Plans_PART-5_Structural... · welding - aws d1.1 structural steel ... astm f-1554 grade 55 bolts: