SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

COVER SHEET

1 7

L000

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SEWARD PARK

SEWARD PARK TORII GATE PROJECT

OWNER:CITY OF SEATTLE, DEPARTMENT OF FINANCE AND ADMINISTRATIVE SERVICES

ADMINISTERING DEPARTMENT:SEATTLE PARKS AND RECREATION

PLANNING AND DEVELOPMENT DIVISION800 MAYNARD AVENUE SOUTH

SEATTLE, WA 98134

PARKS CONTACT:PAMELA KLIMENT

PREPARED BY:MURASE ASSOCIATES

200 EAST BOSTON STREETSEATTLE, WA 98102

OCTOBER, 2016

INDEX OF DRAWINGSL000 COVER SHEETL100 LAYOUT AND MATERIALSL200 LANDSCAPE DETAILSL201 LANDSCAPE PAVING - ADDITIVE 1L300 STORMWATER CONTROL AND SOIL AMENDMENT STANDARD PLANL400 DRAINAGE AND WASTEWATER CONTROL PLANS100 STRUCTURAL DETAILSS101 STRUCTURAL NOTES

LOCATION MAPN

DELETED FROM SET

.

2

%

S

L

O

P

E

SEATTLE EXCEPTIONAL TREE- 40.1" DIA.

ATLAS CEDAR TO REMAIN

PROPOSED CONTOUR, TYP.

CONCRETE, FLUSH WITH

SURROUNDING GRADE

+

2

9

.3

0

EXISTING BASE OF ORIGINAL TORII GATE TO

REMAIN. ALIGN WALK WITH BASE.

+

2

7

.9

6

+

2

7

.9

6

C

L

EXISTING CONTOUR, TYP.

T

O

R

II G

A

T

E

P

O

S

T

EXTENT OF SHRUB UNDERSTORY- TO BE

MULCHED

HYDROSEED DISTURBED LAWN, TYP.

10" DIA. CYPRESS TO REMAIN

EX. YEW TO REMAIN, TYP.

EX. PINE TO REMAIN

ABOVE GROUND WATER VALVE TO BE PROTECTED

WATER LINE

EXTENT OF WORK LINE

1

5

'

T

O

B

E

D

E

T

E

R

M

IN

E

D

B

Y

T

H

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D

P

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E

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V

E

L

O

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M

E

N

T

IN

S

P

E

C

T

O

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PROTECT EXISTING SIDEWALK WITH 1/2"

STEEL PLATES, REPAIR ANY DAMAGE BY

REPLACING WITH NEW PAVEMENT

STABILIZED CONSTRUCTION ACCESS- RESTORE

TO PREVIOUS CONDITION AT END OF PROJECT

TREE PROTECTION FENCE PER

L300- 3' FROM FLATWORK AND

OUT TO TREE DRIPLINE, TYP.

NEW PAVING FLUSH WITH

EXISTING SIDEWALK

C

L

EXISTING WATER

LINE- DO NOT DRIVE

OVER OR DISTURB.

2

%

S

L

O

P

E

2

%

S

L

O

P

E

+

2

8

.1

0

2

8

.1

0

+

2

%

1

.8

%

S

L

O

P

E

2

9

.

0

+

1

.8

%

2

9

.0

R17'

R

2

4

'

4

4

'

2

4

'-6

"

1

8

'-6

"

+

2

8

.4

5

2

8

.4

5

+

+

2

8

.4

5

+

2

8

.4

5

+

2

8

.3

5

6

'

+

+

2

8

.8

7

+

+

2

9

.0

9

1

2

'

1

2

'

1

2

'

1

2

'

+

+

2

8

.6

6

1

.8

%

CENTERLINE BETWEEN

EXISTING BASES OF

ORIGINAL TORII GATE

2

9

.2

2

2

9

.0

0

2

8

.5

0

2

8

.4

6

4

1

'-3

"

29.4

2

+

THE NW CORNER ON EXISTING BASE TO BE ORIGIN

POINT FOR PROPOSED TORII GATE LAYOUT

1

2

'-2

1

/2

"

1

2

'- 2

1

/2

"

9

'-9

1

/2

"

9

'-9

1

/2

"

1

9

'-7

"

7

'

E

Q

.

E

Q

.

2

8

.7

9

1

.

7

%

1.6

%

+

E

Q

.

E

Q

.

1

.8

%

+

2

8

.4

4

1

6

'-9

"

.

2

%

S

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O

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+

2

9

.3

0

+

2

7

.9

6

+

2

7

.9

6

C

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C

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2

%

S

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2

%

S

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+

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.1

0

2

8

.1

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+

2

%

1

.8

%

S

L

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1

.8

%

R17'

R

2

4

'

4

4

'

2

4

'-6

"

1

8

'-6

"

+

2

8

.4

5

2

8

.4

5

+

+

2

8

.4

5

+

2

8

.4

5

+

2

8

.3

5

6

'

+

+

2

8

.8

7

+

+

2

9

.0

9

1

2

'

1

2

'

1

2

'

1

2

'

+

+

2

8

.6

6

1

.8

%

2

9

.2

2

2

9

.0

0

2

8

.5

0

2

8

.4

6

4

1

'-3

"

29.42

+

1

2

'-2

1

/2

"

1

2

'- 2

1

/2

"

9

'-9

1

/2

"

9

'-9

1

/2

"

1

9

'-7

"

7

'

E

Q

.

E

Q

.

2

8

.7

9

1

.

7

%

1.6%

+

E

Q

.

E

Q

.

1

.8

%

+

2

8

.4

4

1

6

'-9

"

LEGEND

MULCH- 2" DEPTH

HYDROSEED

EXPOSED AGGREGATE CONCRETE

PAVING

EXTENT OF WORK LINE

NEW CONTOUR

TREE PROTECTION FENCE

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

LAYOUT AND MATERIALS PLAN

2 7

L100

A LANDSCAPE PLAN1"=10'-0"

0' 5' 10' 20'

SCALE: 1"=10'-0"

N

L

2

0

0

2

L

2

0

0

5

NOTES:

-SEATTLE PARKS AND RECREATION WILL INSPECT THE CONCRETE PAVEMENT FORMS (PRIOR TO POURING) FOR ADA COMPLIANCE.-SEATTLE PARKS AND RECREATION WILL BE RESPONSIBLE FOR PRUNING THE EXISTING CHERRY, YEWS, CEDAR AND PINE TREES.-STAKE OUT PLAZA, PATH AND TORII LOCATION FOR APPROVAL PRIOR TO DEMOLITION.-REPAIR DAMAGED LAWNS BEYOND EXTENT OF WORK LINE.-SEE SHEET L200 FOR PAVING JOINTS-DAMAGE TO ANY DOMESTIC OR IRRIGATION LINES OR VALVES DUE TO THIS PROJECTS CONSTRUCTION IS TO BE REPAIRED.-TOTAL AREA OF CONCRETE PAVING IS 1,492 SQ. FT.-ALL EXCAVATION WORK WITHIN TREE DRIPLINES IS TO BE DONE BY HAND. ROOT EXCAVATION AND EXPOSURE TO BE DONE WITHAIRSPADE. ANY ROOTS EXPOSED OVER 2" TOBE ASSESSED BY PARKS ARBORICULTURIST, DEBORAH BROWN (206) 386-1688.DECISIONS ON ROOT CUTTING ARE TO BE MADE AND OVERSEEN IN THE FIELD BY PARKS ARBORIST.ROOTS UNDER 2" DIA. MAY BE CUT BY CONTRACTORS, CUTS ARE TO BE CLEAN USING SHARP TOOLS.-CONSTRUCTION FENCE TO FOLLOW EXTENT OF WORK LINE.

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B REFERENCE PLAN1"=100'-0"

N

0' 50' 100' 200'

SCALE: 1"=100'-0"

TORII GATE

SITE INFORMATION FOR PERMIT

ADDRESS OF PROJECT: 5900 LAKE WASHINGTON BOULEVARDBUILDINGS ON PROPERTY ARE OVER 200' FROM PROPOSED PROJECT.LEGAL DESCRIPTION: GL 1 & 2 & SH LDS ADJ IN NE 1/4 SEC 23-24-04 ALL GL 3 & 4 & E 1024 FT GL 5 & SH LDS ADJ IN SE 1/4 SEC 23-24-04 GL 3 & SH LDS ADJ IN SE 1/4 SEC 14-24-04 GL 3 &SH LDS ADJ IN SW 1/4 SEC 24-24-04 & GL 1 & 2 & SH LDS ADJ IN NW 1/4 SEC 24-24-04 1/4 SEC 24-24-04 TGW POR NW 1/4 & SW 1/4 SEC 23-24-04 LY NELY OF LK WASH BOULEVARD SASSESSOR'S PARCEL NUMBER: 2324049007

LAKE WASHINGTON BOULEVARD

S. JUNEAU STREETPROPERTY LINE

Area(sf) cut/fill (ft)soil volume(cubic feet)

898 1 89834 2 68683 -1 -683128 -3 -384

Total: -101

CUT AND FILL CALCULATIONS

3.7 CUBIC YARD BALANCE TO BE SPREAD IN LOWSPOTS AROUND TORII TERRACE AND RESEEDED.

APPROX. 34"

2'-4"

1'-9"

1'-2"

2'-2"

20'-7

"

29'-5"

1'-5"

WESTERN RED CEDAR TIMBER

HONED FINISH AND TAPERED FROM THIS POINTUP , TYP.

5" DEPTH CONCRETE PAVING

4'-11" 19'-7" O.C.

ARC RADIUS 115'

SEE STRUCTURAL FORFOOTING ANDCONNECTIONS

19'-7

"

9'-5"

116" GAUGE COPPER COPING/ FLASHING

10"

GRADATION FROM HEAVY BUSH HAMMER TOLIGHT TO HONED FINISH, TYP.

HEAVY BUSH HAMMER FINISH BELOW THISPOINT, TYP.

2'

6",CENTERED

APPROX. 34"

NOTE: COLUMN WEIGHT (PER COLUMN) NOT TO EXCEED 122.85 FT³ x170LBS/FT³ = 20,885 LBS = 10.44 TONS

2'-2"

1'-2"

5"10

"

5" CONCRETE SLAB#3 @ 12" O.C. EACH WAY, MIN. 2" CLEAR

CRUSHED ROCK BASE COMPACTED TO 95%

SUBGRADE COMPACTED TO 95% WITHIN TOP 12", 90% BELOW.

FLUSH

EXPOSED AGGREGATE FINISH

COLD JOINT

NO TOOLING AT COLD JOINT

4

4

'

2

4

'-6

"

1

2

'-2

1

/2

"

1

2

'- 2

1

/2

"

9

'-9

1

/2

"

9

'-9

1

/2

"

C

L

C

L

1

2

'

1

2

'

1

2

'

1

2

'

COLD JOINT, TYP.

EXPOSED AGGREGATECONCRETE FINISH

8'-6"

16'

18'-6"

EXPANSION JOINT AT COLUMN BASE

NEW PAVING FLUSH WITHEXISTING SIDEWALK

COLD JOINT TYP.

EXPOSED AGGREGATE FINISH

EXPANSION JOINT

SEE L100 FOR CENTER LINELAYOUT

COPPER CAP

EQ. EQ. EQ.

4" OVERLAP, TYP

2'

NOTES:1. THE COPPER COPING/FLASHING WILL BE DONATED, FABRICATED AND DELIVERED TO SITE BY ALASKAN

COPPER WORKS. CONTACT: WILLIAM ROSEN, TEL: (2016)382-65652. THE CONTRACTOR IS TO PROVIDE FIELD-VERIFIED CEDAR TIMBER DIMENSIONS TO THE DONOR FOR

FABRICATION.3. THE CONTRACTOR IS TO COORDINATE SCHEDULE AND DELIVERY WITH THE DONOR4. THE CONTRACTOR IS TO PROVIDE ALL LABOR, EQUIPMENT, AND MATERIALS REQUIRED TO INSTALL THE

COPPER COPING/FLASHING.

12" TURN DOWN ON COPPER COPING

ATTACH 116" COPPER PLATE WITH

CONSTRUCTION ADHESIVE

4"6"

4" CONCRETE SLAB#3 @ 12" O.C. EACH WAY, 2" CLEAR

CRUSHED ROCK BASE COMPACTED TO 95%

SUBGRADE COMPACTED TO 95% WITHIN TOP 12", 90% BELOW.

FLUSH

EXPOSED AGGREGATE FINISH

COLD JOINT

NO TOOLING AT COLD JOINT

FILTER FABRIC

LANDSCAPE DETAILS

3 7

L200

2 ELEVATION1/4" = 1'-0"

5 SECTION1/4" = 1'-0"

3 PLAZA PAVING3/4" = 1'-0"

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L200

3

S100

1

L200

3

6 CONCRETE PAVING JOINTS

L200

3

0' 5' 10' 20'

SCALE: 1"=10'-0"

N

1 COPPER COPING FLASHING1/4" = 1'-0"

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

4 CAP SECTION ENLARGEMENT1/2" = 1'-0"

L200

1

7 PATH PAVING3/4" = 1'-0"

L

2

0

0

7

L200

4

2

9

.

0

2

9

.0

R17'

R

2

4

'

STABILIZED CONSTRUCTION ACCESS

PROTECT EXISTING SIDEWALK WITH 1/2" STEEL PLATES, TYP.

COMPOST SOCK PERIMETER CONTROL, TYP.

TREE PROTECTION FENCE- 3' OFF PROPOSEDFLATWORK AND AT DRIPLINE, TYP.

EXTENT OF WORK LINE

15'

TO BE DETERMINED BY THE DPD SITE DEVELOPMENT INSPECTOR

LEGEND

MULCH- 2" DEPTH

HYDROSEED

EXPOSED AGGREGATE CONCRETE

PAVING

EXTENT OF WORK LINE

NEW CONTOUR

TREE PROTECTION FENCE

COMPOST SOCK

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

CSC STANDARD PLAN

4 7

L300

CONSTRUCTION STORMWATER CONTROL (CSC)

3

0

1

0

'

-

0

"

1' - 0

"

MIN

.

3" M

IN

.

4" M

AX

.

L

E

N

G

T

H

V

A

R

I

E

S

DISTURBED

AREA

F

L

O

W

CONSTRUCTION STORMWATER CONTROL & POST CONSTRUCTION SOIL MANAGEMENT PLAN

POST CONSTRUCTION SOIL MANAGEMENT PLAN

DEFINITIONS:

·

·

A FIRST GROUND DISTURBANCE INSPECTION IS REQUIRED PRIOR TO START OF WORK ON ALL SITES

WITH LAND DISTURBING ACTIVITY.

SCHEDULE A FIRST GROUND DISTURBANCE INSPECTION FOR AN ISSUED BUILDING PERMIT AT

206-684-8900 OR ONLINE AT WWW.SEATTLE.GOV/DPD.

CSC/PARKS INSPECTIONS ARE REQUIRED. CALL THE SPR INSPECTION REQUEST LINE @ (206) 684-7034

OR BY EMAIL AT PARKSCONSTRUCTION.INSPECTION@SEATTLE.GOV AS REQUIRED IN SPECIFICATIONS

3. AMEND ALL DISTURBED AREAS OUTSIDE DRIPLINES

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2

9

.

0

2

9

.0

MULCH- 2" DEPTH

HYDROSEED

EXPOSED AGGREGATE CONCRETE

PAVING

EXTENT OF WORK LINE

NEW CONTOUR

TREE PROTECTION FENCE

EXISTING SIDEWALK TO BE PROTECTED

LEGEND

STABLIZED CONSTRUCTION ACCESS

TREE PROTECTION FENCE, 3'-0" OFFPROPOSED FLATWORK AND AT DRIPLINE, TYP.

EXISTING SIDEWALK TO BE PROTECTEDWITH 12" STEEL PLATES

TORII GATE, NEW HARD SURFACE AREA

DRAINAGE AND WASTEWATER CONTROL PLAN

SITE AND DRAINAGE CONTROL SUMMARY SHEET

DRAINAGE & WASTEWATER CONTROL PLAN REQUIREMENTS

AS-BUILT MEASUREMENTS / NOTES

ON-SITE STORMWATER MANAGEMENT PLANTINGS

SIDE SEWER AND DRAINAGE PERMIT NOTES

STORMWATER FACILITIES/CONTROL

OPERATIONS & MAINTENANCE

REQUIREMENTS

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

EXTENT OF WORK

DWC STANDARD PLAN

L400

5 7

34"

2'-4"

1'-9"

1'-2"

2'-2"

20'-7

"

29'-5"

1'-5"

24" WIDE CEDAR BEAM

TAPERED BASALT COLUMNS, TYP.

5" CONCRETE SLABREINFORCED WITH #3 @12"O.C. EACH WAY, TYP.

4'-11" 19'-7" O.C.

1 1/2" DIA. STAINLESS STEEL ROD FULL HT. OF COLUMNSINSTALLED IN 2 1/2" DIAMETER CORE DRILLED HOLEFILLED WITH GROUT THROUGH COLUMN ON CENTER,TYP.

COLUMN CONNECTION TO TOPBEAM

COLUMN CONNECTION TO CROSSBEAM 6" WIDE X12" DEEP CEDAR BEAM

SEE FOOTING AND COLUMNCONNECTION DETAIL

116" GAUGE COPPER COPING/ FLASHING

1'-6" 2'-6" 2'-6" 1'-6"

CL CL COLUMN AND FOOTING

BASALT COLUMN PER 1/L200

EPOXY GROUTED THREADED RODS PER DETAIL 8/S100

COMPRESSIBLE JOINT

#4X8'-0" EA. SIDE OF COLUMN

(1) #4 AT THICKENED EDGE

DOUBLE NUTS AND WASHERS FOR ADJUSTMENT

NUT AND WASHER

NON-SHRINK GROUT FOR SOLID BEARING

THICKEN EDGE TO PROVIDE 3" MINCOVER ON ALL STEEL

REINFORCED FOOTING W/ (6)#7 EA WAY TOP & BOTTOM

SLAB PER PLAN

BASE PLATE & ANCHORS PER 8/S100

COMPACT SOIL ON ALL (4) SIDES OF FOOTING

(8) 4" DIA. PIPE PILES- SEE DETAIL5/S100 FOR INSTALLATION

3'1'

16" M

IN.

EMBE

D

2" CL

R.3"

CLR.

1'

CL

1" MIN. TYP. EACH SIDE OF BEAM AT POCKET

(2) 1 1/8" SQUARE PEGS TO SECURE BEAM

SET BEAM ON SHIMS OR DAINAGE MAT.SLOPE BOTTOM OF POCKET TO ALLOW FOR DRAINAGE

5" POCKET @ ONE END , 10" POCKET @ OPPOSITE ENDTO ALLOW FOR BEAM INSTALLATION

BASALT COLUMN WITH THREADED ROD PER ELEVATION

4"+- EACH END

4" EM

BED1/2"X7"X7" PLATE WITH 4" DIA. X5" LONG

PLUG WELDED TO BOTTOM OF PLATE

PIPE PILE PER DETAIL DRIVEN PERDETAIL TO REFUSAL (SEE STRUCTURAL

NOTE #3.4.SPLICE WHEN REQUIRED AS SHOWN.

1 3/4" X4 1/2" DIA. RING WITH 4" DIA. X5"LONG PLUGS WELDED TO TOP AND BOTTOM

OF RING

GRADE BEAM FOOTING PER FOUNTDATION DETAILS

BEARING PLATE 1/2"X6"X6"- WASHER AND NUT ON THREADED ROD(COUNTERSINK TO BE COVERED BY FLASHING)

BEAR BEAM ON SHIMS OR DRAINAGE MAT

CEDAR BEAM PER LANDSCAPE ELEVATION

BASALT COLUMN

THREADED ROD PER ELEVATION EXTENDED UP TO RECIEVE BEAM

2'

6",CENTERED

34"

2'-2"

1'-2"

NOTE: COLUMN WEIGHT (PER COLUMN) NOT TO EXCEED 122.85 FT³ x170LBS/FT³ = 20,885 LBS = 10.44 TONS

1'-6" 2'-6" 2'-6" 1'-6"

1'-6"

2'-6"

2'-6"

1'-6"

FOOTING

PIPE PILE- (8) TOTAL

CONNECTOR ABOVE

COLUMN ABOVE

112" THICK BASE PLATE

BASALT COLUMN, ACTUAL SIZE TBD

1" DIA. THREADED RODS WITHDOUBLE NUT AND WASTER ATEMBEDDED END (16) LOCATIONS.

(4) 1" DIA.X12" THREADED RODSWELDED TO BASE PLATE AND EPOXYGROUTED INTO BOTTOM OF COLUMN

THREADED ROD PER 1/S100

10"

2", TYP2", TYP

5"5"CL

TBD

NOTE: SIZE OF 1 12" THICK BASE PLATE TO BE DETERMINED BY SIZE OF BASALT COLUMNS.FABRICATE BASE PLATE ONLY AFTER VERIFYING SIZE OF SELECTED BASALT COLUMN

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

STRUCTURAL DETAILS

6 7

S100

1 ELEVATION1/4" = 1'-0"

2 FOOTING AND COLUMN CONNECTION- SECTION1/2" = 1'-0"8 STEEL BASE PLATE

1/2" = 1'-0"

7 CROSS BEAM COLUMN CONNECTION3/4" = 1'-0"

5 PIPE PILE INSTALLATION1" = 1'-0"

6 COLUMN TOP BEAM CONNECTION3/4" = 1'-0"

S100

6

S100

7

S100

2

S100

5

S100

2

S100

1

S100

1

3 SECTION1/4" = 1'-0"

4 FOOTING-PLAN VIEW1/4" = 1'-0"

S100

2

S100

5

S100

4

S100

3

S100

1

L200

2

L200

2

L200

3

SEWARD PARK

SEATTLE, WA

>>>>CAUTION<<<<

CALL BEFORE YOU DIG!

>>800 424 5555<<

NOT LESS THAN TWO OR MORE THAN TEN BUSINESS DAYS

PRIOR TO COMMENCING EXCAVATION OR DEMOLITION,

SECURE THE SERVICES OF A COMMERCIAL UNDERGROUND

UTILITIES LOCATOR SERVICE TO IDENTIFY BELOW-GROUND

IMPROVEMENTS THAT MAY NOT BE INDICATED ON THE

DRAWINGS. FOR IRRIGATION SYSTEMS, CALL SEATTLE

PARKS PLUMBING SHOP (206 684 7070)

TORII GATE

STRUCTURAL NOTES

7 7

S101

GENERAL STRUCTURAL NOTES

(The following apply unless shown otherwise on the plans)

CRITERIA

1.1 ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO

THE DRAWINGS, SPECIFICATIONS, AND THE SEATTLE BUILDING CODE (2012

EDITION).

1.2 DESIGN LOADING CRITERIA

SNOW . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pf=25 PSF

WIND . . . .RISK FACTOR = II, Kzt=1.0, GCpi=0.18, 110 MPH, EXPOSURE "C"

EARTHQUAKE: 1. SEISMIC IMPORTANCE FACTOR = 1.0, RISK FACTOR = II

2. Ss = 1.476, S1 = .568

3. SITE CLASS = E

4. Sds = .885, Sd1 = .908

5. LATERAL SYSTEM: MONUMENT

6. BASE SHEAR V (ASD) = 6.98 KIPS (PER COLUMN)

SEE PLANS FOR ADDITIONAL LOADING CRITERIA

1.3 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL

DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS

AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY

DISCREPANCIES PRIOR TO CONSTRUCTION.

1.4 CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND

CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING

CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST

BE VERIFIED.

1.5 CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL

COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE

WITH THE PLANS.

1.6 CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,

TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS

WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR

ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS

AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE

CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE,

NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER,

CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.

1.7 CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT

AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.

CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT.

1.8 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE

CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO

DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO

REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.

1.9 ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD

ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY,

HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY

THE SUPPLIER.

1.10 SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT

AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS.

STRUCTURAL STEEL

APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING

DEPARTMENT.

1.11 SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE

ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR.

CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF

RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS,

METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL

SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL

INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND

RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE

SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF

THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE

BEEN APPROVED BY THE BUILDING OFFICIAL.

SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS.

THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE

TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY

INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY

DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF

DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND

THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING

SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND

SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.

QUALITY ASSURANCE

2.1 SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT

SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE

BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY

THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING

DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST

RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION

CONCRETE CONSTRUCTION PER TABLE 1704.4

EPOXY GROUTED INSTALLATIONS PER MANUFACTURER

GEOTECHNICAL

3.1 FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION,

COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH

RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS

ENGINEER.

ALLOWABLE PASSIVE PRESSURE . . . . . . . . . . . . . . . . . . . . 133 PCF

PILE CAPACITY . . . . . . . . . . . . . . . . . . . . . . . SEE SECTION 3.4

SOILS REPORT REFERENCE: REPORT NO. JN 15078 BY GEOTECH CONSULTANTS INC.

DATED M1RCH 19, 2015

3.2 FOUR INCH DIAMETER PIPE PILES DRIVEN WITH A 650 OR 800 OR 1,100 POUND

HYDRAULIC JACKHAMMER TO THE FOLLOWING FINAL PENETRATION RATES MAY BE ASSIGNED

THE FOLLOWING CAPACITIES:

INSIDE FINAL DRIVING FINAL DRIVING FINAL DRIVING ALLOWABLE

PILE 650# 800# 1,100# COMPRESSIVE

DIAMETER HAMMER HAMMER HAMMER CAPACITY

4 INCH 20 SEC/INCH 15 SEC/INCH 10 SEC/INCH 10 TONS

THE REFUSAL CRITERIA INDICATED IN THE ABOVE TABLE ARE VALID ONLY FOR PIPE

PILES THAT ARE INSTALLED USING A HYDRAULIC IMPACT HAMMER CARRIED ON LEADS

THAT ALLOW THE HAMMER TO SIT ON THE TOP OF THE PILE DURING DRIVING. IF THE

PILES ARE INSTALLED BY ALTERNATIVE METHODS, SUCH AS A VIBRATORY HAMMER OR A

HAMMER THAT IS HARD MOUNTED TO THE INSTALLATION MACHINE, NUMEROUS LOAD TESTS

TO 200 PERCENT OF THE DESIGN CAPACITY WOULD BE NECESSARY TO SUBSTANTIATE THE

ALLOWABLE PILE LOAD. THE APPROPRIATE NUMBER OF LOAD TESTS WOULD NEED TO BE

DETERMINED AT THE TIME THE CONTRACTOR AND INSTALLATION METHOD ARE CHOSEN.

AS A MINIMUM, LOAD TESTS ON 20 PERCENT OF THE PILES IS TYPICAL WHERE

ALTERNATIVE PILE INSTALLATION METHODS ARE USED.

UNDER SDCI DIRECTOR'S RULE 12-2001, LOAD TESTS ARE REQUIRED ON AT LEAST

3 PERCENT OF THE INSTALLED PILES UP TO A MAXIMUM OF 5 PILES, WITH A MINIMUM

OF ONE PILE LOAD TEST ON EACH PROJECT. ADDITIONALLY, FULL-TIME OBSERVATION

OF THE PILE INSTALLATION BY THE GEOTECHNICAL ENGINEER-OF-RECORD IS REQUIRED

BY SDCI DIRECTOR'S RULE 12-2001.

CONCRETE

4.1 CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE

WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX

CRITERIA SHALL BE AS FOLLOWS:

TYPE OF CONSTRUCTION 28 DAY MAXIMUM ABSOLUTE

STRENGTH WATER- CEMENT RATIO

(f'c) NON-AIR ENTRAINED AIR ENTRAINED

CONCRETE CONCRETE

A. SLABS ON GRADE 2,500 PSI 0.58 0.46

B. ALL STRUCTURAL CONCRETE 3,000 PSI 0.58 0.46

4.2 THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX

IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR

APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX

SHALL INCLUDE THE AMOUNTS OF CEMENT, FLYASH, FINE AND COARSE AGGREGATE,

WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE

YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE

USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH

SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE

ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS

GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL

RESPONSIBILITY FOR SPECIFIED PERFORMANCE.

ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR-ENTRAINED

WITH AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260, C494, and C618.

TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH

TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE.

4.3 REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),

GRADE 60, fy = 60,000 PSI.

4.4 DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN

ACCORDANCE WITH ACI 315-92 AND 318-02. LAP ALL CONTINUOUS REINFORCEMENT #5

AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL

WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR

DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN

ACCORDANCE WITH ACI 318-02, CLASS B. LAP ADJACENT MATS OF WELDED WIRE

FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.

NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS

SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.

4.5 CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:

FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED

TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3"

FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . . . . 2"

4.6 NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL

BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED

RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST 5000 PSI.

ANCHORAGE

5.1 EPOXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE

DRAWINGS INTO EXISTING CONCRETE SHALL BE INSTALLED USING

"SET-XP" EPOXY AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL

IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 2508. SPECIAL INSPECTION OF

INSTALLATION IS REQUIRED.

5.2 EPOXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE

DRAWINGS INTO STONE COLUMN SHALL

BE INSTALLED USING "SET" EPOXY AS MANUFACTURED BY THE SIMPSON STRONG TIE

COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1772. SPECIAL

INSPECTION OF INSTALLATION IS REQUIRED.

STEEL

6.1 ALL STEEL ATTACHED TO BASALT COLUMN SHALL BE STAINLESS STEEL AND SHALL CONFORM TO

THE FOLLOWING REQUIREMENTS.

TYPE OF MEMBER ASTM SPECIFICATIONS FY

A. PLATES A240 T-304 45 KSI

B. THREADED RODS F593 45 KSI

C. NUTS ASTM A 194-8

D. WASHERS STAINLESS STEEL

6.2 STRUCTURAL STEEL PIPE PILES AND CONNECTORS SHALL BE HOT-DIPPED GALVANIZED AND SHALL

CONFORM TO THE FOLLOWING REQUIREMENTS:

TYPE OF MEMBER ASTM SPECIFICATIONS FY

A. PLATES AND OTHER SHAPES A36 36 KSI

B. PIPE COLUMNS A53 (E OR S, GR.B) 35 KSI

6.3 ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND

SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES.

ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED AND ALL

WELDING OF STAINLESS STEEL SHALL CONFORM WITH INDUSTRY STANDARDS AND REQUIREMENTS

FOR STAINLESS STEEL.

WOOD

7.1 FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN

CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO.

17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:

BEAMS: (INCL. 6X AND LARGER) WESTERN CEDAR NO. 1

MINIMUM BASE VALUE, Fb = 975 PSI