B09_A1_Attach_2d_YOSE_154910B_AHW_SEISMIC-FINAL_CD_SET_03-30-22_0001.pdf

x

P L x

P L x

P L

S1.5

S1.5

TYP

S1.5

@SPLICE

S1.5

@SPLICE

S6.5

S6.5

TYP

S6.5

S6.5

S6.5

S6.5

S6.5

END OF STEEL

PLATE

S6.5

S6.3

S6.3

S6.3

S

1.

SIM

(E) CRACK IN

CONCRETE WALL,

SEE SHEETNOTE 1

W8

W7

W6

W5

W4

W3

W2

W1

WA WB WC WC.5 WD WE WF

S6.5

8 - 3/4 WELDED THREADED STUDS @ 1" PL. EA SIDE.

6 - 3/4 WELDED THREADED STUDS @ 3/4" PL. EA SIDE.

4 - 3/4 WELDED THREADED STUDS @ 1/3" PL. EA SIDE.

8" PLx THICKNESS OF CONN PLATE

SPLICES

5" PLATE PER PLAN

3 1/2"

PROVIDE 1/4" SHIM PLATE AS REQUIRED

2'-6" 2'-6"

STONE

STONE

CONCRETE

CONCRETE

2 - 1 1/2" DIA GRADE 50

THREADED ROD. GROUT

SOLID IN 2" DIA CORED

HOLE IN STONE.

S1.5

S1.5

3/8

TYP

L4x4x3/4"x4'-0"

L8x6x1"x4'-0"

1 7/8"0 THREADED ROD

& NUT

TIGHT TO CONCRETE

GROUT IF NEEDED

14" 14"

NOTES:

1. REMOVE (E) SLAB ROOFING. CAREFULLY CUT PLYWOOD AND REMOVE (E) 2x (ASSUMED)

SHEATHING FOR ACCESS TO WORK. REMOVE ANY PLASTER ON TOP OF LARGE LOGS.

2. REINSTALL 2x SHEATHING, CUTTING TO MISS NEW STEEL PLATE.

3. REINSTALL PLYWOOD - NAIL 8d @ 6" AT PLYWOOD SPLICE OVER SHEATHING AND 16d @ 6"

AT 8x BLOCK EACH SIDE OF STEEL PLATE.

INSTALL 8x BLOCK CUT

TIGHT TO LOG RAFTER

EA SPACE (3 PER BAY).

SIMPSON A35

CLIPS ES @ 18" OC

MAX

S1.5

@ SPLICE

INSTALL STEEL PLATE WITH

(5) 6"x3/4" LAG SCREWS IN

PREDRILLED HOLES TO EACH

BLOCK. PROVIDE @ 3" OC MIN

WITH 6" MIN END DISTANCE.

SEE PLAN FOR PLATE SIZE.

SEE NOTES FOR

DEMO/REPLACEMENT

SCALE:

SCALE OF FEET

8 0 8 16 K

TYP

8X BLOCKING PER 1/-

STEEL PL PER PLAN

1'-0" MIN

(E) STONE WALL

THREADED ROD PER 5/-

4X4 W/ SIMPSON LTP4

FRAMING CLIPS ES, T&B

(E) CONCRETE SLAB

4X4 SLEEPER

BEAM 3FT LONG,

T&B

HARD WOOD

WEDGES, TIGHT,

NAIL IN PLACE

PLAN

60" ±

(E) CONC WALL

BELOW

LOCATE POST BELOW

SLAB AT CORNERS OF

NEW OPENING (2 PER

OPNEING). INSTALL PRIOR

TO SAWCUTTING SLAB

NEW OPENING

IN SLAB, SEE

DETAIL

10/S5.01

SECTION A-A

A A

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131

Rev.# REVISIONS Date

DEGENKOLB

QL

LAW

DINING ROOM

STRENGTHENING PLANS1.5

100% FINAL CONSTRUCTION DOCUMENTS

12 RCP OF DINNING ROOM COLLECTOR STRENGTHENING

4 STEEL PLATE SPLICE DETAIL

5 COLLECTOR CONNECTION TO MAIN BUILDING 2 ROD CONNECTION AT (E) CONCRETE WALL

1 TYPICAL DINING ROOM COLLECTOR DETAIL

NOTES FOR STRUCTURAL WORK AT WEST END

OF DINING ROOM

1. THERE ARE SIX LARGE STONE MASONRY

COLUMNS AT THE WEST END OF THE DINING

ROOM. FIVE OF THESE (ALL BUT ONE TO THE

NORTH AT KITCHEN WALL) ARE HOLLOW WITH

INTERNAL DEBRIS ABOUT HALFWAY UP.

REMOVE ROOFING AS NECESSARY. CLEAN

DEBRIS FROM COLUMN CORES UNTIL MORTAR

OR STONES PREVENT EASY CLEANING. ADD

REBAR REINFORCING STEEL CAGE AND

CONCRETE, USING SHORT LIFTS TO PREVENT

DAMAGE TO STONE MASONRY. COORDINATE

WITH BEAM CONSTRUCTION.

2. VERIFY IN FIELD IF VOID EXISTS IN COLUMN

AT GRID W2/WF. IF SO, TREAT AS OTHER

STONE COLUMNS. VOID MAY ONLY BE DOWN

TO TOP OF STEEL COLUMN.

3. SHORE EXISTING ROOF FRAMING AS

REQUIRED TO PERFORM WORK TO PLACE NEW

CONCRETE BEAMS.

4. CAREFULLY REMOVE AND SALVAGE

DECORATIVE AND FINISH PANELS AND

MATERIALS TO ALLOW CONSTRUCTION OF NEW

REINFORCED CONCRETE BEAMS BETWEEN

STONE COLUMNS.

5. REMOVE SELECTED STONES OR SAW CUT TO

ALLOW TOP THIRD OF CONCRETE BEAMS TO

BE POURED CONTINUOUS WITH CONCRETE

WITHIN COLUMN CORE (ITEM 1). CORE HOLES IN

COLUMN STONE MASONRY FOR BEAM

BOTTOM BARS TO EXTEND INTO COLUMN

CORE.

6. INSTALL NEW REINFORCED CONCRETE

BEAMS BETWEEN THE STONE MASONRY

COLUMNS. BEAMS TO BE SHOTCRETE AND

SUBMIT DETAILS TO MAKE MONLITHIC WITH

CONCRETE IN STONE COLUMNS.

7. AT NORTHERN MOST STONE COLUMN AT

KITCHEN WALL, CORE HOLES IN STONE

MASONRY TO EPOXY DOWELS. ASSUME 8

DOWELS.

8. REINSTALL ALL DECORATIVE PANELS AND

FINISH OVER NEW CONCRETE BEAMS.

REINSTALL ROOF FRAMING. CONNECTIONS OF

ROOF FRAMING TO NAILERS ON TOP OF NEW

BEAMS TBD.

9. VERIFY NAILING OF (E) PLYWOOD

DIAPHRAGM.

6 ROD TO PLATE CONNECTION

SHEETNOES:

1. (E) CRACK IS LOCATED FROM SLAB ON

GRADE AND EXTENDS UP TO BOTTOM OF

TRUSS FRAMING, AND ALIGNS WITH KITCHEN

WALL BEYOND. EPOXY INJECT CRACK USING

SIMPSON CI-LV FS EPOXY, AND FOLLOW

PREPARATION AND INSTALLATION PER MFR

RECOMMENDATIONS. GRIND SMOOTH AND

PAINT TO MATCH.

2. DINING HALL CONCRETE SLAB TO HAVE (4)

NEW OPENINGS S.A.D. AND S.M.D. FOR

LOCATIONS. FOLLOW DETAIL 3/- PRIOR TO

SAWCUTTING SLAB, AND SEE DETAIL 10/S5.1

FOR SAWCUTTING DETAIL.

3 CONCRETE SLAB SUPPORT AT DINING HALL

1 ADDENDUM #1 3/30/22

COP

S1.6

S1.6

S1.7

S1.6

AT MEZZANINE

AT TOP

S1.6

AT MEZZANINE

AT TOP

S2.1 1

S2.1

SIM

SCALE:

SCALE OF FEET

8 0 8 16 K

MC6x15.1

M C x

.1

M C x

.1

(E) BEAM

(E) CONC ENCASED COLUMN

(E) 6" GYP BLOCK WALL

NOTE:

1. SEE 9/S1.7 FOR CHANNEL TO CHANNEL CONNECTION

TYP

TYP

PLAN

S1.6

S1.7

(E) CONCRETE ENCASED BEAM

MC PER PLAN

5/8Ø HILTI KB-TZ

W/ 3 1/8" EMBED

L3x3x1/4x0'-3"

1/4

(E) GYP BLOCK WALL

NOTES:

1. SEE 6/S2.7 FOR TOGGLE BOLTS TO GYP BLOCK WALL

2. AT TOP OF WALL, WELD MC TO (E) STRUCTURAL STEEL IF AVAILABLE

MC6x15.1

M C x

.1

M C x

.1

(E) BEAM

(E) CONC ENCASED COLUMN

(E) 6" GYP BLOCK WALL

NOTE:

1. SEE 9/S1.7 FOR CHANNEL TO CHANNEL CONNECTION

2. ACCESS INSIDE OF GYP BLOCK WALL ON SOUTH SIDE OF COLUMN. DO NOT

DAMAGE EXTERIOR OF GYP BLOCK WALL ON NORTH END.

TYP

TYP

PLAN

S1.6

S1.7

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

SOLARIUM AND GREAT

LOUNGE PARTIAL PLANS1.6

100% FINAL CONSTRUCTION DOCUMENTS

6 GYPSUM BLOCK BRACING AT GREAT LOUNGE AND SOLARIUM

7 GYP BLOCK BRACING AT MEZZANINE

8 GYP BLOCK BRACING SECTION

3/4" = 1'-0"

10 GYP BLOCK BRACING AT TOP OF WALL

COP

NOTES:

1. PROVIDE BRACING SOUTH OF (E) CONCRETE AT LEVEL 2 AND APPROXIMATELY MID-HEIGHT ABOVE AND BELOW LEVEL 2.

2. CONFIGURATION TO BE VERIFIED IN FIELD. ALL STEEL TO BE ATTACHED TO (E) CONCRETE OR BRICK.

3. PLAN IS SHOWN CUT AT MEZZANINE LEVEL (LEVEL 2).

4. VERIFY ALL DIMENSIONS IN FIELD.

5. INSPECT SOUTH WALL AT WEST OF GRID LINE S4 FOR CONTACT WITH STEEL BEAM AND PROVIDE SEPARATION.

WA

S5

M C X

.1

MC6X15.1

M C X

.1

1'-0" 1'-9"

S4

9'-0"

CL SYM.

(E) ACCESS

PANEL

CUT (N)

TEMPORARY

ACCESS PANEL,

S.A.D.

MC6X15.1

MC6X15.1

M C X

.1

MC6X15.1

S1.7

(E) OPENING FOR

PROJECTOR

(E) TOP OF

FIREPLACE

-10'-0" BELOW

MEZZ LEVEL, VIF.

CHIP

FIREPROOFING

AND WELD MC TO

(E) STEEL COL

(E) BRICK FLUE

(E) GYPSUM

BLOCK WALL

(E) CONC WALL

BUSINESS

CENTER

MC6X15.1

2'-3"

5'-7 1/2" 4'-7"

5'-1"

1'

4 1/2"

(E) UTILITIES

(E) ENCASED

STEEL BEAM

M C X

.1

MC6X15.1

M C X

.1

MC6X15.1

MC6X15.1

M C X

.1

MC6X15.1

MC6X15.1

TYP

TOGGLE BOLTS

CENTERED IN MC

@ 2' OC

MC PER PLAN

(E) GYP BLOCK WALL

AREA OF

WORK

CUT TEMPORARY

ACCESS POINT, S.A.D.

S1.7

TYP S1.7

NOTE:

SEE NOTES IN 5/-.

S1.7

ACCESS TOP OF CMU

WELL BY HOLE IN

CEILING ABOVE

MEZZANINE. REPAIR

CEILING

S1.7

S1.7

L6x6x3/4, SEE DETAIL 6A/-

MC6x15.1 TYP

WALLS MAY SKEW

AT STEPS, VIF

S1.7

SEE DETAIL "B"

SEE DETAIL "A"

CONC COL

OR BEAM

L6x6x5/16x3 1/2" LONG

2-3/4"0 A325 BOLTS TO EA MC

@ CONCRETE 2-3/4"0 EXP BOLTS

IF NECESSARY: COPE MC FLANGE

AND USE L6x3 1/2"x5/16"x5" LONG

COPED TO 3 1/2" AT MC

A TYPICAL B TYPICAL

MC6x15.1 INSTALL 12"+/-

BELOW TOP OF GYPSUM

BLOCK WALL

DRILL HOLES IN GIRDER

WEB FOR TYP ANGLE

CONNECTER

WEB OF STEEL BM, TYP BOTH

SIDES OF (E) STAIRWAY

S1.7

WALLS MAY SKEW

AT STEPS, VIF

NOTE:

TYP BOTH SIDES OF (E) STAIRWAY

SCALE:

SCALE OF FEET

2 0 2 4

G SCALE:

SCALE OF FEET

2 0 2 4 G

(E) 8" CONC SLAB

(E W

L6x6x1/4

L x x 1/

4 L6x6x1/4x10" W/ (2)

1"Ø TOGGLE BOLT TO

WALL & (2) 3/4"Ø HILTI

KB-TZ TO (E) CONC

SLAB. SEE "A", TYP

A TYPICAL

(E) 8" CONC SLAB, ANCHORS

AT 2'-0" OC MAX

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

SOLARIUM PARTIAL PLAN

AND BRACINGS1.7

100% FINAL CONSTRUCTION DOCUMENTS

5 GYPSUM BLOCK BRACING PLAN @ NORTH GREAT LOUNGE FIRE PLACE

3 BRACING CONN TO GYPSUM BLOCK WALL

11 GYPSUM BLOCK BRACING PLAN @ SOLARIUM

9 DETAIL AT APPROXIMATELY LEVEL 112 DETAIL AT TOP GYSUM BLOCK WALL BELOW LEVEL 2

6 DETAIL AT APPROXIMATELY LEVEL 1

KEYNOTES:

S1.8

(E) PORTE COCHERE

6" SOG W/ #4 @

16" OC EW, SEE

11/S5.1

NEW SHEARWALL LOCATION W/ 15/32" STRUCT 1

SHEATHING, SEE DETAILS 6/S5.8, PANEL TYPE 2.

HOLDOWN AT EACH END OF SHEARWALL, SEE DETAIL

11/S5.7

(E) ENTRY

WALKWAY

S1.8

S1.8

S1.8

CONC PAD, S.M.D.

(N) FOOTING AT

INTERIOR POSTS, TYP

SEE 12

S5.1

THICKENED FOOTING

SEE SIM12

S5.1

S5.1

TYP.

SUMP PUMP, SEE

PLUMBING

DRAWINGS, SEE

DETAIL 12/-

SCALE:

SCALE OF FEET

8 0 8 16 K

COLUMN NOMINALLY

4'-0"x3'-0", VIF.

NOTES:

1. TOTAL OF 4 COLUMNS.

TO SUIT MORTAR JOINTS

18" TO 24"

CORE HOLES FROM COLUMN FACES

FACING CENTER OF PORTE COCHERE

TO 6"+/- FROM FAR FACE AND EPOXY #

5 REBARS IN WELL CLEANED HOLES.

12 PER COLUMNS. PATCH WITH MORTAR.

(E) WALKWAY

TRUSS

SHEARWALL WALL PER PLAN

2x8 ES OF (E) WALKWAY

TRUSS

GIRDER PER PLAN

3/4"Ø THRU BOLT

10d @ 4" OC INTO BLOCKS

4x8 HEADER x

O

C x

O

C x

O

C x

O

C x

O

C x

O

C x

O

C x

O

C x

O

C

4x8 HEADER

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

S5.8

11A

TYP

S5.8

11C

TYP

S1.8

TYP, (5 LOCATIONS

TOTAL)

SCALE:

SCALE OF FEET

8 0 8 16 K

KEY NOTES:

6X6 POST W/ SIMPSON PC6Z AT TOP AND SIMPSON ABW66Z AT

BASE W/ 5/8"Ø SS HILTI KBTZ W/ 3 1/8" EMBEDMENT.

SHEET NOTES:

1. PROVIDE 3/4" STRUCT 1 PLYWOOD DIAPHRAGM. SEE DETAIL 5/S5.7

2. PROVIDE LUS28 HANGERS AT 2x8 CONNECTION TO 6X8.

3. OK TO REUSE (E) LUMBER IF IN GOOD CONDITION.

6X6 POST W/ SIMPSON EPC6Z AT TOP AND SIMPSON ABW66Z

AT BASE W/ 5/8" Ø SS HILTI KBTZ W 3 1/8" EMBEDMENT

IU-2, MAX WEIGHT 79 LBS, SEE DETAIL 12/S6.63

IU-3, MAX WEIGHT 38 LBS, SEE DETAIL 8/S6.64

THICKENED CONCRETE SLAB AT

EDGE, SEE 11/S5.1, TYP

SUMP PUMP, SEE PLUMBING

DRAWINGS

#4 @ 12" OC EW

ACCESS COVER, SEE PLUMBING

DRAWINGS

#4 @ 12" OC EW, TYP

TYP

6"

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

PORTE COCHERE /

MAINTENANCE SHED /

ENTRYS1.8

100% FINAL CONSTRUCTION DOCUMENTS

6 ENTRY WALKWAY AND PORTE COCHERE STRENGTHENING

7 PORTE COCHERE STONE COLUMN TIES-ALTERNATE DETAIL

11 (E) WALKWAY TO MAINTENANCE DIAPHRAGM CONN. AT (E) STRUCTURE

9 MAINTENANCE SHED ROOF FRAMING PLAN

12 SUMP PUMP DETAIL

Colonial

Room

DN

DN

OPEN TO

BELOW

OPEN TO

BELOW

DN

UP

Stair

Rest.

Room

Computer

Room

Guestroom

116Guestroom

Office

Guestroom

Mech/Elec

Room

P le n u m

Dry Storage

Mens Employee

Restroom

Mens Locker

Room

Womens

Locker Room

Conceirge

Office

Employee

Restroom

Gift Shop

Storage

House-keeping

Closet

Service

Corridor

Linen

Room

Storage

Linen

Room

Office

Linen Room

Mechanical

Room

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Service

Elevator

Pass

Evtr

Womens

Restroom

North

Mezzanine

Lounge

Tressider

Room South

Mezzanine Lounge

OPEN TO

BELOW

OPEN TO

BELOW

UP

DN

UP

DN

EAST WING

GREAT LOUNGE

DN

UP

DN

UP

DN

DN

FIRST FLOOR PLAN (MEZZANINE) SECOND FLOOR PLAN

SEE 12/S6.5 FOR TYPICAL DETAIL NOTATIONS

ANCHORS AT FLOOR LINE AND AT MIDHEIGHT TO NEXT FLOOR.1

ANCHORS AT FLOOR LINE ONLY2

GRANITE VENEER ANCHORAGE NOTES:

ANCHORS BELOW FLOOR OR ROOF LEVEL WITHIN 2 FEET OF

TOP STONE VENEER

ANCHORS AT BALCONY STONE PIERS. SEE 9/S6.54

ANCHORS AT MIDHEIGHT TO NEXT FLOOR.5

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TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

MM

LAW

GRANITE VENEER

ANCHOR PLANS1.9

100% FINAL CONSTRUCTION DOCUMENTS

DN

UP

DN

UP

DN

UP

DN

Service

Elevator

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Pass

Evtr

Service

Corridor

Storage

5E

Passage

Stor.

5D

Patio

Elevator

Lobby

DN

UP

Storage

5H

FEC

DN

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Guestroom

Service

Elevator

Pass

Evtr

KITCHEN

UP

Service

Elevator

Pass

Evtr

THIRD FLOOR PLAN FOURTH FLOOR PLAN FIFTH FLOOR PLAN SIXTH FLOOR PLAN

ROOF AND ELEVATOR PENTHOUSE PLAN

1 2

33 1

SEE 12/S6.5 FOR TYPICAL DETAIL NOTATIONS

ANCHORS AT FLOOR LINE AND AT MIDHEIGHT TO NEXT FLOOR.1

ANCHORS AT FLOOR LINE ONLY2

GRANITE VENEER ANCHORAGE NOTES:

ANCHORS BELOW FLOOR OR ROOF LEVEL WITHIN 2 FEET OF

TOP STONE VENEER

ANCHORS AT BALCONY STONE PIERS. SEE 9/S6.54

ANCHORS AT MIDHEIGHT TO NEXT FLOOR.5

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

MM

LAW

GRANITE VENEER

ANCHOR PLANS1.10

100% FINAL CONSTRUCTION DOCUMENTS

4"Ø CORED HOLE W/ #8 HEADED

REBAR INTO (E) STONE DOWN TO

ATTIC SUPPORTED BASE. (6

LOCATIONS).PROTECT/REPAIR (E)

SLATE ROOFING

REPLACE PARGING & WATERPROOFING,

REFER TO ITEM NO. 116

AA

B

B

C

C

(E) BEAM

(E) CEILING

1 1/2" METAL DECK W/

6" CONC FILL. SUPPORT

OFF OF BOTTOM

FLANGE OF BEAM

#5 @ 6" EW AROUND

CHIMNEY

(E) BRICK

(E) STONE VENEER

(E) ROOFING

SECTION A-ASECTION B-B

SECTION C-C

PARTIAL PLAN

(E) STONE VENEER

(E) ROOFING

(E) ROOF JOISTS

(E) BEAM

1 1/2" METAL DECK

W/ 6" CONC FILL.

SUPPORT OFF OF

BOTTOM FLANGE OF

BEAM

(E) CEILING

CONTINUOUS L5x3x3/8" LLV AT BRICK

W/ 1/2"Ø EPOXY ANCHORS W/ 4"

EMBED @ 6" OC INTO BRICK, TYP

1 1/2" METAL DECK W/ 6"

CONC FILL. SUPPORT OFF OF

BOTTOM FLANGE OF BEAM

(E) BEAM

(E) ROOFING

(E) ROOF JOISTS

(E) BRICK

(E) BRICK

(E) STONE VENEER

TYP

6"±

NOTE:

(E) CONDITIONS ARE SLIGHTLY DIFFERENT AT EACH CHIMNEY. USE

A COMBINATION OF THESE DETAILS TO SUIT. INFORM SEOR OF

PLANS BEFORE EXECUTION.

TYP

6" ±

TYP

6" ±

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TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

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BUILDING CHIMNEY

PARTIAL PLAN AND

SECTIONSS1.11

100% FINAL CONSTRUCTION DOCUMENTS

6 BUILDING CHIMNEY

FIRST FLOOR

0"

KITCHEN RIDGE

34' - 9"

KE KF KG

GRADE

-5'-0"

KF.8

KITCHEN CEILING

24'-0"

S6.1

10" THICK SHEAR WALL

#5 @ 12" OC, EACH WAY

EACH FACE, U.O.N.

19'-6" 15'-6" 4'-0"

S6.1

W10X22

(2) #6 EDGE BARS

S6.1

S6.1

S6.1

T Y P

L s

TRIM BARS

PER TYP DET

#5 HOOP @ 6" OC, TYP

S6.1

S6.1

#5HORIZ @ 6" 0C

#4 VERT @ 12" OC

EDGE OF

(E) WINDOW

S6.1

SIM

KEKF

S6.1

#4 @ 12" OC, EW

10" THICK SHEAR WALL

#5 @ 12" OC, MAX, E.W.

EACH FACE, U.O.N.

TYP

3"

19'-6"

SLEEVE (E) MEPF

LINE

#5 HOOP

@ 6" OC

(2) #6

EDGE

BARS

T Y P

L s

S6.1

S6.1

S6.1

S6.1

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Rev.# REVISIONS Date

DEGENKOLB

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KITCHEN SHEAR WALL

ELEVATIONSS2.0

100% FINAL CONSTRUCTION DOCUMENTS

1 EAST SHEAR WALL ELEVATION AT GRIDLINE K3

3 WEST SHEAR WALL ELEVATION AT GRIDLINE K6

1 ADDENDUM #1 3/30/22

SCALE:

SCALE OF FEET

2 0 2 4 G

(E) STEEL FRAMING

GROUND FLOOR

MEZZANINE

14" THICK SHEAR WALL

#5 @ 12" OC, MAX, E.W.

EACH FACE, U.O.N.

(E) SLAB

(E) FOOTING

OPENING TO MATCH EXISTING

DIMENSIONS W/ #6 TRIM BARS

ABOVE OPENING DEVELOPED Ld

BEYOND OPENING

(3) #8 DEFORMED BARS,

ANCHOR TO (E) STEEL

FRAMING, TYP AT EA END

OF SHEARWALL AND AT

EDGE OF DOOR OPENINGS

S6.2

S6.2

S6.2

EPOXY BARS INTO (E)

FOOTINGS WHERE OCCURS,

TYP

PROVIDE (2) ROWS OF #4

ADHESIVE DOWELS INTO (E)

FOOTING @ 12" OC W/ 6" EMBED

(E) SQ FOOTING, CENTERED

UNDER DOOR OPENING

(E) FOOTING WITH BRICK,

DO NOT DOWEL NEW

FOOTING INTO BRICK.

PROVIDE 2"± GAP

BETWEEN EDGE OF

FOOTING AND FACE OF (E)

BRICK

PROVIDE 3' X 2'-6" WIDE CRAWL

SPACE CENTERED IN NEW FOOTING.

14" THICK SHEAR WALL

#5 @ 12" OC, MAX, E.W.

EACH FACE, U.O.N.

OPENING TO MATCH EXISTING

DIMENSIONS W/ #6 TRIM BARS

ABOVE OPENING DEVELOPED Ld

BEYOND OPENING

PROVIDE (2) ROWS OF #4 ADHESIVE

DOWELS INTO (E) FOOTING @ 12" OC

W/ 6" EMBED, TYP

S6.2

TYP

NEW FOOTING, SEE 2/S4.2

NEW FOOTING, SEE 2/S4.2

T Y P

L s

EPOXY BARS INTO (E)

FOOTINGS WHERE

OCCURS, TYP

S6.2

#6 EF

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DATE:

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SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

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SHEAR WALLS AT SOUTH

WINGS2.1

100% FINAL CONSTRUCTION DOCUMENTS

NOTES:

1. DEMO ONLY ONE FACE OF (E) GYPSUM BLOCK WALLS BETWEEN

STEEL COLUMNS.

2. CHIP CONCRETE ENCASEMENT OFF STEEL FRAMING AND WELD

DEFORMED BAR ANCHORS TO FRAMING.

3. CONSTRUCT NEW CONCRETE SHEAR WALLS. CONNECTED TO STEEL

FRAMING, (E) SLABS, AND (E) FOOTINGS.

4. EXACT PLAN LOCATION TBD BASED ON UTILITIES AND THAT MAY

BE FOUND IN EXISTING VOID.

5. REPLACE DOOR OPENINGS AND FINISH IN KIND.

6. MAINTAIN VOID BELOW GROUND FLOOR FOR CRAWL SPACE ACCESS.

1 SHEAR WALL ELEVATION AT SOUTH WING

CORE AND TIE

CORNERS OF CHIMNEY

VERTICALLY

NOTES:

1. DOWEL ADHESIVE ANCHORS INTO BACK OF CHIMNEY CONNECTED TO FLAT STRAPS

LOCATED UNDER SHINGLES AND SCREWED TO THE ROOF SHEATHING PER DETAIL 8/-

2. CORE AND TIE CORNERS OF CHIMNEY VERTICALLY PER DETAIL 7/-.

3. PROVIDE CONCRETE CAP AT TOP OF CHIMNEY PER DETAIL 7/-.

4. DETAIL OCCURS AT TWO COTTAGES

5. REPOINT CHIMNEYS, S.A.D.

STRAP UNDER

SHINGLES WITH

RODS INTO CHIMNEY

PROJECTED EXTENTS

OF CHIMNEY

CORE OPENINGS THROUGH

(E) GRANITE & GROUT #4 TIE

RODS DOWN (4) FEET BELOW

ROOF LINE

CONC CAP, (2) #4 ES OF FLUE

OPENING, EW (8 TOTAL)

SLOPE TOP OF CAP, ADD

MEMBRANE, S.A.D.

T Y P 1

1/ C L R

T Y P

(E) ROOF OF COTTAGE

#4 STAINLESS STEEL ALL THREAD

EPOXY ANCHORS, PROVIDE AT EA

END OF CHIMNEY (2 TOTAL)

EMBED 18" INTO CHIMNEY

1/8" X 4" STAINLESS STEEL

STRAP W/ (18) #14 WOOD

SCREWS. PROVIDE (2)

ROWS OF SCREWS AT 3" OC 3

TYP

NOTE:

REMOVE SHINGLES OF (E) ROOF

PRIOR TO INSTALLATION

A

A

DRILL 1/2"Ø ± HOLE AND

CUT SLOT IN PLATE

PLACE BOTTOM OF PL AND

1/2"Ø ROD IN SAME PLANE

SECTION A-A

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DATE:

DRAWING NO.

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SHEET

OF

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THE AHWAHNEE, YOSEMITE NP 20103/30/2022

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STONE COTTAGE

CHIMNEY ELEVATIONS2.2

100% FINAL CONSTRUCTION DOCUMENTS

6 COTTAGE CHIMNEY BRACING DETAIL

7 STONE CHIMNEY CONCRETE CAP

8 STONE CHIMNEY CONNECTION TO COTTAGE

FIRST FLOOR

0"

KITCHEN RIDGE

34' - 9"

K7 K6 K5 K4 K3 K2 K1

GRADE

-5'-0"

KITCHEN CEILING

24'-0"

(N) HORIZONTAL TRUSS BTWN

GRIDLINES KF AND WF W/

CONNECTIONS TO (E) VERTICAL

KITCHEN TRUSS.

ATTIC SUPPLEMENTAL

25'-0"

S6.4

K4.5

SLOPE CRAWL TO DRAIN

S.A.D.

S6.4

MEP GRATING

(N) CATWALK

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DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

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THE AHWAHNEE SEISMIC STRENGTHENING

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EAST/WEST KITCHEN

SECTIONS3.0

100% FINAL CONSTRUCTION DOCUMENTS

1 (E) ELEVATION AT GRIDLINE KF W/ (N) TRUSS

RESPECTIVELY

L = 4", 6", 8" LAP FOR

#3, #4, AND #5

L

L

L

L

PL1/4X1" OR

L2x2x1/4"

45º TO 60º

1/8 ”

1/

CJP,

BACKGOUGE

CJP,

BACKGOUGE

45º TO 60º

1/

1/8"

.0

1/

1/8 ”

CJP,

BACKGOUGE

CJP,

BACKGOUGE

.0

1/8"

1/

HORIZONTAL BARS

VERTICAL BARS

NOTES:

1. CONFORM TO AWS D1.4 FOR ALL REINFORCEMENT WELDING.

2. USE THIS DETAIL ONLY WHERE WELDED SPLICES ARE SPECIFICALLY NOTED ON THE DRAWINGS.

3. SEE SPECIFICATIONS FOR TESTING REQUIREMENTS ON COMPLETE JOINT PENETRATION WELDS.

4. DETAIL APPLIES ONLY TO BARS DESIGNATED GRADE A706. FOR ALL OTHER BARS, WELDING IS NOT

ALLOWED UNLESS THE REQUIREMENTS OF AWS D1.4 SECTION 1.3.4 ARE MET.

DIRECT LAP JOINT OR INDIRECT BUTT JOINT

(#3 TO #5 BARS)

DIRECT BUTT JOINTS (#6 TO #11, #14, #18 BARS)

NOTE: PROVIDE LOCATIONS OF NON-CONTACT

SPLICES TO SEOR FOR APPROVAL

B

BAR SPACING FOR BARS SPLICED WITH A

NON-CONTACT LAP

A BAR SPACING FOR NON-SPLICED BARS

Ls/5 OR 6" WHICHEVER

IS SMALLER

MIN BAR SPACING:

1 1/2" OR 1 1/2d WHICHEVER

IS LARGER

MAX. BAR SPACING:

d

BEND DIAMETER, D

BAR SIZE

#3 THRU #5

#6 THRU #8

#9 THRU #11

#14 THRU #18

6d

6d

8d

10d

4d

6d

NA

NA

STD HKS

& BENDS

STIRRUPS,

TIES & HOOPS

NOTE:

1. DO NOT FIELD BEND

REINFORCEMENT PARTIALLY

EMBEDDED IN CONCRETE.

BAR

OFFSET

90°

180°

135° D

6d ≥ 3"

D

D, TYP

D

D 6d ≥ 3"

FOR #3

THRU #5

12d FOR #6

THRU #8

135°

D

D

135°

90° d, TYP

90°

STIRRUPS, TIES & HOOPSSTD HKS & BENDS

D

M

IN

d

4d ≥ 2 1/2"

BAR LOCATION #6

TYPE

CONCRETE

STRENGTH

Ld

#3

Ls

#4 #5

BAR SIZE

FILL ON METAL DECK

SLAB ON GRADE

VERT WALL BARS, FILL

ON METAL DECK,

SUSPENDED SLAB

f'c 4ksi

LWC

NWC

NWC

FOOTING BOTTOM BARS

BEAM BOTTOM BARS,

COLUMN BARS

BEAM TOP BARS

HORIZ WALL BARS,

FOOTING TOP BARS

4620 8 18 24 13 27 35 1816 30 39 6449 22 64 25 57 74 27

7 19

6 14

25 9

18 7

24 31

21 27 10

1412 28

8 23

30 49

19 54

13 44

70 21

57 15

60 78

54 70 27

2724 67

17 64

83 32

12112

16NWC 433720 6 16 20 7 18 24 108 22 29 4232 12 48 13 42 54 15 47 61 2717 52 68 3280 107

12NWC 432816 6 12 16 7 14 18 108 17 22 3225 12 37 13 32 42 15 36 47 2717 40 52 3253 88

18NWC 436224 7 25 32 9 31 40 1412 37 48 7054 17 80 19 70 90 21 78 102 2724 87 113 32104 139

12NWC 433616 6 12 16 7 14 18 108 17 22 3728 12 46 13 44 57 15 54 70 2717 64 83 3287 138

1. Ld = DEVELOPMENT LENGTH

Ldh = HK DEVELOPMENT LENGTH

Ls = TYPE 'B' LAP SPLICE LENGTH

4. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS. FOR GRADES GREATER THAN 60, UP TO GRADE 80, MULTIPLY THE ABOVE LENGTHS BY THE RATIO OF THE PROPOSED GRADE AND 60.

5. TENSION LAP SPLICES ARE NOT ALLOWED FOR #14 AND #18 BARS.

6. MULTIPLY THE ABOVE Ld AND Ls VALUES BY 1.5 FOR EPOXY COATED REINFORCEMENT.

MULTIPLY THE ABOVE Ldh VALUES BY 1.2 FOR EPOXY COATED REINFORCEMENT.

7.FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED

VALUES FOR 'NWC' TYPE CONCRETE BY 1.33.

COUPLER OR WELDED SPLICE

3. STAGGER SPLICES AS INDICATED ON

DRAWINGS.

2. WHEN SPLICING BARS OF DIFFERENT SIZE, USE LAP SPLICE LENGTH OF LARGER

BAR, UON

NOTES:

Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh L d

Ls Ldh Ld Ldh Ld Ldh

CONCRETE REINFORCING DEVELOPMENT & SPLICE LENGTHS

#7 #8 #9 #10 #11 #14 #18

Ls 2'-0" CLR. Ls

2'-0" CLR.

Ldh

Ls

Ld f'c 4ksi> f'c 4ksi> f'c 4ksi> f'c 4ksi> f'c 4ksi> f'c 4ksi>

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DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

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TYPICAL CONCRETE

REINFORCING DETAILSS5.0

100% FINAL CONSTRUCTION DOCUMENTS

3 WELDED REINFORCEMENT BAR SPLICE

4 SPACING IN CONCRETE

5 HOOKS & BENDS11 REINFORCING DEVELOPMENT & SPLICE LENGTHS

4" CLASS II AGGREGATE BASE,

COMPACTED TO 95% RELATIVE

COMPACTION

#4 @ 16" OC EW, 1"

CLEAR OF TOP, TYP

ADD'L #5 TOP & BOT BAR

S.A.D.

T.O. GRADE

MIN

1'-0"

5" STRUCTURAL

SLAB

3" ± TEXTURED

FINISH SLAB,

S.A.D.

SCARIFY 8" OF NATIVE SOIL

AND RECOMPACT TO 90%

RELATIVE COMPACTION

M

IN

SOG REINF PER PLAN

#4 CONT

#4 CONT

#3 @ 12" OC

NOTES:

1. SEE ARCH AND MECH DWGS FOR CURB LOCATIONS, DIMENSIONS, CHAMFERS,

AND INSERTS.

2. COORDINATE REINF LOCATION TO AVOID INTERFERENCE W/ INSTALLATION OF

EXP ANCHORS IF USED.

B 10" 'W' 24"

#3 @ 12" OC

SOG REINF

PER PLAN

1'-0 1/64"

TYP

1'-0"

'W'

P L A N

S E E

C L R

M A X

1'

C L R

CLR, TYP

1 1/2"

'W'

M A X

A 4" 'W' 10"< <

INTERMEDIATE WALLS

@ 8'-0" OC, EW MAX

NON-COMPRESSIBLE

HIGH DENSITY FOAM

FILL OMIT IF < 8"

#4 EPOXY DWLS @ 12" OC,

TYP 4 SIDES EMBED 2 3/4"

#4 @ 12" OC, EW

ROUGHEN SURFACE TO

1/4" MIN AMPLITUDE

#4 EPOXY DWLS @

12" OC, TYP EMBED 2 3/4"

ROUGHEN SURFACE TO

1/4" MIN AMPLITUDE

#4 @ 12" OC, EW

8'-0” MAX. 8'-0” MAX.

TYP.

2'-0"

P L A N

S E E

M A X

1'

P L A N

S E E h

8" TYP.

E Q

E Q

CONCRETE WALL

ROUGHEN SURFACE

TO 1/4" AMPLITUDE

SOG, SEE PLAN AND

TYP DETAIL FOR INFO

NOT SHOWN OR NOTED

#4 DWLS W/

STD 90° HK,

SPACING TO MATCH

SOG REINF

8" Ldh Ls

S U B

G R

A D

E P

R E P A R

A T

IO

N

S E E S

O G

A T F

R E E E

D G

E

T Y P D

E T A

IL

T O

M A T C

H

E

U O

N

(N

C O

N C

S L A B

CHIP BACK (E) SOG

& EXPOSE (E) REINF

IF (E) SLAB IS UNREINFORCED OR

(E) REINF IS DAMAGED, TYP,

PLACE #4 ADHESIVE

DWLS W/ 6" EMBED @ 16" OC

(E) SLAB

REINF

(E) SOG

#4 @ 16" OC, EW

Ldh

E D

G E

1" C

O N T

3" ± TEXTURED

FINISH SLAB,

S.A.D.

(E) TEXTURED FINISH

AT WEST LOGGIA TO

REMAIN UNDAMAGED

4" GRAVEL

REBAR PER 3/-

1/2"Ø SMOOTH

GREASED DOWEL

X3'-0" LONG @ 16"

OC

E Q

E Q

18" SQ

PRESERVE (E)

REINF WHERE

OCCURS

(2) #4 EW x 24" ADDHESIVE

ANCHOR W/ 8" EMBED

CHIP (E) CONC AT ANGLE AROUND

ABANDON SLAB PENETRATIONS.

FILL W/ NONSHRINK GROUT

NOTE:

1. DETAIL APPLICABLE FOR (E) PENETRATIONS LARGER THAN 6".

2. FOR PENETRATIONS 6" OF LESS, CHIP EDGE OF PENETRATION AT ANGLE AND

FILL W/ NONSHINK GROUT.

M

IN

B

B

CONC. OR LEAN CONC. FILL

PLACE A MIN. OF (3) DAYS

BEFORE PLACING CONC. FTG.

PIPE SLEEVE

CONT. FTG.

DO NOT EXCAVATE

PARALLEL TO FTG.

BELOW THIS LINE

EXCAVATION

JOINT

NOTES:

1. REINFORCE OPENINGS FOR SLEEVES OR GROUPS OF SLEEVES

LARGER THAN 10" PER THE TYP. WALL OPENING DET. "GROUPS" OF SLEEVES

INCLUDES ALL SLEEVES SPACED CLOSER THAN ONE DIAMETER CLR.

2. SEE MECH. & CIVIL DWGS. FOR ADD'L. REQUIREMENTS AT SLEEVES.

3. DEPTH OF FOOTING MAY BE DETERMINED BY LOCATION OF PIPES. CONSULT

WITH MECH. CONTRATOR TO DETERMINE EXACT DEPTH.

TYP.

1" CLR.

A SECTION A ELEVATION

” M

A X

/8

/8

MIN.

1'-6”

IN

T

H

IS

H T

N O

P

IP

E

MIN.

18”

M A X

(E) CONC. WALL OR

FLOOR SLAB TO

BE REMOVED.

DO NOT OVERRUN

SAWCUT

SAWCUT EDGE

OF NEW OPENING

(N) OPENING

3"Ø CORE, TYP.

PLAN OR ELEVATION

NOTES:

1. ONLY CUT OPENINGS IN EXISTING CONCRETE AS SHOWN ON

STRUCTURAL DRAWINGS.

2. CUT NEW OPENINGS AS FOLLOWS:

A. CORE HOLES AT EACH CORNER.

B. SAWCUT BETWEEN CORNERS.

C. CHIP AWAY REMAINING CONCRETE AT CORED HOLES.

3. WHERE CUT REBAR WILL BE EXPOSED TO EARTH OR WEATHER, CHIP

AWAY CONCRETE AROUND BAR TO 3/4" DEPTH ALL AROUND. CUT

REINF. AND FILL HOLE WITH EPOXY.

4. DO NOT CUT NEW OPENINGS THRU EXISTING BEAMS, JOISTS,

COLUMNS, OR PILASTERS, UNLESS SPECIFICALLY SHOWN & NOTED

ON STRUC. DWGS.

5. SUBMIT LOCATIONS AND SIZES OF DECK PENETRATIONS NOT SHOWN ON

PLAN FOR SEOR REVIEW.

4" CLASS II AGGREGATE BASE,

COMPACTED TO 95% RELATIVE

COMPACTION

REBAR PER PLAN, 1"

CLEAR OF TOP, TYP

ADD'L #5 TOP & BOT BAR

S.A.D.

T.O. GRADE

MIN

1'-0"

STRUCTURAL

SLAB PER PLAN

SCARIFY 8" OF NATIVE SOIL

AND RECOMPACT TO 90%

RELATIVE COMPACTION

M

IN

6" TALL X4" CURB

(2) #4 EW

1'-6"

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TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

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TYPICAL CONCRETE

SLAB DETAILSS5.1

100% FINAL CONSTRUCTION DOCUMENTS

3 SLAB ON GRADE AT FREE EDGE- AT TERRACE

5 CONCRETE CURB ON SOG

6 HOUSEKEEPING PAD ON (E) S.O.G.

1 SOG TO WALL CONNECTION

2 NEW SLAB ON GRADE TO EXISTING SLAB ON GRADE

7 EXPANSION JOINT ON SLAB

8 SLAB PLUG @ ABANDON (E) PENETRATION

9 PIPE & TRENCH PENETRATIONS AT WALL FOOTING

10 (N) RECTANGULAR OPENINGS IN (E) CONC.

11 SLAB ON GRADE AT FREE EDGE- MAINTENANCE SHED

12 TYPICAL POST FOOTING - MAINTENANCE SHED

MATCH WALL REINF

FOR VERT BARS,

SPACE @ 12" OC MAX

WITHIN TIES

SEE WALL

DETAILS

FOR REINF

3/4"Ø x 6" STUDS

@ 12" OC ES, TYP, UON

#4 TIES @ 6" OC.

ALTERNATE

DIRECTION OF

CROSS TIES

HK ENDS HORIZ

OR VERT

NOTES:

1.DETAILS SIM AT DIFFERENT COL ORIENTATION, SHAPES, ETC.

2. TERMINATE VERT BARS @ BASE PLATE.

WELDED #X BARS

TO COL TO MATCH

HORIZ WALL REINF, TYP

PLAN

TYP, UON

6" MIN

T Y P

1/

C L R

P L A N

S E E

FOR SLABS, RETAINING WALLS &

EXTERIOR WALLS BELOW GRADE

TYP FOR WALLS

8"

8"-16"

T D

1 1/2"

3/4"

BEVEL

EDGES

45°

16" 2 1/2"

ROUGHEN ALL CONSTR.

JOINT SURFACES TO 1/4"

AMPLITUDE, MINIMUM

KEY SCHEDULE

KEY TYPE #1 KEY TYPE #2

NOTE:

DETAILS APPLY TO BOTH (H)

AND (V) CONSTRUCTION JOINTS.

T/

T T

T/

D/2

D 12

T O

S U

IT

R E

IN

F

D

T O

S U

IT

R E

IN

F

D

T

NOTE:

SEE CONSTRUCTION JOINTS IN CONCRETE

WALL AND SLABS FOR INFO NOT NOTED.

KEY TYPE #1

KEY TYPE #2

D

D

(2) ADD'L TRIM BARS

TO MATCH VERT

WALL REINF, TYP,

UON

TYP WALL REINF

1" CLR MIN

TO END OF HK

STD 90° HK., ROTATE

TO PROVIDE MIN CLEARANCE

STD 90° HKS

(2) ADD'L TRIM BAR

TO MATCH VERT

WALL REINF

TYP WALL REINF

STD 90° HKS

TYP WALL

REINF

TERMINATE W/

90° STD HKS

TURNED VERT

STD 90° HK

(2) ADD'L TRIM BARS

TO MATCH VERT

WALL REINF, TYP,

UON

C L R

2" CLEAR MAX.

A DOUBLE CURTAIN REINF. AT WALL

B SINGLE CURTAIN REINF. AT WALL

C

L s

Ls

ELEVATION

NOTES:

1.DETAIL APPLIES TO PENETRATIONS SMALLER THAN 12" IN DIAMETER OR

GREATEST RECTANGULAR DIMENSION. FOR MULTIPLE ADJACENT

PENETRATIONS, SEE WALL REINFORCING AT LARGE OPENINGS DETAIL XX.

2. ALTERNATE: IN LIEU OF INTERRUPTING REINFORCEMENT, BAR PLACEMENT

MAY BE ADJUSTED A MAXIMUM OF 1/2 TYPICAL SPACING TO CONTINUE

BARS UNINTERRUPTED WITH NO ADDITIONAL REINFORCEMENT REQUIRED.

MAINTAIN 2db CLEAR BETWEEN BARS MINIMUM.

HORIZ & VERT

WALL REINF, TYP

CUT HORIZ &/OR VERT

REINF IF DISRUPTED

BY OPNG, TYP

OPNG IN WALL

(ROUND OR

RECTANGULAR)

ADDITIONAL REINF

TO MATCH SIZE OF

REINF DISRUPTED

BY OPNG. PROVIDE

(1) BAR MIN ON EA

SIDE OF OPNG

T Y P

L s

P A S T O

P N G

TYP

Ls

PAST OPNG

TRIM REINFORCING SCHEDULE

DIAGONAL REINF

t 16" (2) #8

6" ≤ t ≤ 9"

9" t ≤ 12"

WALL THICKNESS 't'

12" t ≤ 16"

(2) #6

(2) #5

MIN TRIM REINF

(2) #7

#7

#5

#5

#5

NOTES:

1. SCHEDULED REINFORCING APPLIES TO ALL OPENINGS, UNLESS OTHERWISE NOTED.

2. MINIMUM TRIM REINFORCING TO BE LARGER OF TYPICAL WALL REINFORCING OR SIZE

SHOWN IN SCHEDULE.

3. AT SERIES OF OPENINGS WHERE PIER OR SPANDREL IS NARROWER THAN

THREE TIMES Ld, RUN TRIM REINFORCING CONT

4. OMIT DIAGONALS IF THE LARGEST OPNG DIMENSION IS LESS THAN 3'-0".

5. DETAIL APPLIES TO OPENINGS EQUAL TO OR LARGER THAN THE WALL THICKNESS

OR 12", WHICHEVER IS SMALLER.

6. COORDINATE OPNG LOCATIONS AND SIZES WITH OTHER TRADES INCLUDING BUT

NOT LIMITED TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING.

7.COORDINATE PLACEMENT OF TRIM REINFORCING TO AVOID CONFLICT

WITH INSTALLATION OF POST-INSTALLED ANCHORS AT PERIMETER OF OPNG.

8. CONDITION APPLIES TO MULTIPLE OPENINGS IN CONSECUTIVE REINFORCEMENT BAYS

WHERE THE OVERALL EFFECTIVE OPNG EXCEED NOTE 5 REQUIREMENTS.

PROVIDE ADDITIONAL REINFORCEMENT AT EACH SIDE OF OVERALL EFFECTIVE OPNG

AS SPECIFIED IN THIS DETAIL.

PROVIDE STANDARD

HK WHERE Ld

CANNOT BE PROVIDED

TYP WALL REINF

TRIM REINF

180° HK, ROTATE

BAR ABOUT

LONGITUDINAL AXIS

TO PROVIDE MINIMUM

CLEAR COVER

TRIM REINF,

SEE SCHED

DIAG REINF, SEE SCHED

(OMIT DIAG WHEN TOP OR

BOTTOM OF OPNG IS

AT FLOOR OR FOUNDATION

LEVEL)

't'

't'

N O

T E

S E E

SECTION A-A

A

A

A

A

AA

SEE NOTE 8

TYP WALL REINF

TRIM REINF

STANDARD HK,

ROTATE BAR ABOUT

LONGITUDINAL AXIS

TO PROVIDE MINIMUM

CLEAR COVER

24" MIN

SEE NOTE 3

(TO END OF

HKS ONLY)

Ld

Ldh

N O

T E

S E E

1" CLEAR MIN.

2" CLEAR MAX

Ld

Ld

ALL SIDES

3" CLEAR MAX

DOUBLE CURTAINELEVATION

SECTION A-A

SINGLE CURTAIN

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No. S 1648

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OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

TYPICAL CONCRETE

WALL DETAILSS5.2

100% FINAL CONSTRUCTION DOCUMENTS

1 GRAVITY COLUMN ENCASED IN CONCRETE WALL

5 CONSTRUCTION JOINTS IN CONCRETE WALL AND SLABS

6 WALL REINFORCING AT CORNERS AND INTERSECTIONS

2 WALL REINFORCING AT SMALL OPENINGS

4 WALL REINFORCING AT LARGE OPENINGS

WELD

SIZE

('F')

5/16"

FASTENERS PER

ROW, A325-X U.O.N.

('N')

(2) 7/8"Ø

SHEAR PL.

THICKNESS

('t')

1/2"10" OR LESS

NOMINAL

MEMBER

DEPTH

BEAM CONNECTION SCHEDULE

(4) 7/8"Ø

(5) 7/8"Ø

(6) 7/8"Ø

1/2"

1/2"

1/2"

24"

21"

16" THRU 18"

12" THRU 14" 1/2" 5/16"(3) 7/8"Ø

NOTES:

1. STD HOLES SHALLBE 1/16" GREATER THAN BOLT DIAMETER.

2. BOLTS TO BE FULLY PRETENSIONED W/ HARDENED WASHERS, U.O.N.

3. SCHEDULE BASED ON NOMINAL DEPTH OF WIDE FLANGE BEAMS, CHANNELS,

TUBES, & OTHER MISCELLANEOUS SHAPES.

BOLT

HOLE

IN BEAM

STD

BOLT HOLE

IN SHEAR PL

(U.O.N.)

STD

5/16"

5/16"

5/16"

STD

STD

STD

STD

STDSTD

SSLTSTD

MEMBER 'B' ≥ 8"

PL. THICKNESS 't'

NOTES:

1. DETAIL APPLIES TO TWO SIDED CONNECTIONS AS SHOWN, IF BEAM

FRAMES ONE SIDE ONLY OR X > 4", USE FULL DEPTH BEAM TO BEAM

CONNECTION DETAIL.

2. FOR WELD 'F', NUMBER OF BOLTS 'N', AND PLATE THICKNESS 't', SEE

BOLTED BEAM CONNECTION SCHEDULE.

MEMBER 'B' 8"

MEMBER 'A'

'N' BOLTS

T Y P

1/

M

IN

"X

1 3/4"

1 3/4" MIN.

3"

1 3/4" MIN.

'F'

'F'

3" MAX.3" MAX.

P L U S

M

A X

'k O

F M

E M

B E R

A

1/

" 3/4" CAP PL

5/16

5/16

WF OR

HSS COL

MAX

3/4"

ALIGN PL W/ WEB U.O.N.

ON PLAN. SEE SKEWED BM

TO BM CONN DETAIL FOR

INFO NOT SHOWN

3" MAX

1/2" MIN

1 3/4" MIN1 3/4" MIN

'N' BOLTS

1/

T Y P

't'= PL.

THICKNESS

'F'

'F'

NOTES:

1. SIMILAR CONDITIONS APPLY FOR BMS ON BOTH SIDES OF COL.

2. FOR WELD SIZE 'F', NUMBER OF BOLTS 'N' & PL THICKNESS 't' SEE

BOLTED BM CONN SCHED.

A TYPICAL

B AT ROOF

C PLAN AT SKEWED CONN

5/16

EA.

FLANGE

3"

DBL ROW OF BOLTS

WHERE OCCURS,

SEE PLAN

PLAN (STD. CONN.)

PLAN (DBL. ROW

BOLTED CONN.)

T Y P

't'= PL.

THICKNESS

WF COL.

'N' BOLTS 3/4" PL.,

TYP.

SEE SKEWED BM. TO

BM. CONN. FOR DET.

INFO. NOT SHOWN

C.P. IF ONE SIDE

IS ACCESSIBLENOTES:

1. SIMILAR CONDITIONS APPLY FOR BMS. ON BOTH SIDES OF COL.

2. FOR WELD SIZE 'F', NUMBER OF BOLTS 'N' & PL. THICKNESS 't', SEE BOLTED BM. CONNECTION

W.P., U.O.N.

ON PLAN

PLAN (STD.

CONN.)

PLAN (DBL. ROW

BOLTED CONN.)

A TYPICAL

B AT ROOF

C PLAN AT SKEWED CONN

M

IN

1/

3/4" CAP PLDBL ROW OF BOLTS

WHERE OCCURS,

SEE PLAN

5/16

5/16

5/16

5/16 EA.

FLANGE

'F'

'F'

T Y P

1/

T Y P

1 3/4" MIN. 1 3/4" MIN.

1/2" MIN.

2 1/4" MAX.

3/4" MAX.

+ 1/2", MIN.

'K1 ' OF COL.

3" @ 'bf' 11"

4 1/2" @ 'bf' 11" 'F'

'F'STIFF. PL. TO

COL. FLG., TYP.

'K

1/

M A X

TYP.

1" MIN.

NOTES:

1. ADD L3x3 AS SHOWN @ PIPE PENETRATION IF "X" ≤ 3".

SEE TYPICAL DETAIL 19/S7.1.1 FOR OTHER OPENING CONDITIONS

2. COORDINATE WITH SEOR FOR L3x3 AT MOMENT FRAME

"NO TOUCH" ZONE.

3. NOTCH METAL DECK AROUND COLUMN FLANGES AND TACK WELD

DECK TO COLUMN WEB FLANGES & STIFF. PLATE.

4. SEE 18/S7.1.3 FOR REINF. AROUND COLUMNS.

BEAM

COLUMN IN EITHER

DIRECTION

PIPE PENETRATION

L3x3x1/4

TEMPORARY

SHORING ANGLE, AS

REQUIRED TO

SUPPORT WET

CONCRETE

" M

AX

OMIT L3x3 IF

THIS IS 6" OR LESS

DECK ORIENTATION

"X

1/8

TYP. NO BASE

METAL PREHEAT

REQ'D

A TYPICAL

SKEWED ANGLE < 30°

60° ≥ SKEWED ANGLE ≥ 30°

SKEWED ANGLE > 60°

BENT PLATE

SEE TYP BM TO BM

CONNECTION

SCHEDULE

FOR THICKNESS

'F' +

'G'

'F' t

(t-1/8)

'F'

PJP

NOTES:

1. SEE TYPICAL BEAM TO BEAM CONNECTIONS FOR INFO. NOT SHOWN.

/1

MIN TO PROVIDE

CLEARANCES

ANGLE

SKEWED

't'

't'

1' -2

/128"

MIN TO PROVIDE

CLEARANCES

SKEWED ANGLE

SKEWED ANGLE

'F'

'F'3 M

IN

M

IN

1 1 /2

2 1

/2

3/4" BPL W/ 3/4"

MAX NON-

SHRINK GROUT

NUT W/

WASHER, TYP

3/4" THREADED ROD

EPOXY ANCHOR W/ 6"

EMBED IN STD

OVERSIZED HOLE IN BPL

PLAN A-

A

TOP OF FTG.

A A

N

B

5/16

5/16

TYP

CL OF PL. & COL.

EQ.

T Y P

" EQ.

TYP.

2"

NOTES:

1. SHIFT ANCHOR ROD 1" MAX

TO AVOID (E) FOOTING

REINF. COORDINATE

ANCHOR ROD LOCATION

WITH BPL.

R

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No. S 1648

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PROFESS IONAL

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OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

TYPICAL STEEL DETAILS

S5.3

100% FINAL CONSTRUCTION DOCUMENTS

1 BOLTED BEAM CONNECTION SCHEDULE

BM. TO BM. CONNECTION MEMBER A GREATER THAN

MEMBER B11 WF TO STRONG WAY WF OR HSS COLUMN

10 WF TO WEAK WAY WF COLUMN CONNECTION

12 METAL DECK SUPPORT AT COLUMNS

5 SKEWED CONNECTION DETAIL

9 BASEPLATE FOR (N) STUB COLUMN

1. WHENEVER POSSIBLE, PROVIDE SHEETS OF SUFFICIENT LENGTH TO SPAN CONTINUOUSLY ACROSS AT LEAST THREE SPANS. TERMINATE ENDS OVER A SUPPORT

PERPENDICULAR TO THE DECK SPAN, EXCEPT AT OPENINGS OR BUILDING EDGES WHERE DECKS MAY BE CANTILEVERED.

2. SHORE DECK AS REQUIRED BY MANUFACTURER.

3. PROVIDE A MINIMUM OF 2" BEARING AT SUPPORTING MEMBERS PERPENDICULAR TO DECK SPAN AND 1 1/2" AT MEMBERS PARALLEL TO DECK SPAN.

4. DIAMETER OF PUDDLE WELD SHOWN REPRESENTS EFFECTIVE FUSION AREA.

5. EACH PUDDLE WELD SHOWN MAY BE REPLACED WITH A SHEAR STUD WELDED THROUGH DECK.

6. CONCRETE FILL THICKNESS SHOWN ON FRAMING PLANS AND DETAIL SHEETS ARE MINIMUM THICKNESS. PROVIDE ADDITIONAL CONCRETE FILL AS REQUIRED TO COMPENSATE

FOR BEAM OR DECK DEFLECTIONS AND TO MAINTAIN SURFACE TOLERANCES SPECIFIED.

7. STUD LENGTHS SHOWN REPRESENT AFTER WELD LENGTHS.

FILL

TYPE

GAUGEHEIGHT

ATTACHMENT TYPE

SIDE LAP

S1 W 3" 18 YES 1.203 0.767 0.767

NORMAL

WEIGHT

CONCRETE

4"

MINIMUM

THICKNESS

ABOVE

TOP FLUTE

STUD

SIZE

3/4"Øx6"

SLAB

TYPE

DECK

TYPE

MINIMUM

SECTION

PROPERTIES

I

(IN. )

S

(IN. )3

SLAB

REINFORCING

(2) LAYER

#5 @ 12" O.C. EW,

EPOXY COATED

1/2"Ø PUDDLE

WELD @ 12" O.C.

1/2"Ø PUDDLE

WELD AT ALL

DOWN FLUTES

BUTTON PUNCH

@ 24" O.C.

PARALLEL

TO DECK

PERPENDICULAR

TO DECK

S

(IN. )3

FACTORY

VENTED

NOTES:

1. MIN. NO. OF STUDS REQUIRED PER SEGMENT OF BM IS SHOWN ON

FRAMING PLANS.

2. WHERE NO INDICATION IS GIVEN, PROVIDE STUDS AT 1'-O" O.C. MAX.

3. FOR DECK PARALLEL TO BM UNIFORMLY SPACE STUDS ALONG

CENTERLINE OF BM SEGMENT NO CLOSER THAN 4 1/2" O.C., SEE

STUD PLACEMENT DET. FOR MORE INFO.

4. FOR DECK PERPENDICULAR OR SKEWED TO BM. PLACE REQUIRED

NO. OF STUDS EQUALLY ALONG THE LENGTH OF BM SEGMENT FOR

SPACING GREATER THAN 2'-0" O.C. OTHERWISE USE THE FOLLOWING

METHOD:

STEP A: PLACE STUDS IN ALTERNATE

TROUGHS STARTING AT EA. END.

STEP B: PLACE ONE HALF OF REMAINING STUDS

AT EA. END IN THE REMAINING TROUGHS

STARTING AT THE END SUPPORT.

STEP C: AFTER A STUD HAD BEEN PLACED IN

EA. TROUGH, PLACE A SECOND STUD

PER TROUGH STARTING AT EA. END

SIM. FOR THREE STUDS PER TROUGH

UNTIL THE PLAN SPECIFICATION (.....)

HAS BEEN MET. SEE EXAMPLES (1), (2) & (3).

EXAMPLE 1: 14'-0" SPAN W/

(8) STUDS SPECIFIED ON PLAN

CL. BM.

DO NOT COUNT CENTER

STUD, TYPICAL

EXAMPLE 2: 14'-0" SPAN W/

(22) STUDS SPECIFIED ON PLAN

ELEVATION

ELEVATION

PLAN

PLAN

ELEVATION

PLAN

16" MAX. FROM

SUPPORT OR FACE OF

COL., TYP. EA. END

(8)

CL. BM.

SIM TO

EXAMPLE 1

(22)

EXAMPLE 3: 14'-0" SPAN W/

(4) (3) (7) STUDS SPECIFIED

ON PLAN

CL. BM. .

SIM. TO

EXAMPLE 1

(4)

DETAIL A

N.T.S.

NOTES:

1. PLACE STUDS AS CLOSE AS

POSSIBLE TO CENTERLINE OF DOWN

TROUGH.

BM. SEGMENT, TYP.

(7)(3)

MTL. DECK

LOCATE STUD

THIS SIDE OF

DEFORMATION,

TYP.

LOCATE STUD

THIS SIDE OF

DEFORMATION,TYP.

STL. BM.

CL. SPAN (NOT CL. OF BM SEGMENT)

A

A

A

TOP OF SLAB SLOPED TO

DRAIN, S.A.D. TOP LAYER OF

REINF TO FOLLOW SLOPE

H

.P

M

A X

FIRST

FLOOR

REINFORCING PER

SCHEDULE, STAGGER

SPLICES

L

.P

M

IN

C L R

1/

C L R

'S' 'L'

M

A X

'S1'

3"

TYP

3" MAX

1 1/2" MIN

'B

'D

'A'

'D

'S

'L'

ADD'L TRIM

BARS OTHER

IRECTION

ADD'L TRIM

BARS, TYP

ADD'L TRIM

BARS PROVIDE

1/2 OF

INTERUPTED REINF

EA SIDE MIN 2

BARS

WEBS OF

DECKS

W8x10

W x

MAY OMIT C8 IF 'S2'

IS LESS THAN 1'-0"

BM PER PLAN

STL FRAMING

BELOW

PROVIDE SHORING

OR

DECK REINF PER THE

DECK MANUF REQ

IF OPENING CUT

PRIOR TO CONC

PLACEMENT

SEE SLAB EDGE &

MTL DECK PARALLEL

TO BEAM TYP DET

SEE TYP DET

FOR CONN

FRAMING @ ENDS

MAY OMIT W8 IF'S1' IS

LESS THAN 1'-6" & DECK

IS CONT OVER BM

NOTES:

1. DETAIL 'B' APPLICABLE TO ALL OPENINGS.

2. DETAIL 'A' APPLICABLE ONLY TO OPENINGS SATISFYING ALL OF THE FOLLOWING:

A. 'D' < 16" (DIM PERPENDICULAR TO DECK SPAN)

B. 'L' < 4'-0" (DIM PARALLEL TO DECK SPAN)

C. 'A' OR 'B' GREATER THAN 4D & 32", WHERE 'D' IS MAX OF ADJACENT OPENINGS (DIMENSIONS TO ADJACENT

OPENINGS).

3. HOLES UP TO 6" MAX IN BOTH DIRECTIONS MAY OMIT TRIM REINF PROVIDED NO MORE THAN ONE RIB IS CUT.

B M

P E R

P L A N

W8x10

W x

W8

TYP SHEAR STUD

MTL DECK

SPAN DIRECTION

SECTION

B-B

SECTION

A-A

AA

B

B

A SMALL OPENINGS B FRAMED OPENING

NOTE: PROVIDE TRIM BARS PER A

'LS'

TYP

B M

P E R

P L A N

S .A

.D

S.A.D. FOR LOCATION

L3x3x5/16

W/ 3/16"

FILLET WELD

3-12 T&B

BM PER PLAN

FIRST

FLOOR

BM PER PLAN

FIRST

FLOOR

S .A

.D

3/4"Ø X 6" STUDS T&B,

TYP IF TRENCH BELOW

STEEL BEAM

TYP SLAB

REINFORCING

#5 @ 12" OC

NOTE:

SEE DETAIL 5/- FOR METAL DECK SUPPORT

BM PER PLAN

FIRST

FLOOR

S .A

.D

TYP SLAB

REINFORCING

#5 @ 12" OC, T&BPERMISSIBLE TO USE METAL

DECK SUPPORTED FROM

BEAMS TO POUR SLAB

R

LARUTCURT

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No. S 1648

E G

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T E R

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PROFESS IONAL

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G

IN

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TATE

OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

TYPICAL METAL DECK

DETAILSS5.4

100% FINAL CONSTRUCTION DOCUMENTS

11 METAL DECK SCHEDULE

12 WELDED STUD LAYOUT ON BEAMS

1 SLAB ON METAL DECK REINFORCING10 COMPOSITE DECK OPENING REINFORCING

2 DECK SUPPORT AT SLAB DEPRESSIONS

1 1/2" = 1'-0"

4 DECK SUPPORT AT TRENCH DRAIN

1 1/2" = 1'-0"

5 DECK SUPPORT AT TRENCH DRAIN SHALLOW

1. DO NOT CONNECT WALL FINISH TO SLOTTED TRACK.

2. SEE TYPICAL DETAILS FOR CONNECTION OF TRACK TO STRUCTURE.

M

A X

1/ M

IN

VERTICALLY

SLOTTED TOP

TRACK W/ 2 1/2"

LEGS, MATCH

STUD GAGE, 20

GA MIN, TYP

FASTENER PER

SLOTTED TRACK

MFR, ES, TYP

PARTITION

WALL STUDS,

S.A.D.

E Q

E Q

T.O. GYP BOARD

FINAL OPENING

OBSTRUCTION

WHERE OCCURS

DOOR

OPENING

ADDITIONAL

ATTACHMENTS AT

T&B OF JAMB

STUD PER

TYPICAL

DETAIL,TYP

JAMB STUD

PER TYPICAL

DETAIL, TYP.

LATERAL BRACING PER

TYPICAL DETAIL @ 4'-0" OC,

BRACING MAY BE

ELIMINATED WHERE GYP BD

IS ATTACHED TO BOTH SIDES

OF STUD W/ SCREWS AT A

MAXIMUM SPACING OF 12"

OC, TYP

STRUCTURE ABOVE, SEE

TYPICAL DETAILS FOR

CONN TO STRUCTURE

ABOVE

S.A.D. FOR STUD

SIZE

AND SPACING UON

ON STRUCTURAL

DWGS, TYP

WALL OPENING, SEE

HEADER AND JAMB STUD

DETAILS FOR AROUND

OPENING

FRAMED OPENING

WINDOW

OPENING

FLOOR

DETAIL AT INTERRUPTED JAMB STUD

HEADER

PER TYPICAL

DETAILS,

TYP

CONN OF BOTTOM

TRACK TO FLOOR

PER TYPICAL DETAIL

FLOOR

HEADER AND

SILL CONN

TO

JAMB STUD

PER TYPICAL

DETAIL, TYP

HEADER PER

TYPICAL

DETAILS

JAMB STUD PER

TYPICAL

DETAILS

JAMB STUD

PER

TYPICAL

DETAILS

S E E N

O T E

S E E N

O

NOTE:

STUD PUNCHOUTS SHALL NOT OCCUR

WITHIN 10" OF END OF STUD, TYP

(E) CONCRETE SLAB

PARTITION AS

SCHEDULED, S.A.D. UON

ATTACH BOTTOM TRACK TO CONC.

OR STEEL W/ HILTI X-U LOW-VELOCITY

POWDER ACTUATED DRIVE FASTENERS

@ 16" OC, PROVIDE 1" MIN EMBED

(2) #10 SMS ES OF STUD10

M

IN

600S162-33400S162-33362S162-33

6" Wall4" Wall3-5/8" Wall h < 9 ft

12 ft < h < 16 ft

9 ft < h < 12 ft

Wall Height

OPENING = w < 4 ft

OPENING 4 ft < w < 8 ft

Wall Height

Wall Height

OPENING 8 ft < w < 12 ft

DOUBLE

STUDS

DOUBLE STUD

NOTES:

1. SEE VERTICALLY SLOTTED TOP TRACK TYPICAL DETAIL FOR CONNECTION AT TOP OF

JAMB STUD.

16 ft < h < 20 ft

Wall Height

OPENING 12 ft < w < 16 ft h < 9 ft

12 ft < h < 16 ft

9 ft < h < 12 ft

16 ft < h < 20 ft h < 9 ft

12 ft < h < 16 ft

9 ft < h < 12 ft

16 ft < h < 20 ft h < 9 ft

12 ft < h < 16 ft

9 ft < h < 12 ft

16 ft < h < 20 ft

600S162-33

600S162-33

600S162-43

400S162-33

400S162-43

400S162-54

362S162-33

362S162-43

362S162-54**

600S162-33400S162-33362S162-33

6" Wall4" Wall3-5/8" Wall

600S162-33

600S162-54

600S162-54

400S162-43

400S162-54**

400S200-97**

362S162-43

362S200-54**

362S200-97**

600S162-33400S162-33362S162-33

6" Wall4" Wall3-5/8" Wall

600S162-43

600S162-54

600S200-68

400S162-54

400S200-68**

400S200-97**

362S162-54

362S200-97**

(2) 362S300-54**

600S162-43400S162-43362S162-43

6" Wall4" Wall3-5/8" Wall

600S162-54

600S162-68

600S200-68**

400S162-54

400S300-68**

(2) 400S300-68**

362S162-54

(2) 362S200-54**

(2) 362S300-97**

** INDICATES WHERE STUD IS GOVERNED BY DEFLECTION CRITERIA L/240

1/16 1-24

1/16 1-24

BOTTOM CONN AT JAMB STUD

3 5/8" & 4" WALL:

SIMPSON SSC2.25 CLIP

W/ (3) #10 SMS IN SQUARE

HOLES AND 3/8" Ø HILTI

KB-TZ W/ 1 1/2" EMBED

6" WALL: SIMPSON

SSC4.25 CLIP W/ (5) #10

SMS IN ROUND AND

TRIANGULAR HOLES AND

3/8" Ø HILTI KB-TZ W/ 1

1/2" EMBED

CONT FULL HT JAMB STUD

PER SCHEDULE

#10 SMS AT EA FLANGE

CONC FLR, WHERE

CONC DOES NOT

OCCUR, SEE TYP JAMB

STUD BOTTOM CONN

DETAIL FOR STEEL OR

WOOD FLR

M

A X

1/ M

IN

WHERE WALL

HT< 12'-0": SEE

TYPICAL VERTICALLY

SLOTTED TRACK

DETAIL

WHERE WALL HT >

12'-0":

PROVIDE 16 GAUGE

SLIP TRAK OR

SIMPSON SCW3.25

CLIP AT JAMB STUD

FASTENER PER

SLOTTED TRACK

MFR, ES, TYP

JAMB STUD

E Q

E Q

TOP CONN AT JAMB STUD

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No. S 1648

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PROFESS IONAL

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OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

TYPICAL COLD FORM

DETAILSS5.5

100% FINAL CONSTRUCTION DOCUMENTS

1 VERTICALLY SLOTTED TOP TRACK7 TYPICAL PARTITION ELEVATION

8 TYPICAL BOTTOM TRACK CONNECTION

12 JAMB STUD SCHEDULE

SILL

16 GAx1 1/2x1 1/2x0'-3" CLIP

ANGLE W/

(3) #10 SMS @ EA

LEG

JAMB STUD

PER TYPICAL

JAMB STUD

SCHEDULE

TYP

3/4"

HEADER PER

TYPICAL HEADER

SCHEDULE

M

A X T

O B

O T T O

M O

F H

E A D

E R

WALL OPENING

A

A

SECTION A-A

STUD TO MATCH WALL WIDTH,

MATCH GAUGE OF WALL

STUDSTRACK TO MATCH WALL WIDTH,

MATCH GAUGE OF WALL STUDS,

TYP

(2) #10 SMS @ 12" OC

IF REQ'D FOR WINDOW

ATTACHMENT, PROVIDE

TRACK AT TOP OF SILL W/

(2) #10 SMS @ 12" OC M

IN

M

IN

1/

WALL OPENING IS

< 10'-0" WIDE:

PROVIDE TRACK

W/ 1 1/2" MIN LEG,

THICKNESS TO

MATCH WALL

STUDS THICKNESS

WALL OPENING IS

10'-0"< w < 16'-0"

WIDE: PROVIDE

BUILT-UP SILL PER

SECTION A-A

ADD'L 20 GA STUD TO

RECEIVE WINDOW OR

DOOR AS REQ'D.

ATTACH TO JAMB W/ (2)

#10 SMS @ 24" MAX OC.

PLAN A-A

L16GA 1 1/2" x 1 1/2" T&B

W/ (3) #10 SMS INTO JAMB

STUD & (3) #10 SMS INTO

HEADER, TYP

AA

16GA TRACK W/ 1 1/2" FLANGE

TO MATCH WALL THICKNESS,

TYP

OMIT @ OPENINGS UP TO 4'-0"

(4) #10 SMS INTO JAMB STUD @ 3

5/8" STUD

(6) #10 SMS INTO JAMB STUD @ 6"

STUD

(8) #10 SMS INTO JAMB STUD @ 8"

STUD

(2) #10 SMS ES @ 3 5/8" STUD

(3) #10 SMS ES @ 6" STUD

(4) #10 SMS ES @ 8" STUD

3 5/8" OR 6",

MATCH WIDTH OF

JAMB STUD

HEADER PER

SCHEDULE

JAMB PER SCHEDULE

ALIGN U-PLATE W/

WIDTH OF JAMB STUD

BOTH SIDES

1 1/2"

TYP

EQ

TYP

EQ

HEADER AND U-PLATE

1/4" MAX GAP BETWEEN

NOTES:

1. MAX OPENING WIDTH 16'-0"

2. MAX WALL HT 20'-0"

1/ T Y P

T Y P

E Q

T Y P

E Q

H E A D

E R

H E A D

E R

H E A D

E R

B

B

ELEVATION

SECTION B-B

AT CONTRACTOR'S

OPTION, ROTATE

CLIP ANGLE 180°

HEADER PER SCHEDULE

SMS AT TRACK PER EL

CLIP ANGLE W/ SMS PER EL

2 ROWS OF #10

S.M.S.

@ 12" O.C. (UON IN

TABLE BELOW W/ *)

T&B STAGGERED

#10 SMS ES,

EA STUD

TRACK,

SEE

SCHEDULE

(2) 362T150-33 & (2) 362S162-33

6" Wall4" Wall3-5/8" Wall h < 16ft

Wall Height OPENING 4 ft < w < 8ft

NOTES:

1. SCHEDULES PROVIDE MINIMUM MEMBER SIZES UON ON PLANS.

2. ATTACHMENT OF CEILING, EQUIPMENT, ETC TO THE HEADER OR STUDS ABOVE THE HEADER IS

NOT PERMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

3. FOR HEADER CONNECTION TO JAMB STUD SEE TYPICAL DETAIL.

4. SAME GAGE STUD MAY REPLACE STD TRACK AND FLIP 180º WHERE REQ'D.

5. DO NOT SPLICE TRACKS OR JOISTS IN HEADERS.

OPENING OVER 4'-0"OPENING UP TO 4'-0"

PUNCHED

STUD

HEADER SEE

SCHEDULE

#10 SMS

ES, EA

STUD TRACK, SEE

SCHEDULE

#10 SMS

@ 6"O.C., TYP

(2) 400T150-33 & (2) 362S162-33(2) 600T150-33 & (2) 600S162-33

(2) 362T150-33 & (2) 600S162-33

16ft< h < 20ft (2) 400T150-33 & (2) 600S162-33*(2) 600T150-33 & (2) 600S162-33*

(2) 362T150-33 & (2) 362S162-33

6" Wall4" Wall3-5/8" Wall h < 12ft

Wall Height OPENING 8 ft < w < 12ft

(2) 400T150-33 & (2) 362S162-33

(2) 600T150-33 & (2) 600S162-33

(2) 362T150-43 & (2) 600S162-43

12ft< h < 16ft (2) 400T150-43 & (2) 600S162-43(2) 600T150-43 & (2) 600S162-43

(2) 362T150-54 & (2) 600S162-54

16ft< h < 20ft (2) 400T150-54 & (2) 600S162-54

(2) 600T150-54 & (2) 600S162-54

(2) 362T150-43 & (2) 600S162-33

6" Wall4" Wall3-5/8" Wall h < 10ft

Wall Height OPENING 12 ft < w < 16ft

(2) 400T150-43 & (2) 600S162-33(2) 600T150-33 & (2) 600S162-33

10ft< h < 16ft (2) 400T150-54 & (2) 600S162-54(2) 600T150-54 & (2) 600S162-54

(2) 362T150-68 & (2) 800S162-6816ft< h < 20ft (2) 400T150-68 & (2) 800S162-68(2) 600T150-54 & (2) 800S162-54

(2) 362T150-54 & (2) 600S162-54

* PROVIDE #10 SMS @ 9" OC IN LIEU OF 12" OC

362T150-54

6" Wall4" Wall3-5/8" Wall h < 9ft

Wall Height OPENING w < 4ft

9ft< h < 16ft

(2) 362T150-43 & 362S162-43

16ft< h < 20ft

(2) 362T150-33 & 362S162-33

400T150-54 600T150-54

(2) 400T150-43 & 400S162-43

(2) 400T150-33 & 400S162-33

(2) 600T150-43 & 600S162-33

(2) 600T150-33 & 600S162-33

SEE NOTE

M

IN

T Y P

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No. S 1648

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PROFESS IONAL

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G

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TATE

OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

QL

LAW

TYPICAL COLD FORM

DETAILSS5.6

100% FINAL CONSTRUCTION DOCUMENTS

2 TYPICAL SILL DETAIL5 HEADER TO JAMB STUD CONNECTION DETAIL8 HEADER SECTION & SCHEDULE

2x6 STUDS

HEADER SCHEDULE (UON ON DWGS)

SPAN ≤ 3'-0"

3-2x6

OR 4x6 FLAT 6X8

SPAN OVER 6'-0"

6X10 SEE PLANS

SPAN ≤ 4'-0" SPAN ≤ 6'-0"

SPAN

ELEVATION

1-2x (STUD WIDTH) 4'-0" MAX

2-2x (STUD WIDTH) OVER 4'-0"

DBL CRIPPLE & DBL STUD ES OF OPNG AT SPAN > 4'-0"

& TRIPLE CRIPPLE & STUD AT SPAN > 8'-0"

CONT 1/2" NON-SHRINK GROUT BED

AT BEARING WALLS & SHEAR WALLS

BLKG

2-10d ES

2-16d T&B

(2) 20d END NAIL, TYP

A35 @ 6" STUDS

A34 @ 4" STUDS,

PROVIDE AT ES

JAMBS

A34

BELOW

SPLICE

HEADER, SEE

SCHEDULE

2-10d ES

3-20 d

CRIPPLE:

2X @ SPAN < 6'-0"

3X @ SPAN > 6'-0"

16d @12" OC

40d @18" OC

@ 3X

2-20d

DBL TOP PL,

TYP

5/8"Ø A.B. W/ 2X2X3/16 PL WASHER

& 0'-3" MIN EMBED @ 4'-0" OC,

6" MIN & 12" MAX FROM ENDS &

NOTCHES OVER 1/3 THE SILL WIDTH,

UON, MIN 2 BOLTS PER PLATE

M A X

M

ON STUD CL'S

SPLICE PL'S

EDGE BLKG OMIT ONLY WHEN NOTED,

USE 3X4 FLAT FOR BLKG, UON

EDGE NAILING

(EN), TYP

STAGGER JOINTS

1/

G

A P

S

ID

E J

O

IN

T S

EDGE OF PLYWD SHEETS

CENTERED ON JOISTS

& BLOKS FIELD NAILING, TYP

EDGE NAILING

(EN), TYP

EN

LEDGER WHERE

APPLICABLE

PLYWD PANEL

LOCATION PLYWD NAIL SIZE EDGE NAIL FIELD NAIL BOUNDARY

3/4" STRUCT 1ROOF 10d 6" 12" 4"

1/8" GAP @ END JOINTS

3" CLR, TYP

AROUND BOLT

3/8"Ø x 6" A.B.

@ 4'-0" OC

.145"Ø DRIVEN PINS

@ 32" OC USE LOW

VELOCITY X-CR

FASTENERS BY

HILTI

(ESR REPORT #

1663)

OR APPROVED

EQUAL

SEE PLANS

TO SLAB

1/

WALL INTERSECTION

(2) 16d BOX NAILS MIN

ON BOTH SIDES

OF BUTT SPLICE

(2) 16d PER SCHEDULE ON

BOTH SIDES SPLICE/WALL

INTERSECTION (SEE NOTE 3)

NOTES:

1. SEE PLAN FOR LOCATION.

2. NOTCHING OR DRILLING OF HEAVY TOP PLATES NOT

PERMITTED WITHOUT PERMISSION OF ENGINEER.

3. (8) 16d BOX NAILS MIN EACH SIDE OF SPLICE.

14-16d(2) 2x4

PLATES

(MIN)

1.51 K

NORMAL

MARK

NAILS EA

SIDE

DESIGN VALUE

A

B

C

D

E

X 1.33

(2) 2x4

(2) 2x4

(2) 2x6

(2) 2x6

20-16d

28-16d

36-16d

48-16d

2.16 K

3.02 K

3.89 K

5.18 K

2.01 K

2.78 K

3.92 K

5.18 K

6.89 K

8'-0" MIN

HOLDOWN,

TYP

EN

POST, SEE HOLDDOWN

SCHEDULE

EN TO POST

STITCH NAILING

TYP

SHEATHING

HOLDOWN,

TYP

SHEATHING

EN,

TYP

STITCH

NAILING,

TYP

EN,

TYP

EN

B PLAN AT INTERSECTIONS W/ HOLDDOWN

A PLAN AT INTERSECTIONS W/ HOLDDOWN

EN

EN

STITCH

NAILING, TYP

SHEATHING

EN

EN

D PLAN AT INTERSECTIONS W/ HOLDDOWN

EN

STITCH

NAILING,

TYP

SHEATHING

C PLAN AT INTERSECTIONS W/ HOLDDOWN

EN

EN

HOLDOWN

SILL PLATE

POST WIDTH TO

MATCH STUDS IN WALL

POST BOLTS

PER MANUF

W/ 3" SQUARE

PLATE WASHERS

RETIGHTEN NUT @ CLOSE-IN

OR END OF PROJECT, UPON

RETIGHTENING, SECURE W/

DBL NUT

2X

CRIPPLE

STEM WALL

OR SLAB

TOP OF CONC

3 1/2HDU2

HOLDOWN

3 5/8

HOLDOWN SCHEDULE

EMBED

'e' (IN)

MIN POST THICKNESS UON

't' (IN)

ANCHOR BOLT DIA

'd' (IN)

U.O.N.

't' e

NOTE:

AT (E) CONCRETE, USE 5/8" Ø ASTM F1554 GR 55

ROD WITH HILTI HIT-RE 500 V3 EPOXY

HANGER

BEAM PER PLAN

JOIST

TO SAWN LUMBER

WEB STIFF.

WHERE REQ'D.

HANGER

JOIST

FILLER

BLOCK,

TYP.

2x8

2x12

4x10

HANGER SCHEDULE

SUPPORTED

MEMBER

6x12

SOLID SAWN

SOLID SAWN

SUPPORTED

TYPE

HANGER

LUS-28

LUS-210

LUS-410

HU-612

COMMENT

SOLID SAWN

SOLID SAWN

R

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No. S 1648

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PROFESS IONAL

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TATE

OF CAL IFORN

IA

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131EM

MM

LAW

TYPICAL WOOD DETAILS

S5.7

100% FINAL CONSTRUCTION DOCUMENTS

N.T.S.

4 STUD WALL FRAMING

N.T.S.

5 PLYWOOD SHEATHING (PLYWD) AT ROOF PLAN

N.T.S.

3 BOTTOM CONN NON BEARING WALL

N.T.S.

12 TOP PLATE SPLICE

N.T.S.

8 FRAMING AT SHEAR WALLS & SHEATHED STUD WALL

1 1/2" = 1'-0"

11 HOLDOWN DETAILS AND SCHEDULE

N.T.S.

9 JOIST HANGER CONNECTION

SHEAR PANEL SCHEDULE

10d @ 4"

10d @ 4

FIELD NAIL

CONT 1/2" NON-SHRINK

GROUT BEDSILL PL

SILL BOLT W/

BP WASHER

SHEATHING

PANEL

TYPE

EDGE NAIL

3X BLKG

AT HORIZ

EDGES, TYP

WINDOW OPNG

EN, TYP,

STAGG NAIL

ABOUT PANEL

EDGE

FN,

TYP

SILL BOLT

3X6 2X6

HOLDOWN ANCHORS

& POST WHERE

OCCURS, SEE PLANS

EN AT ALL

HOLDOWN POSTS

MST48 ES TYP

EN

15/32" STRUCT. 1

STITCH NAILING

16d @ 6" OC

16d @ X" OC

SILL PL

STUDS & HORIZ

BLKG AT

PANEL EDGES

2X6 @ 16"OC

TYP STUDS

NTS

STUD

FRAMING

STUD AT

PANEL EDGES

TYP

STUDS

EN

AROUND

ALL OPNGS

3X BLKG

AT OPNGS

OPNG

12" SQ MAX

AA

SECTION A-A

8d @ 12"

8d @ 12" X"Ø x X" @ X" OC

NOTES:

1. INDIVIDUAL PANEL PIECES SHALL NOT BE LESS…