structural general notes s1 - whitecoservices.com · indicates hollow structural section (hss)...

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Waco Clinic &Convenient Care

Marketplace DriveWaco, Texas 76711

07/20/2017

17061-0030

S1.01

STRUCTURALGENERAL NOTES

No. Issue Date



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17061-0030

S1.02


No. Issue Date

S

3

T/FTG = X'-X"

3

DRAWING LEGEND

INDICATES WOOD OR STEEL STUD

SHEAR WALL

POST-TENSION DEAD END (PLAN)

POST-TENSION STRESSING END (PLAN)

POST-TENSION PROFILE (PLAN)

(IN INCHES)

DETAILS OR SECTION CUT IN PLAN

VIEW (DETAIL NUMBER/SHEET NUMBER)

TILT-UP/PRECAST CONCRETE WALL

CONNECTION SYMBOL (REFER TO

CONNECTION DETAIL)

INDICATES CONCRETE COLUMN

SYMBOL (REFER TO DIAPHRAGM

INDICATES BEARING WALL BELOW

INDICATES CONCRETE/TILT-UP

CONCRETE WALL

INDICATES MASONRY/CMU WALL

INDICATES WOOD OR STEEL STUD

WALL

INDICATES STEP IN FOOTING

(REFER TO TYPICAL STEP IN

FOOTING DETAIL)

FOOTING SYMBOL (REFER TO

SPREAD FOOTING SCHEDULE)

SHEAR WALL SYMBOL (REFER TO

SHEAR WALL SCHEDULE)

REVISION TRIANGLE

TILT-UP/PRECAST CONCRETE WALL

PANEL NUMBER (REFER TO TILT-UP/

PRECAST CONCRETE WALL ELEVATIONS)

CMU WALL REINFORCING SYMBOL

(REFER TO CMU WALL REINFORCING

SCHEDULE)

ROOF/FLOOR DIAPHRAGM NAILING

ELEVATION SYMBOL (T/ REFERS

TO COMPONENT THAT THE

ELEVATION REFERENCES)

STUD BUBBLE (INDICATES NUMBER

OF STUDS REQUIRED IF EXCEEDS

NUMBER SPECIFIED IN PLAN NOTE)

DETAILS OR SECTION CUT

(DETAIL NUMBER/SHEET NUMBER)

INDICATES LOCATION OF CONCRETE

WALLS, SHEAR WALLS OR BRACED

FRAME ELEVATIONS

SPAN INDICATOR (INDICATES EXTENTS

OF FRAMING MEMBERS OR OTHER

STRUCTURAL COMPONENTS)

INDICATES WIDE FLANGE COLUMN

INDICATES BUNDLED STUDS

CONTINUITY PLATE LENGTH

(REFER TO TYPICAL DETAIL)

MARK

NAILING SCHEDULE)

MARKDESCRIPTION DESCRIPTION

INDICATES DIRECTION OF DECK SPAN

INDICATES MOMENT FRAME

CONNECTION

INTERMEDIATE STRESSING (PLAN)

INDICATES NUMBER OF STUD RAIL

REQUIRED AT COLUMN (REFER TO

STUD RAIL DETAILS)

STEEL/CONCRETE COLUMN

SYMBOL (REFER TO STEEL

COLUMN SCHEDULE)

INDICATES EXISTING WALL

INDICATES DRAG CONNECTION

INDICATES HOLLOW STRUCTURAL

SECTION (HSS) COLUMN OR

TUBE STEEL (TS) COLUMN

INDICATES HOLLOW STRUCTURAL

SECTION (HSS) COLUMN OR

STEEL PIPE COLUMN

INDICATES DOUBLE SHEAR

CONNECTION (REFER TO THE DOUBLE

SHEAR PLATE CONNECTIONS DETAIL)

PILE CAP SYMBOL (REFER TO

PILE CAP SCHEDULE)

INDICATES PRECAST

CONCRETE COLUMN

F2.0

INDICATES WOOD POST

1P

1

INDICATES CANTILEVER

CONNECTION

00

S0.0

1

1

8"

1D

SR__

1

1

C1

XX"xXX"

X

SX.X

X/ SX.X

INDICATES REINFORCING TYPE

(REFER TO THE REINFORCING

SCHEDULE)

2W4

00TB

ABBREVIATIONS

THRU Through

W Wide

THKND Thickened

TYP Typical

T&G Tongue & Groove

UBC Uniform Building

Code

TRANSV Transverse

W/O Without

W/ With

WWF Welded Wire Fabric

WP Working Point

WHS Welded Headed Stud

± Plus or Minus

UNO Unless Noted

Otherwise

VERT Vertical

TDS Tie Down System

TCX Top Chord Extension

GEOTECH Geotechnical

L Angle

BMU Brick Masonry Unit

TC AX LD Top Chord Axial Load

DB Drop Beam

C'SINK Countersink

EXP JT Expansion Joint

FDN Foundation

FD Floor Drain

EXT Exterior

(E) Existing

EXP Expansion

EW Each Way

EQUIP Equipment

EQ Equal

FIN Finish

ELEV Elevator

ELEC Electrical

EL Elevation

EF Each Face

EA Each

DWG Drawing

DP Depth/Deep

DO Ditto

DN Down

DL Dead Load

DIAG Diagonal

DF Douglas Fir

DEV Development

DBL Double

DIA Diameter

NIC Not In Contract

OPP Opposite

OPNG Opening

OF Outside Face

OD Outside Diameter

OC On Center

NTS Not To Scale

OWSJ Open Web Steel Joist

OWWJ Open Web Wood Joist

PL Plate

LONGIT Longitudinal

LLV Long Leg Vertical

LLH Long Leg Horizontal

LL Live Load

LF Lineal Foot

LSL Laminated Strand Lumber

LVL Laminated Veneer Lumber

MAS Masonry

MISC Miscellaneous

MIN Minimum

MFR Manufacturer

MEZZ Mezzanine

MECH Mechanical

MAX Maximum

CMU Concrete Masonry

Unit

CJ Construction or

Control Joint

CJP Complete Joint

Penetration

CONT Continuous

CONST Construction

CONN Connection

CONC Concrete

COL Column

CLR Clear

CL Centerline

CIP Cast in Place

C Camber

B or BOT Bottom

BLKG Blocking

BLDG Building

BRG Bearing

B/ Bottom Of

ARCH Architectural

ALT Alternate

ADDL Additional

AB Anchor Bolt

k Kips

INT Interior

IF Inside Face

IE Invert Elevation

ID Inside Diameter

HORIZ Horizontal

HD Hold-down

HGR Hanger

HF Hem-Fir

HDR Header

GWB Gypsum Wall Board

HP High Point

GL Glue Laminated Timber

GALV Galvanized

GA Gage

FTG Footing

F/ Face of

SPEC Specification

STRUCT Structural

STIFF Stiffener

STD Standard

SST Stainless Steel

SF Square Foot

SYM Symmetrical

T&B Top & Bottom

SWWJ Solid Web Wood

Joist

T/ Top Of

SQ Square

STL Steel

PSI Pounds Per Square

Inch

PSL Parallel Strand

Lumber

SCHED Schedule

RET Retaining

REQD Required

REINF Reinforcing

RD Roof Drain

PT Pressure Treated

P-T Post-Tensioned

SHTHG Sheathing

SIM Similar

REF Refer/Reference

R Radius

PSF Pounds per Square

Foot

PLWD Plywood

PP Partial Penetration

HSS = TS (Hollow Structural Section)

FLR Floor

PAF Powder Actuated Fastener

BP Baseplate

DBA Deformed Bar Anchor

DIST Distributed

EMBED Embedment

FRP Fiberglass Reinforced Plastic

KSF Kips Per Square Foot

LP Low Point

PERP Perpendicular

SOG Slab on Grade

SR Studrail

CTRD Centered

IBC International Building

Code

CB Castellated Beam

URM Unreinforced

Masonry Unit

PC Precast

SMF Special Moment

Frame

STAGG Stagger/Staggered

PREFAB Prefabricated

T Top

BTWN Between

THRD Threaded

SCB Special Concentric

Braced

BRBF Buckling Resisting

Braced Frame

OCBF Ordinary Concentric Braced

Frame

DEMO Demolish

CLG Ceiling

ADH Adhesive

CLT Cross-Laminated

Timber

NLT Nail-Laminated

Timber



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12" = 1'-0"



07/20/2017

17061-0030

S1.03


STRUCTURAL SHEET LIST

SHEET NUMBER SHEET TITLE

S1.01 STRUCTURAL GENERAL NOTES



S1.04 PERSPECTIVE VIEWS

S2.01 FOUNDATION PLAN

S2.02 ROOF FRAMING PLAN

S2.03 LOW ROOF FRAMING PLAN

S4.01 TYPICAL FOUNDATION DETAILS

S4.02 FOUNDATION DETAILS

S5.01 TYPICAL WOOD FRAMING DETAILS

S5.02 ROOF FRAMING DETAILS

S6.01 TYPICAL STEEL DETAILS

Sheet Total: 12

No. Issue Date



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07/20/2017

17061-0030

S1.04

PERSPECTIVE VIEWS

PERSPECTIVE VIEW - SOUTHWEST

PERSPECTIVE VIEW - NORTHEAST

PERSPECTIVE VIEWS ARE FOR REFERENCE ONLY AND ARE PROVIDED SOLELY AS A VISUAL AID.

ALL STRUCTURAL INFORMATION SHALL ONLY BE OBTAINED FROM THE PLANS AND DETAILS.

PERSPECTIVE VIEWS

No. Issue Date

A

2

4" STIFFENED P-T CONC

SLAB ON GRADE

D

1

4 4

5 5

6

8

9

10

B E F G H J K

2'-9 3/4" 4'-4 1/2" 13'-1 3/4" 4'-9 3/4" 4'-1 3/4" 11'-2 1/4" 34'-6 7/8" 32'-10 3/4" 5'-4 7/8" 24'-3 5/8" 2'-4 7/8"

140'-7 1/4"

8'-7 1

/2"

14'-5 3

/4"

1'-10 3

/4"

15'-5 7

/8"

11'-11 1

/8"

25'-10 5

/8"

3'-0 7

/8"

81'-11"

3 1

/4"

17'-6 1/2" 20'-8 1/4" 72'-10 1/2" 26'-8 1/2"

3 1/2" 3'-5 1/2"

137'-9 3/4"

7 7

3

8.8

9.9

5'-6 7

/8"

14'-0"

5'-8 1

/2"

10'-1"

10 1

/2"

C

HSS5x5x1/4

HSS5x5x5/16

HSS5x5x1/4

HSS5x5x1/4

HSS5x5x1/4

HSS5x5x1/4

HSS5x5x1/4

HSS5x5x1/4

PB

2

PB1PB

1TYP AT INT UNO

TY

P A

T IN

T U

NO

T/SLAB = 0'-0"

PB2PB1 TYP AT EXT UNO

PB

2

(1) TENDON @ 5'-0"OC

AT SLAB MID-DEPTH EW

HSS5x5x5/16

7.8

29'-3 1/2" 78'-7 7/8" 30'-3"

7" 3 1/4"

3 1/4"

3 1/4" 3 1/4"

3 1

/4"

3 1

/4"

7"

7"

3"

3 1/4" 7"

3 1

/4"

7"

3 1

/4"

3 1

/4"

3 1

/4"

7"

5'-3"

3"

7" 3 1/2"

2 1

/8"

5'-6 3

/8"

10 5

/8"

10'-0 7

/8"

1 1

/8"

11" 12'-3 1/2"

10 1/4"

3 1/4" 7" 3 1/4" 7"3 1/4"

3 1

/4"

7"

3"

1'-6 1

/8"

2'-5 1

/8"

EQ

EQ

PB2

(3) EQ SPACES (3) EQ SPACES

EQ EQ

5'-0 1

/8"

ADDL CORNER

REINF PER .15/S4.01

6x6 POST

6x6 POST

8x6 POST

8x6 POST

6x6 POST

6x6 POST

6x6 POST

6x6 POST

3

33

PB2

PB2 PB2

6x6 POST

S4.02

3

S4.02

3

S4.02

4

S4.02

3

S4.02

2

S4.02

5

S4.02

5

S4.02

2

S4.02

5

S4.02

2

S4.02

2

S4.02

5S4.02

3

S4.02

4

S4.02

2

S4.02

5

S4.02

9

COL BLOCKOUT

PER ,TYP3/S4.01

2

3

PB2

W6

W6

W4

W4

W4

F.5

HDU5

(2) 2x

HDU5

(2) 2x

HDU2

(2) 2x

HDU2

(2) 2x

HDU5

(2) 2x

HDU5

(2) 2x

HDU5

(2) 2x

HDU5

(2) 2x

5(2)2x

(3)2x5

(2)2x

(3)2x

5(2)2x

(3)2x

W4

HDU5

AT POST

HDU5

AT POST

5(2)2x

(3)2x

2X6 @ 16"OC,

TYP AT EXT

INT WALL FRAMING

PER PLAN NOTES

EXT WALL FRAMING

PER PLAN NOTES

S4.02

10

EQ EQ

6'-0"

6'-0 1

/2"

6x6 POST

6x6 POST

6x6 POST

6x6 POST6x6 POST

6x6 POST6x6 POST

5 3

/4"

D.1

STUD AND SHEAR WALL NOTES:

1. LUMBER GRADE PER STRUCTURAL GENERAL NOTES.

2. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES.

3. HEADERS SHALL BE SUPPORTED BY (1) TRIMMER STUD AND (1) KING STUD MINIMUM, UNO. ADDITIONAL STUDS

REQUIRED ARE NOTED AS THUS:

THE CIRCLED NUMBER INDICATES THE TOTAL NUMBER OF STUDS REQUIRED AT HEADER SUPPORT.

THE TOP NUMBER INDICATES THE NUMBER OF TRIMMER STUDS. (1) MIN UNO. THE BOTTOM NUMBER

INDICATES THE NUMBER OF FULL HEIGHT KING STUDS, (1) MIN UNO.

4. GIRDER TRUSSES AND BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (2) BUNDLED STUDS MINIMUM, UNO.

WHERE MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED

THUS: . BEAM AND GIRDERS SHALL BEAR OVER FULL LENGTH OF BUNDLED STUDS (3"MIN). BUNDLED STUDS TO

BE CONTINUOUS TO THE FOUNDATION. PROVIDE (1) SIMPSON LTP4 AT BEAM TO TOP PLATE, TYP UNO.

5. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 14/5.01.

6. ALL EXTERIOR WALLS SHALL BE SHEATHED AND NAILED AS TYPE SHEAR WALL, UNO.

7. INDICATES HOLD-DOWN TYPE PER HOLD-DOWN SCHEDULE 19/S5.01. CIRCLED NUMBER INDICATES

NUMBER OF TRIM STUDS REQUIRED AND BOTTOM NUMBER INDICATES NUMBER OF FULL HEIGHT (KING) STUDS

REQUIRED IN ADDITION TO BUNDLED OR TRIM STUDS OR POSTS SHOWN ON PLAN.

8. EXTERIOR LOAD BEARING STUD WALLS SHALL BE 2x6 @ 16"OC TYP, UNO. INTERIOR LOAD BEARING WALLS SHALL

BE 2x6 @ 16"OC TYP, UNO. BLOCK WALLS AT MID-HEIGHT, TYP.

9. TYPICAL HOLD-DOWN ELEVATION PER .

10. TYPICAL ANCHOR BOLTS TO BE 5/8" DIA x 7" MINIMUM EMBEDMENT PER , UNO IN SHEAR WALL SCHEDULE.

11. TYPICAL DETAILS PER:

TYPICAL TOP PLATE SPLICE DETAIL

NON-STRUCTURAL PARTITION WALL CONNECTION

TYPICAL SHEAR WALL ELEVATION

TYPICAL STUD WALL OPENING (HEADER) DETAIL

TYPICAL HOLES AND NOTCHES IN WOOD STUDS

FOUNDATION PLAN NOTES:

W6

HD

(2) 2x

FOUNDATION NOTES:

1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S1.02 AND S1.03.

2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.

3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: DRAINS

AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL,

PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL

DRAWINGS.

4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND

ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES.

5. PROVIDE (2) #4 CONT BACK-UP BARS AT PERIMETER SLAB EDGE, TYP.

6. ALL GRADE BEAMS AND SLABS TO BEAR ON PROPERLY COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT

AS APPROVED BY ONSITE GEOTECHNICAL ENGINEER. SUBRGADE PREPARATION, FOOTING DRAINS, AND OTHER

REQUIREMENTS PER GEOTECHNICAL REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES.


TYPICAL FOUNDATION DETAILS

FOUNDATION DETAILS

POST-TENSIONED NOTES:

1. IT IS NOT PERMITTED TO INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS, CUT OPENINGS IN OR CORE

THROUGH POST-TENSIONED SLAB WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF

RECORD. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS,

CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES, ETC INTO THE POST-TENSIONED SLAB PRIOR TO PLACING

CONCRETE.

2. REINFORCING SHALL BE SUPPORTED TO MAINTAIN PROPER POSITION IN THE SLAB.

3. CONTRACTOR TO COORDINATE ALL EMBED REQUIREMENTS PRIOR TO POURING CONCRETE.

4. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES

BEFORE RIB TENDONS ARE STRESSED.

5. TENDONS WITH SWEEPS GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER-OF-RECORD FOR TENDON

SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE.

6. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST-TENSIONED TENDONS AND ANCHORS. REQUIREMENTS PER

STRUCTURAL GENERAL NOTES.


TYPICAL FOUNDATION DETAILS

FOUNDATION DETAILS

S4.01

S4.02 S4.01

S4.02

(2) 2x

(3) 2x5

13/S4.02

8/S4.02

1/S5.01

6/S5.01

7/S5.01

16/S5.01

2/S5.01

3



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CNH

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MAD

As indicated



07/20/2017

17061-0030

S2.01

FOUNDATION PLAN

NSCALE: 3/16" = 1'-0"

FOUNDATION PLAN

STIFFENED POST-TENSIONED SLAB BEAM SCHEDULE

TYPE

SIZE MILD CONT

REINFORCEMENT

P-T

TENDONS REMARKSWIDTH HEIGHT

PB1 1'-6" 2'-6" (2) #4B 2 TYP AT INT

PB2 1'-6" 2'-6" #4B @ 12"OC 2VARIES

No. Issue Date

A

2 2

D

1

4 4

5 5

6

8

9

10

B E F G H J K

PR

EFA

B W

OO

D T

RU

SS

@ 2

4"O

C

PR

EFA

B W

OO

D T

RU

SS

@ 2

4"O

CP

RE

FA

B W

OO

D T

RU

SS

@ 2

4"O

CP

RE

FA

B W

OO

D T

RU

SS

@ 2

4"O

C

(2) 2x10 JOIST @ 16"OC

HS

S1

0x6

x5

/16

W8x18

W8

x1

8

W8x18

W8x18

(20" H

EE

L)

7 7

3

8.8

9.9

C

7.8

2'-9 3/4" 4'-4 1/2" 13'-1 3/4" 4'-9 3/4" 4'-1 3/4" 11'-2 1/4" 34'-6 7/8" 32'-10 3/4" 5'-4 7/8" 24'-3 5/8" 2'-4 7/8"

8'-7 1

/2"

14'-5 3

/4"

1'-10 3

/4"

15'-5 7

/8"

11'-11 1

/8"

25'-10 5

/8"

3'-0 7

/8"

16'-4 1

/2"

15'-5 7

/8"

6'-4 1

/4"

5'-6 7

/8"

14'-0"

5'-8 1

/2"

10'-1"

10 1

/2"

7'-9 1

/4"

W8

x1

8

W8x18

GL5 1/8x12

GL5 1/8x16 1/2

GL5 1/8x24

GL5 1/8x18

GIRDER

TRUSS

HDRGIRDER TRUSS

HDRGL

5 1

/8x1

6 1

/2

GIRDER TRUSS

GL

5 1

/8x9

GLT5 HGR

2x10 @

16"OC

CONT 2x10

FASCIA

J1 J1

J1J1 J1

SLO

PE

SLO

PE

SLO

PE

T/SHTHG = 13'-8 3/4"

T/SHTHG = 13'-10 7/8"

T/SHTHG = 14'-3"

T/SHTHG = 15'-4 7/8"

T/SHTHG = 15'-4 1/8"

T/PARAPET = 19'-8"

T/PARAPET = 17'-8"

T/PARAPET = 17'-8"

T/PARAPET = 19'-8"

T/PARAPET = 19'-8"

T/PARAPET = 17'-8"

T/PARAPET = 17'-8"

T/PARAPET = 19'-8"

T/PARAPET = 19'-8"

23/32" SHTHG

PER PLAN NOTES

T/SHTHG = VARIES

S5.02

10

S5.02

10

S5.02

4

S5.02

10

S5.02

5

S5.02

9

S5.02

4

CONT 2x8 LEDGER W/

(3) 0.148"Øx3" NAILS TO

EA STUD @ 12"OC TO

CONT BLKG

C8

x1

1.5

C8

x1

1.5

C8x11.5

23/32" SHTHG

PER PLAN NOTES

T/SHTHG = VARIES

S5.02

18

S5.02

20

S5.02

19

S5.02

16

S6.01

7

S5.02

2

S6.01

4

1/4

" /F

T

1/4

" /F

T1/4

" /F

T

DR

AG

TR

US

S [1500#]

DR

AG

TR

US

S [1500#]

DR

AG

TR

US

S [1500#]

DR

AG

TR

US

S [1500#]

S5.02

2

CCQ COL CAP, TYP

S5.02

1

S5.02

1

S5.02

8

S5.02

8

S5.02

7

F.5

29'-3 1/2"

MITER CORNER

0"

30'-0" 9'-0"

RTU AREA PER

PLAN NOTES

S5.02

6

S5.02

6

GL5 1/8x9 HDR

GL5 1

/8x9 H

DR

HDR HDR

HD

R

LOW ROOF

PER 1/S2.03

LOW ROOF

PER 8/S2.03

GIRDER TRUSS

S5.02

9

S5.02

5

S6.01

3

S5.02

5

T/SHTHG = 15'-7 1/4"

PR

EFA

B W

OO

D T

RU

SS

@ 2

4"O

C

CONT 2x8 LEDGER W/

(3) 0.148"Øx3" NAILS TO

EA STUD @ 12"OC TO

CONT BLKG

REFER TO FOR

LOW FRAMING PLAN

9/S2.03

S5.02

17

6'-0"

3'-8"

D.1

FINAL TRUSS LAYOUT TO BE DETERMINED BY TRUSS MFR. GC

TO COORDINATE BETWEEN TRADES TO ENSURE RTU DUCT

PENETRATIONS OCCUR BETWEEN TRUSSES. FIELD

MODIFICATION OF TRUSSES IS NOT PERMITTED. THIS MAY

REQUIRE MINOR FIELD ADJUSTMENT OF RTU LOCATIONS.

NOTE TO GENERAL CONTRACTOR

REGARDING RTU DUCT PENETRATIONS

1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S1.02 AND S1.03.

2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS.

3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER

DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS.

4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO ROOF

FRAMING WITH 0.135"Øx2 1/2" NAILS @ 6"OC AT PANEL EDGES AND @ 12"OC FIELD, UNO. LAY SHEATHING

WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS.

ALLOW 1/8" SPACE BETWEEN PANEL ENDS AND EDGES.

5. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO.

6. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (3) 2x8 MINIMUM. HEADER SUPPORTS PER FOUNDATION PLAN.

7. J1 = 2x10 JOIST @ 16"OC.

8. PROVIDE SOLID BLOCKING OVER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO

FRAMING, ALIGN JOIST OR TRUSS OVER SHEAR WALL (ADDITIONAL JOISTS OR TRUSSES MAY BE REQUIRED).

9. BEARING STUD, SHEAR WALL, HOLD-DOWN AND, POST SIZE BELOW PER FOUNDATION PLAN.

10. CONTRACTOR RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF

SYSTEM DUE TO CONSTRUCTION LOADS.

11. BEARING WALL TOP PLATE ELEVATION TO BE +12'-0", UNO.

12. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING CRITERIA:

• ROOF SYSTEM TO BE BIDDER DESIGNED. ROOF PLAN SHOWN IS A SUGGESTED LAYOUT. CHANGES MUST BE

SUBMITTED TO THE ENGINEER-OF-RECORD THRU THE ARCHITECT WITH BEARING POINTS AND REACTIONS TO

STRUCTURE.

• TRUSS LAYOUT SHOWN IS APPROXIMATE. TRUSS SUPPLIER IS RESPONSIBLE FOR FINAL TRUSS LAYOUT AND

CONFIGURATION. NOTIFY ENGINEER OF REVISIONS TO PLAN.

• ALL ROOF TRUSSES TO BE TAPERED PER ARCHITECT.

• STANDARD DEAD AND LIVE LOADS AND SUBMITTAL INFORMATION PER STRUCTURAL GENERAL NOTES.

ROOF FRAMING PLAN NOTES:

• [2000LBS], FOR EXAMPLE, INDICATES IN-PLATE SHEAR TRANSFER LOAD IN ROOF TRUSS TO BE LOCATED

ABOVE SHEAR WALLS TRUSS. MANUFACTURER SHALL DESIGN THESE TRUSSES FOR THE BRACKETED LATERAL

LOAD SPECIFIED ON PLAN, IN ADDITION TO THE DESIGN DEAD AND LIVE LOADS.

• DENOTES PARAPET KICKER ZONE, TYP. FOR REFERENCE ONLY. DIMENSIONS PER WOOD TRUSS

MANUFACTURER.

• INDICATES ROOFTOP EQUIPMENT ZONE. TRUSS MANUFACTURER TO DESIGN AREA FOR

ADDITIONAL 40 PSF (DEAD LOAD)

• ALL GIRDER TRUSSES SHALL BE SUPPORTED BY A MINIMUM OF TWO STUDS. TRUSS MANUFACTURER TO

SUBMIT TO ENGINEER GIRDER TRUSSES REACTIONS.

• ALL MULTIPLE STUDS SUPPORTING HIP MASTER AND GIRDER TRUSSES TO CONTINUE TO FOUNDATION.

• ROOF TRUSSES SHALL BE DESIGNED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS AND PIPING.

CONTRACTOR TO PROVIDE THE TRUSS SUPPLIER WITH LOCATIONS AND SUPPORT CONDITIONS OF ALL

MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING

REQUIREMENTS ARE AS DESIGNATED ON PLANS. VERIFY MECHANICAL WEIGHTS SHOWN ON PLAN WITH MEP

DRAWINGS.

• PROVIDE SIMPSON H1 OR H2.5A HURRICANE TIES AT ALL ROOF TRUSSES, AND @ 32"OC MAX AT TOP PLATE TO

STUD TYPICAL, UNO.

• TRUSS HANGERS SHALL BE SUPPLIED AND DESIGNED BY THE TRUSS SUPPLIER.

• TRUSS MANUFACTURER TO DESIGN BEARING AT TOP PLATES FOR COMPRESSION PERPENDICULAR TO GRAIN

f'c = 405psi.

13. FABRICATE ALL STEEL COLUMNS -1/4" PER FLOOR TO ALLOW FOR WOOD SHRINKAGE.


S5.01 TYPICAL WOOD DETAILS

S5.02 ROOF FRAMING DETAILS

S6.01 STEEL CONNECTION DETAILS



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07/20/2017

17061-0030

S2.02

ROOF FRAMING PLAN

NSCALE: 3/16" = 1'-0"

ROOF FRAMING PLAN

No. Issue Date

D

5

6

8

10

B

7

9.9

C

HSS7x5x3/16

HS

S7

x5

x3

/16

HSS7x5x3/16

HSS7x5x3/16

7.8

6'-4 1

/4"

5'-6 7

/8"

14'-0"

5'-8 1

/2"

10'-1"

10 1

/2"

HS

S7

x5

x3

/16

HS

S7

x5

x3

/16

HS

S7

x5

x3

/16 T/STL = 8'-6",TYP

S6.01

5

S6.01

9

S6.01

9

S6.01

5

TYP

TYP

5

J

K

2'-4 7/8"

5'-6"

11'-9 7

/8"

2'-2 1

/8"

EQ

EQ

23/32" SHTHG

PER PLAN NOTES

T/SHTHG = VARIES

CONT 2x12 FASCIA

(RIPPED)

2x12 INFILL JOISTS

@ 24"OC MAX W/ LUS

HGR EA END, TYP

6x6 POST

WALL FRAMING

PER PLAN

6x6 POST

CONT 2x12 LEDGER

W/ (4) 0.184"Øx3"

NAILS TO EA STUD

HDR BELOW

PER PLAN

6x6 POST EA SIDE

OF OPNG IN LIEU

OF KING STUDS, TYP

TAPPERED 2x12

OUTRIGGERS, EA

SIDE OF POST, TYP

1. REFER TO S2.02 FOR ROOF FRAMING PLAN NOTES.

2. TYPICAL STUD FRAMING NOT SHOWN FOR CLARITY.

NOTES:

S5.02

12

9

H

8.8

3'-0 7

/8"

5'-6"

2'-7 1/8" 11'-4 7/8"

23/32" SHTHG

PER PLAN NOTES

T/SHTHG = VARIES

CONT 2x12

FASCIA (RIPPED)

2x12 INFILL JOISTS

@ 24"OC MAX W/ LUS

HGR EA END, TYP

CONT 2x12 LEDGER

W/ (4) 0.148"Øx3" NAILS

TO EA STUD

6x6 POST EA SIDE

OF OPNG IN LIEU

OF KING STUD, TYPHDR BELOW

PER PLAN

WALL FRAMING

PER PLAN

TAPPERED 2x12

OUTRIGGER, EA

SIDE OF POST, TYP

NOTES:

1. REFER TO S2.02 FOR ROOF FRAMING PLAN NOTES.

2. TYPICAL STUD FRAMING NOT SHOWN FOR CLARITY.

S5.02

12



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Drawn

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MAD

As indicated



07/20/2017

17061-0030

S2.03

LOW ROOF FRAMINGPLAN

SCALE: 1/4" = 1'-0"9

LOW FRAMING PLANSCALE: 1/2" = 1'-0"

8LOW FRAMING PLAN

SCALE: 1/2" = 1'-0"1

LOW FRAMING PLAN

No. Issue Date

1. ALL TABULATED VALUES ARE IN INCHES.

2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR

COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db.

3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld.

4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK.

5. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS

AS "TOP BAR".

6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPICE LENGTH OF THE

SMALLER BAR.

BAR

SIZE

MISCELLANEOUS

BARS

TOP BARS

(see note #5)

HOOKED

BARS

Ld Splice Ld Splice Ldh

01400 GRADE 60 REINFORCING

f'c = 4000psi

#3 15 19 19 25 8

#4 19 25 25 33 10

#5 24 31 31 41 12

#6 29 37 37 49 15

#7 42 54 54 71 17

#8 48 62 62 81 19

#9 54 70 70 91 22

#10 61 79 79 102 25

#11 67 87 87 114 27

#14 81 N/A 105 N/A 33

#18 108 N/A 140 N/A 43

2 1/2" MIN

4d OR

90°

NOTE:

TIES AND CROSSTIES FOR SHEAR WALL

BOUNDARY ELEMENTS SHALL BE

DETAILED AS COLUMN TIES/CROSSTIES.

D D

45°

45°D D 180°

D = 6d FOR #3 THRU #8

D = 8d FOR #9, #10 & #11

D = 10d FOR #14 & #18

ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS

STIRRUP STIRRUP OR TIE

D = 4d FOR #3, #4 & #5

D = 6d FOR #6, #7 & #8

12d

D

D

180°

3" M

IN

6d O

R

D

D

135°

3" MIN

6d OR

D

D

90°

12d

D D90° 135°

3" M

IN6d

OR

D D90° 180°

3" MIN

6d OR

3" M

IN

6d O

R

BEAM OR COLUMN CROSSTIES

BEAM STIRRUPS AND COLUMN TIESd = BAR DIAMETER, D = BEND DIAMETER

3" M

IN

6d O

R

d

d d d

d

(48" M

AX

)

PE

R A

RC

H

TYP

2'-0"

MIN

TYP

1 1/2" CLR

P-T TENDONS

#4 T&B x 48" DIAG

TYP AT EA CORNER

#4 T&B ALL SIDES

NOTES:

1. ALL OPENINGS WITH A DIMENSION OF 12" OR

GREATER SHALL BE TRIMMED WITH REINFORCING.

2. REINFORCING IS IN ADDITION TO ANY

REINFORCING INDICATED ON PLANS.

3. WHERE AN ADJACENT OPENING IS CLOSER THAN

THE SMALLER OPENING DIMENSION, EXTEND TRIM

REINFORCING TO 24" MINIMUM PAST ADJACENT

OPENINGS.

4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED.

TYP

1' -0" MIN

STRAIGHT IN THIS AREA

TENDONS SHALL BE

1

6 (MIN)

6" M

IN

MIN

3" C

LR

(48" MAX)

PER ARCH

OPENING

PIPE OR CONDUIT

SOG PER PLAN

CLR

2"

4" MIN

NOTE:ALUMINUM MATERIALS SHALL NOT BE

EMBEDDED IN CONCRETE.

CLR

3"

1

1

T/SLAB

PER PLAN

t

t M

AX

PE

R P

LA

N

SOG PER PLAN SWEEP TENDON

VERT (1:6 MIN)

VAPOR BARRIER

WHERE REQDAS REQD

PER

PLAN

T/SLAB

PER PLAN

TYP CHAIR

NOTE:

COORDINATE SLAB DEPRESSION LOCATIONS W/ ARCH.

PER PLAN

PLA

N

PE

R

#4 @ 18"OC

EW, TYP

VAPOR BARRIER

WHERE REQD

CONTINUOUS SLAB OPTION

TYP

1 1/2" CLR

#4 DOWELS x

@ 18"OC, TYP

12"

12"

SOG & REINF

PER PLAN

CLR

2"

T/SLAB

PER PLAN

D

3" M

IN

NO STL PIPE INSERT

IS REQD FOR SLAB

PENETRATIONS OUTSIDE

THE 45° ZONE OF ANCHOR

STD STL PIPE INSERTS

REQD WHEN SLAB

PENETRATIONS ARE WITHIN

THE 45° ZONE OF ANCHOR

STD STL PIPE INSERTS

NOT REQD FOR SLAB

PENETRATIONS LOCATED

FURTHER THAN TWICE THE OPNGS

GREATER DIMENSION

(36" MIN) FROM ANCHORS

MIN

6"

2D O

R 3

'-0" M

IN

45º TYP

TYP

1 1/2" CLR

SLAB EDGE, TYP

CORNER SLAB EDGE REINF

TO MATCH PERIMETER SLAB

REINF

PERIMETER SLAB EDGE

REINF PER PLAN, TYP

TY

P

2'-0"

TYP

1 1/2" CLRSLAB EDGE, TYP

PERIMETER SLAB EDGE

REINF PER PLAN, TYP

(2) #5 T&B x 48" DIAG

PLAN - EXTERIOR SLAB EDGE CORNER

PLAN - INTERIOR SLAB EDGE CORNER

POST-TENSIONING ANCHORAGE AT

SLAB CORNERS PER [03304A].

NOTE:

TY

P

2'-0"

14/S4.01

SLAB EDGE, TYP

CORNER SLAB EDGE

REINF PER [03304]

RIB TENDONS

PER PLAN

SLAB TENDONS

PER PLAN

PERIMETER SLAB EDGE

REINF PER PLAN, TYP

1. ADDITIONAL INFORMATION PER .

2. REINFORCING AT POST-TENSIONING ANCHORS NOT SHOWN FOR CLARITY.

3. IF EDGE DISTANCE CAN NOT BE MET, CONTACT STRUCTURAL ENGINEER OF RECORD.

NOTES:

MIN

1'-0"

MIN8"

15/S4.01

15/S4.01

SWEEP SLAB TENDONS

THROUGH CORNER TO CENTER

TENDONS IN RIBS, TYP

F/ OF SLAB RIB

FLUSH F/ STUD

TYP AT EXT

EXTERIOR

INTERIOR

SLAB RIB CNTRD

ON WALL AT

INT TYP

INTERIOR

INTERIOR

INT STUD WALL

WHERE OCCURS

INT STUD WALL

WHERE OCCURS

SLAB RIB WIDTH

PER PLAN

6'-0"

6'-0"

PLAN

PER

PLA

N

PE

R

PLA

N

PE

R

PLAN

PER

SLAB RIB CNTRD ON

WALL AT INT TYP

TOP SLAB

TENDON

SLAB PER PLANDRAPED BEAM

TENDON

#3 STAKES AT

(4'-0"OC MAX)

3"

3" C

LR

4'-0" MAX

END OF BEAM OR

TENDON ANCHOR

T/SLAB

PER PLAN

H P

ER

PLA

N

NOTE:

ADDL (3) #3 STIRRUPS @ 3"OC

EA SIDE OF PENETRATION

ADDL (2) #5 EF, ABOVE &

BELOW AT PENETRATION,

EXTEND 2'-0" BEYOND

PENETRATION.

ADDL (2) #5 T&B

BEAM PER PLAN

SLAB TENDON PER PLAN

1. ALL PENETRATIONS TO BE SUBMITTED TO STRUCTURAL ENGINEER

OF RECORD PRIOR TO INSTALLATION FOR APPROVAL.

2. SLEEVES TO BE SIZED TO ACCOMODATE 1" CLEAR MINIMUM.

H/4 MAX SIZE PENETRATION

LOCATED IN MIDDLE THIRD

OF BEAM

PENETRATION NEAR

BOT OF BEAM

GRAVEL

PIPE SLEEVE

END OF BEAM OR

TENDON ANCHOR

2'-0" MIN

(6" MIN)

1.5H

PE

R P

LA

N

H

MIN6"

MIN

6"

MIN

1'-6"

3H MIN

T/SLAB

PER PLAN

INFILL CONC TO BE

CAST AFTER COL BP

HAS BEEN GROUTED

COL PER PLAN

TYP

1 1/2"

BP & AB'S

PER 20/S4.02

#4 TRIM BAR, CTRD, TYP

TYP1'

-0"

SLAB

BLOCKOUT

NOTES:

FOUNDATION

REINFORCEMENT

1. REFERENCE GEOTECHNICAL

ENGINEERING REPORT FOR

ADDITIONAL INFORMATION.

2. PROVIDE CAST-IN CONDUIT

AND GROUND AS REQUIRED

(BY OTHERS).

ANCHORAGE BY OTHERS

LIGHT POLE BY OTHERS

("H" = LIGHT POLE HEIGHT)

EMBED

6'-0"

7'-0"

8'-0"

5'-0" 15" MIN

"D""H"

18" MIN

24" MIN

30" MIN

< 15'-0"

15'-0" - 20'-0"

20'-0" - 25'-0"

25'-0" - 30'-0"

VERT

(5) #5

(6) #6

(9) #6

(4) #515" MIN

"D" TIES

18" MIN

24" MIN

30" MIN

#3 @ 8"OC

#3 @ 9"OC

#4 @ 12"OC

#4 @ 15"OC

NOTE: f'c = 4,000 PSI (MIN)

"H"

TYP

1 1/2" CLR

"D"

CLR

3"

SP

AC

ING

PE

R S

CH

ED

(3) A

T T

OP

5"

EM

BE

D

(4'-0" M

AX

)

PE

R C

IVIL

GRADE

PER CIVIL

T/FIN

1



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MAD

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07/20/2017

17061-0030

S4.01

TYPICAL FOUNDATIONDETAILS

SCALE: 3/4" = 1'-0"5

TYPICAL LAP SPLICE AND

DEVELOPMENT LENGTH SCHEDULE(01400M)SCALE: 3/4" = 1'-0"

4

STANDARD HOOKS AND BENDS -

BEAM STIRRUPS AND COLUMN TIES(03400)

SCALE: 3/4" = 1'-0"12

TYPICAL POST-TENSIONED

LAYOUT AT SLAB OPENING(03301)

SCALE: 3/4" = 1'-0"9

PIPE OR CONDUIT

EMBEDDED IN SLAB ON GRADE(03204)SCALE: 3/4" = 1'-0"

8TYPICAL DEPRESSED SLAB DETAIL

SCALE: 3/4" = 1'-0"10

CONCRETE PAD ON SLAB ON GRADE

SCALE: 3/4" = 1'-0"13

SLAB PENETRATIONS AT

POST-TENSIONED ANCHORS(03302) SCALE: 1/2" = 1'-0"

15

PLAN - TYPICAL REINFORCING

AT SLAB EDGE CORNERS(03304)SCALE: 3/4" = 1'-0"

14

PLAN - TYPICAL POST-TENSIONING

AT EXTERIOR SLAB EDGE CORNERS(03304A)

SCALE: 1/2" = 1'-0"18

SLAB RIB LAYOUT AT INSIDE CORNERSSCALE: 3/4" = 1'-0"

19TYPICAL BEAM TENDON PLACEMENT

SCALE: 3/4" = 1'-0"20

TYPICAL PENETRATION THRU P-T SLAB RIB

SCALE: 3/4" = 1'-0"3

PLAN - TYPICAL SLAB BLOCKOUT AT HSS COLUMNS(03212M)

No. Issue Date1 CITY PERMIT COMMENTS 09/05/2017

SCALE: 3/4" = 1'-0"7

TYPICAL SIGHT LIGHT POLE FOUNDATION

T/SLAB

PER PLAN

T/SLAB

PER PLAN

T/FIN GRADE

PER CIVIL

T/SLAB

PER PLANT/SLAB

PER PLAN

CL COL

CL C

OL

CL COL

1"Ø GROUT HOLE

(OPTIONAL)

COL PER PLAN

ALIGN CL OF AB'S W/

OUTSIDE F/HSS COL

COL PER PLAN

1"Ø GROUT HOLE

(OPTIONAL)

COL PER PLAN

COL PER PLAN

(4) 3/4"Ø THREADED RODS W/

HEX NUTS & WASHERS UNO

1"± NON-SHRINK GROUT, MIN

AB LOCATION WHERE

ADJACENT WALL OCCURS

CONC FTG PER PLAN

PE

R P

LA

N

9" M

IN

UN

O

PLAN - INTERIOR COLUMN

PLAN - CORNER COLUMN

PLAN - EDGE COLUMN

ELEVATION

"F"

SIZE PER

TABLE 1 TYP

"F"

SIZE PER

TABLE 1 TYP

"F"

SIZE PER

TABLE 1 TYP

TACK WELD

NUT TO AB

TY

P

1 1

/2"

TYP

1 1/2"

TYP

1 1/2"

TYP

1 1/2"

TY

P

1 1

/2"

TY

P

1 1

/2"

TY

P

1 1

/2"

1 1/2"

CL COL

CL C

OL

CL C

OL

CL COL

CLR

1/2"

TABLE 1

BASEPLATE

THICKNESS

3/8" , 1/2"

5/8" , 3/4"

> = 7/8"

"F"

FILLET

SIZE

3/16"

1/4"

5/16"TYP

1 1/2"

TY

P

1 1

/2"

TY

P

1/2

"

PLAN3/4" BP

BACK-UP BARS PER PLAN

SLAB TENDONS PER PLAN

P-T SOG PER PLAN

TYP CHAIR

P-T SLAB BEAM &

REINF PER PLAN

EXT PAVING BY OTHERS

FELT JOINT

#5 SMOOTH BAR x 24" @ 18"OC.

GREASE ONE END IN DOWEL INSERT

PE

R P

LA

N

PER PLAN

GRID

PLAN

PER

CLR

3"

P-T SOG PER PLAN

BACK-UP BARS

PER PLAN

SLAB TENDON

PER PLAN

PE

R P

LA

N

PER PLAN

P-T SLAB BEAM &

REINF PER PLAN

TYP CHAIR

GRID2 3/4" 1/2"

CLR

3"

P-T SILL & AB

PER PLAN

STUD WALL & SHTHG PER

PLAN (WHERE OCCURS)

T/SLAB

PER PLANGRADE

PER CIVIL

T/FIN

P-T SOG PER PLAN

SLAB TENDONS

PER PLAN

PE

R P

LA

N

PER PLAN


PLAN (WHERE OCCURS)

GRID

2 3/4"

P-T SLAB BEAM &

REINF PER PLAN

TYP CHAIR

CLR

3"

P-T SILL & AB

PER PLAN

T/SLAB

PER PLAN

P-T SOG PER PLAN

BACK-UP BARS

PER PLAN

SLAB TENDON

PER PLAN

AIR GAP

PER ARCH

VENEER PER ARCH

ADDL (2) #4 CONT

BELOW VENEER LUG

#4x @ 32"OC

GRID

CLR

1 1/2"

PLAN

PER

FTG BEYOND

(WHERE OCCURS)

7"

LUG

7"

2 3/4"

1/2"

LU

G

8"

PE

R P

LA

N

2 1

/2" M

IN


PLAN (WHERE OCCURS)

P-T SLAB BEAM &

REINF PER PLAN

CLR

3"

TYP CHAIR

P-T SILL & AB

PER PLAN

COL PER PLAN

BP & AB's PER

7/S4.02P-T SOG & REINF

PER PLAN

P-T SLAB BEAM &

REINF PER PLAN

INFILL BLOCKOUT W/

CONC AFTER GROUTING

GRID

PE

R P

LA

N

AS REQ'D

ADDL

PER PLAN

AS REQ'D

ADDL

NOTE:

ADD "ADDITIONAL" BEAM WIDTH AS REQUIRED AT COLUMN TO

ACCOMODATE COLUMN BLOCKOUT

20/S4.02

CLR

3"

PLAN

PER

GRID

ADDL

3" PER PLAN

INFILL BLOCKOUT W/

CONC AFTER GROUTING

P-T SOG & REINF

PER PLAN

(3) #3x HAIRPINS

12"

P-T SLAB BEAM &

REINF PER PLAN

COL PER PLAN

BP & AB

PER 20/S4.02

PE

R P

LA

N

BRICK LUG

(WHERE OCCURS)

NOTE:

EXTEND "ADDITIONAL" FOOTING WIDTH 1'-6"

BEYOND CENTERLINE OF COLUMN.

8"

12"

CLR

3"

AT HD HOLD-DOWNS AT HDU HOLD-DOWNS

WALL ENDSHTHG PER SHEAR WALL SCHED

BUNDLED STUDS OR POST

PER PLAN W/ EDGE NAILING

ENTIRE STUD HEIGHT

PER SHEAR WALL SCHED

2x TRIM STUD AT OPNG EA SIDE OF

BOLTS - DO NOT C'SINK BOLTS

PT SILL PLATE PER

SHEAR WALL SCHED

HEADED AB'S

PER HD SCHED

HD PER PLAN & SCHED

SHTHG PER SHEAR WALL SCHED

BUNDLED STUDS OR POST

PER PLAN W/ EDGE NAILING

ENTIRE STUD HEIGHT

PER SHEAR WALL SCHED

CONC SLAB BEYOND

PT SILL PLATE PER

SHEAR WALL SCHED

HD PER PLAN & SCHED

HEADED AB'S

PER HD SCHED

T/SLAB

PER PLAN

T/SLAB

PER PLANM

IN3"

PE

R S

CH

ED

EM

BE

D

FTG PER PLAN

3"

PE

R S

CH

ED

EM

BE

D

PER PLAN

FTG PER PLAN

PT SILL PLATE, TYP

ANCHOR BOLT OR

EXP ANCHOR, TYP

1. USE 5/8"Ø ANCHOR BOLT PER .

2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE NOT

TO BE CONSIDERED AN ANCHOR BOLT.

3. LOCATE BOLTS WITHIN 1'-0" OF SILL PLATE PIECE ENDS AND AT 6'-0"OC MAXIMUM.

4. USE PLATE WASHER PER SHEAR WALL SCHEDULE AT EACH BOLT. STANDARD CUT

WASHERS ARE ACCEPTABLE AT NON-SHEAR WALLS.

5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. USE 11/16"Ø DRILL BIT.

6. SILL PLATE THICKNESS AND FASTENING AT SHEAR WALLS PER SHEAR WALL SCHEDULE.

7. CONTACT THE ENGINEER-OF-RECORD FOR POST INSTALLED ANCHOR OPTIONS.

NOTCH IN

SILL PLATE

1'-0" (M

AX

)

4 1

/2" (M

IN)

NOTES:1'-0" (MAX)

4 1/2" (MIN)

1'-0" (MAX)

4 1/2" (MIN)

1'-0" (MAX)

4 1/2" (MIN)

19/S4.02

STUD WALL

PER PLAN

PT SILL PLATE

CONC SLAB

PER PLAN

NOTES:

1. USE 5/8"Ø ANCHOR BOLTS WITH 7" MINIMUM EMBEDMENT INTO CONCRETE SLAB.

2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM.

3. LOCATE BOLTS WITHIN 1'-0" OF SILL PLATE PIECE ENDS AND AT 6'-0"OC MAXIMUM.

4. USE PLATE WASHER PER SHEAR WALL SCHEDULE AT EACH BOLT. STANDARD CUT

WASHERS ARE ACCEPTABLE AT NON-SHEAR WALLS.

5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. USE 11/16"Ø DRILL BIT..

6 CONTACT THE ENGINEER-OF-RECORD FOR POST INSTALLED ANCHOR OPTIONS.

7. REFER TO FOR SILL PLATE ANCHORAGE AT SHEAR WALL.

1'-0" (MAX)

4 1/2" (MIN) 6'-0" MAX

ANCHOR BOLT, TYP

T/SLAB

PER PLAN

8/S4.02

STUD BUNDLE

PER PLAN

PT SILL PLATE

PER SHEAR

WALL SCHED

CONC SLAB

PER PLAN

NOTES:

1. USE 5/8"Ø ANCHOR BOLTS WITH 7" MINIMUM EMBEDMENT INTO CONCRETE SLAB.

2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE

NOT TO BE CONSIDERED AN ANCHOR BOLT.

3. LOCATE BOLTS WITHIN 1'-0" OF SILL PLATE PIECE ENDS AND SPACE PER SHEAR WALL

SCHEDULE.

4. USE PLATE WASHER PER SHEAR WALL SCHEDULE AT EACH BOLT..

5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. USE 11/16"Ø DRILL BIT.

6. SILL PLATE THICKNESS AND FASTENING PER SHEAR WALL SCHEDULE.

7. CONTACT THE ENGINEER-OF-RECORD FOR POST-INSTALLED ANCHOR OPTIONS

8. TYPICAL SILL PLATE ANCHORAGE AT NON-SHEAR WALLS PER .

1'-0" (MAX)

4 1/2" (MIN) 6'-0" MAX

ANCHOR BOLT, TYP

T/SLAB

PER PLAN

7/S4.02

NO

TE

[1]

PR

OJE

CTIO

N

UN

O P

ER

PLA

N

MIN

EM

BE

D

7 1

/2"

12x D

IA

1/4

"

MIN

PE

R M

FR

[4]

NO

TE

TACK

TYPICAL ANCHOR BOLT SCHEDULE

INSTALLATION

TYPECAST-IN-PLACE (PRE-AUTHORIZED) [2]

DRILL-IN OPTIONS

(SUBMITTAL REQUIRED) [3]

BOLT

TYPE

STANDARD

J-BOLT

HEADED

ANCHOR

THREADED

ROD ANCHOR

SIMPSON "SSTB"

ANCHOR BOLT

ADHESIVE

ANCHOR

EXPANSION

ANCHOR

EM

BE

DM

EN

T

RE

QU

IRE

ME

NTS

LIMITS 5/8"Ø MAX 5/8"Ø THRU 2 1/2"ØFOR WOOD

FRAME ONLY5/8"Ø THRU 1"Ø

NOT ALLOWED

AT P-T SLAB

NOTES:

[1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF

MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO.

[2] CONTRACTOR MAY SELECT APPROPRIATE CAST-IN-PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL.

[3] DRILL-IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL-IN METHOD IS PREFERRED,

SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS EMBEDMENT DATA AND LOCATIONS OF

WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE

FOR LOCATION AND LOADING.

[4] EMBEDMENT OF DRILL-IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS.

EMBEDMENT SHALL BE (9) NINE TIMES FOR NOMINAL ANCHOR DIAMETER, UNO.

[5] AT PRESSURE TREATED SILLS, PROVIDE HOT-DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS.

01901

DIA = ANCHOR BOLT DIAMETER (NOMINAL)

PLAN

CL COL = CL PIER

CL COL = CL PIER

HSS4x4x1/4

12"Ø x 4'-0" PIER

(6) #3 TIES

EQ SPACED

(2) #5 T&B

SIGN FRAME BY OTHERS

1. REFERENCE THE SITE PLAN FOR MONUMENT LOCATION.

2. CONTRACTOR TO VERIFY THE PRESENCE OF EXISTING UNDERGROUND UTILITIES AT FOUNDATION LOCATION.

SIGN BY OTHERS

2'-4 3/4" 2'-8 1/4"

CLR TYP

3" MIN

T/FTG

PER PLAN

PLA

N

PE

R

MIN

2" C

LR

MIN

, TY

P

3" C

LR

T/STL

5'-5"ABOVE STL

4'-0"

CLR

3"

8"

4"

1'-0"

T/GRADE

PER CIVIL/ARCH

NOTES:

PLAN

11"

2'-4 3/4" 2'-8 1/4"

5'-1"

R 5 1/2"



`fsfi=L=pqor`qro^i

®


In Association w/

REVISIONS

SHEET INFORMATION

TITLE

SHEET

Date

Job Number

Scale

Drawn

Checked

Approved

04/2017

CNH

MSB

MAD

As indicated



07/20/2017

17061-0030

S4.02

FOUNDATION DETAILS

SCALE: 1" = 1'-0"20

TYPICAL BASEPLATE TO FOUNDATION

CONNECTION - HSS COLUMN(05030)

SCALE: 3/4" = 1'-0"2

EXTERIOR FOOTING AT DOOR/ STOREFRONTSCALE: 3/4" = 1'-0"

3TYPICAL EXTERIOR FOOTING

SCALE: 3/4" = 1'-0"4

TYPICAL INTERIOR FOOTING AT STUD WALLSCALE: 3/4" = 1'-0"

5EXTERIOR FOOTING AT VENEER

SCALE: 3/4" = 1'-0"9

INTERIOR SLAB FOOTING AT STEEL COLUMNSCALE: 3/4" = 1'-0"

10FOOTING AT EXTERIOR STEEL COLUMN

SCALE: 1" = 1'-0"13

TYPICAL HOLD-DOWN AT FOOTING(06093)

SCALE: 1" = 1'-0"16

PLAN - TYPICAL SILL PLATE

ANCHORAGE TO CONCRETE(06911)

SCALE: 1" = 1'-0"7

TYPICAL SILL PLATE ANCHORAGE TO CONCRETE(06910) SCALE: 1" = 1'-0"

8

SILL PLATE ANCHORAGE TO

CONCRETE AT SHEAR WALL(06910M)

SCALE: 1" = 1'-0"19

TYPICAL ANCHOR BOLT SCHEDULE(01901)SCALE: 3/4" = 1'-0"

17MONUMENT DETAIL

No. Issue Date

T/SHTHG

PER PLAN

T/SHTHG

PER PLAN

4'-0" MIN SPLICE LAP

DBL TOP PLATE

(2) ROWS 0.148"Øx3 1/4"

NAILS ((16) TOTAL)

STAGG (WITHIN AREA

OF SPLICE) @ 6"OC

PLATE SPLICE TO

OCCUR OVER

STUDS, TYP

STUD WALL PER PLAN

NOTE:

FLOOR/ROOF JOISTS NOT SHOWN FOR CLARITY.

2x12 HEADER W/ BA HGR

EA END (OR GIRDER

TRUSS PER PLAN)

JOISTS OR ROOF

TRUSS PER PLAN

2x10 FOR SPANS UP TO 8'-

0" W/ HUTF HANGERS (OR

ROOF TRUSS PER PLAN)

2x4 EDGE FRAMING

W/ HF24N HGR

NOTES:

1. DETAIL APPLIES TO FRAMING AROUND WOOD DECK PENETRATIONS.

REFER TO FOR FRAMING AT ROOFTOP EQUIPMENT.

2. PROVIDE ADDITIONAL FRAMING AROUND DECK OPENINGS GREATER

THAN 12" WIDE

EQ EQ

OPNG

TYP

2" MAX

PER PLAN

TYPICAL JOIST/

TRUSS SPACING

DBL JOIST OR DBL

TRUSS

DECK OPENING LESS THAN TYPICAL

JOIST/TRUSS SPACING

DECK OPENING GREATER THAN

TYPICAL JOIST/TRUSS SPACING

(3) BAYS MAX

13/S5.02

HOLD-DOWN/STRAP SCHEDULE - DOUG-FIR STUDS[1, 2, 7, 11] INDICATES FOOTNOTES

TYPE

NUMBER OF

STUDS/POST

[3, 12]

NAILS, SCREWS

OR BOLTS DIAMETER

[10]

ANCHOR [4]

CONCRETE EMBEDMENT/CAPACITY

STEMWALL [5] FOOTING NOTES

EMBED

CIP [6, 13]CAPACITY

EMBED

CIP [6]CAPACITY

CO

NC

RE

TE

TO

WO

OD

WO

OD

TO

WO

OD

01420

HDU2 (2) 2x (6) SDS1/4x2 1/2 5/8"Ø 10" 3.1k 8" 3.1k _ _ _ _

HDU4 (2) 2x (10) SDS1/4x2 1/2 5/8"Ø 10" 4.6k 8" 4.6k _ _ _ _

HDU5 (2) 2x (14) SDS1/4x2 1/2 5/8"Ø 10" 5.2k 8" 5.6k _ _ _ _

CS16 (20) 0.148"Øx3" NAILS 1.7k(1) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [9]

CS14 (26) 0.148"Øx3" NAILS 2.5k(2) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [9]

MST48 (32) 0.162"Øx3 1/2" NAILS 3.9k(2) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [8, 9]

MST60 (46) 0.162"Øx3 1/2" NAILS 6.2k(2) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [8, 9]

CMST14 (66) 0.148"Øx3" NAILS 6.5k(2) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [9]

CMST12 (86) 0.148"Øx3" NAILS 9.22k(2) 2x _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ [9]

NOTES:

[1] SOME HOLD-DOWN TYPES MAY NOT BE USED ON THIS

PROJECT.

[2] TYPICAL HOLD-DOWN DETAILS PER . ANCHOR

REINFORCEMENT REQUIRED AT STEMWALLS.

[3] PROVIDE PANEL EDGE NAILING PER SHEAR WALL

SCHEDULE AT HOLD-DOWN STUDS/POSTS.

[4] BASED ON MINIMUM f'c = 3000 PSI CONCRETE.

[5] STEMWALLS SHALL BE 8" WIDE x 18" TALL MINIMUM.

[6] CAST-IN-PLACE (CIP) TYPE THREADED RODS AT HOLD-

DOWNS SHALL HAVE TWO HEX HEAD NUTS WITH OVERSIZED

WASHERS.

[7] INCLUDES 1.6 LOAD DURATION INCREASE FOR WOOD.

[8] BASED ON 11 7/8" DEEP FLOOR JOIST.

[9] TOTAL NAILS SPECIFIED, USE HALF THE NAILS AT THE

STUDS ABOVE AND BELOW LEVEL BEING CONNECTED.

[10] AT PRESSURE TREATED SILLS, USE HOT DIPPED

GALVANIZED BOLTS.

[11] POST INSTALLED HOLD-DOWN OPTIONS MAY BE

AVAILABLE AT SOME CONDITIONS. CONTACT ENGINEER OF

RECORD PRIOR TO CONSTRUCTION.

[12] NAIL LAMINATE MULTIPLE 2x STUDS WITH PLATE NAILING

PER SHEAR WALL SCHEDULE.

[13] STUD WALLS SHALL BE 2x6, CENTER HOLD-DOWN IN

STUD WALL.

HDU8 (3) 2x (20) SDS1/4x2 1/2 7/8"Ø 10" 6.9k 10" 7.9k _ _ _ _

13/S4.02

WALL END

STUDS PER PLAN (2) MIN

BLKG AT HORIZ PANEL EDGE

STUD WALL & SHTHG PER PLAN

EDGE NAILING PER PLAN, TYP

PT SILL PLATE W/ AB'S PER PLAN

HD ANCHOR TYPE PER PLAN

DBL TOP PLATE

FIELD NAILING PER PLAN

CONC SLAB BEYOND

PER PLAN

CONC FTG PER PLAN

TOP PLATE

PER PLAN

T/SLAB

PER PLAN

S4.02

13

NOTE:

ROOF TRUSSES NOT SHOWN FOR CLARITY.

DBL TOP PLATE, SPLICE

PER

STUD WALL PER PLAN

(3) 0.131"Øx3 1/4" NAILS

TYP EA END

KING STUDS PER PLAN

(1) MIN

ADDL STUD(S)

TO MATCH

STUDS ABOVE

STUD WALL

PER PLAN

TRIMMER & KING

STUDS CONT

TO BOT PLATE

BUNDLED TRIMMER STUDS

PER PLAN, (1) MIN

BOT PLATE

HDR PER PLAN

SILL AT WINDOWS

1/S5.01

TOP PLATE

PER PLAN

STRAP PER PLAN

STUD WALL CONT

PER PLAN

EDGE NAILING

PER PLAN

STUD WALL &

SHTHG PER PLAN

WITH OR WITHOUT STRAP TIE

EDGE NAILING

PER PLAN

EDGE NAILING

PER PLAN

STUD WALL &

SHTHG PER PLAN

EDGE NAILING FULL

HEIGHT OF STUD

ADDL STUD AT STRAP WHERE

(2) ROWS OF NAILING REQD

STAGG 0.148"Øx3 1/2" NAILS PER

SHEAR WALL SCHED (PLATE ATTACHMENT)



BUNDLED STUDS OR

POST PER PLAN

HD PER PLAN

HDU HOLD-DOWNS



BUNDLED STUDS OR

POST PER PLAN

HD PER PLAN

EDGE NAILING

PER PLAN

EDGE NAILING

PER PLAN

STUD WALL &

SHTHG PER PLAN

STUD WALL CONT

PER PLAN

2x TRIMMER STUD

AT CORNER (DO NOT

C'SINK BOLTS)

HD HOLD-DOWNS

STUD WALL CONT

PER PLAN

(2) 2x4 TOP PLATE, UNO

2x CRIPPLE STUDS TO

MATCH TYP STUDS PER

PLAN WHERE HDR IS NOT

TIGHT TO PLATE

(2) ROWS OF 0.148"Øx3 1/4"

NAILS @ 12"OC, ALT NAILING

FROM EACH SIDE

1/2" SHTHG SPACER

(2) 2x HDR OR BEAM

SIZE PER PLAN

AT 2x4 WALLS


2x CRIPPLE STUDS TO

MATCH TYP STUDS PER


TIGHT TO PLATE

(2) ROWS OF 0.148"Øx3 1/4"


FROM EACH SIDE

1/2" SHTHG SPACER

(2) 2x HDR OR BEAM

SIZE PER PLAN

AT 2x6 WALLS

AT (2) 2x HEADER OR BEAM

AT (3) 2x HEADER OR BEAM


2x CRIPPLE STUDS TO

MATCH TYP STUDS PER


TIGHT TO PLATE

(3) ROWS OF 0.148"Øx3 1/4"


FROM EACH SIDE

1/2" SHTHG SPACER, TYP

(3) 2x HDR OR BEAM

SIZE PER PLAN

T/PLATE

PER PLAN/ARCH

T/PLATE

PER PLAN/ARCH

T/PLATE

PER PLAN/ARCH

T/PLATE

PER PLAN/ARCH

T/PLATE

PER PLAN/ARCH

T/PLATE

PER PLAN/ARCH

SAWCUT

CIRCULAR NOTCH

VEE NOTCH

LET-IN NOTCHBORED HOLES ARE

TO BE SPACED AT

LEAST TWICE THE

DIAMETER OF THE

LARGEST HOLEM

AX DEPTH

STUD WID

TH

EQ

EQ

WID

THSTUD

DIST, T

YP

MIN

5/8" EDGE

OF BORED H

OLES

MAX D

IAM

ETER

BORED HOLES ARE

TO BE SPACED AT

LEAST A STUD WIDTH

FROM A CUT OR

NOTCH

BEARING WALL STUDS

STUD

SIZE

MAX DEPTH OF

EDGE CUT OR NOTCH

MIN DEPTH REMAING

AFTER CUT OR NOTCH

2x4

2x6

7/8"

1 3/8"

2 5/8"

4 1/8"

BEARING WALL STUDS

STUD

SIZE

MAX DIAMETER

OF BORED HOLE

MIN DEPTH REMAING

AFTER BORED HOLE

2x4

2x6

1 3/8"

2 3/16"

5/8" EA SIDE OF HOLE


NOTE:

STUDS MAY NOT BE BORED IN EXCESS OF 40% OF THE

STUD, IF STUDS ARE DOUBLED, BORINGS MAY BE

INCREASED TO 60% OF STUD WIDTH PROVIDED NOT

MORE THAN (2) SUCCESSIVE STUDS ARE BORED.

BORINGS SHALL NOT BE MADE AT THE SAME SECTION

WHERE CUT OR NOTCH HAS BEEN MADE.

NON-BEARING WALL STUDS

STUD

SIZE

MAX DEPTH OF

EDGE CUT OR NOTCH

MIN DEPTH REMAING

AFTER CUT OR NOTCH

2x4

2x6

1 3/8"

2 3/16"

2 1/8"

3 3/8"

NON-BEARING WALL STUDS

STUD

SIZE

MAX DIAMETER

OF BORED HOLE

MIN DEPTH REMAING

AFTER BORED HOLE

2x4

2x6

2 1/16"

3 1/4"



NOTE:

STUDS MAY NOT BE BORED IN EXCESS OF 60% OF THE

STUD. BORINGS SHALL NOT BE MADE AT THE SAME

SECTION WHERE CUT OR NOTCH HAS BEEN MADE.

CUTTING AND NOTCHING WOOD STUDS

NOTE:

DO NOT NOTCH MORE THAN THREE ADJACENT

STUDS WITHOUT REVIEW BY ENGINEER.

BORED HOLES IN WOOD STUDS

NOTE:

BORED HOLE NOT PERMITTED IN MORE THAN THREE

ADJACENT STUDS WITHOUT REVIEW BY ENGINEER.

MIN

DEPTH

WALL PARALLEL TO ROOF FRAMINGWALL PERPENDICULAR TO ROOF FRAMING

NOTE:

CEILING SHTHG WHERE OCCURS

(SIZE & CONN PER ARCH)

CONNECT TO WALL PLATE W/

"DS" CLIPS @ 16"OC

NON-BEARING WALL

PER ARCH

FURRING CHANNEL

PER ARCH

PREFAB ROOF

TRUSSES PER PLAN

2x BLKG @ 48"OC W/ (2)

0.131"Ø x3 1/4" NAILS EA END

DTC CLIP @ 48"OC (NAIL

MID-HEIGHT OF SLOT)

SHTHG PER

PLAN

FURRING

CHANNEL

PER ARCH

PREFAB ROOF

TRUSSES PER PLAN

DTC CLIP @ 48"OC (NAIL

MID-HEIGHT OF SLOT)

NON-BEARING WALL

PER ARCH

CEILING SHTHG WHERE

OCCURS (SIZE & CONN PER

ARCH) CONNECT TO WALL

PLATE W/ "DS" CLIPS @ 16"OC

SHTHG PER PLAN

VERIFY GAP WITH TRUSS DESIGN LIVE LOAD DEFLECTION.

SE

E N

OTE

1/2

" M

IN

SE

E N

OTE

1/2

" M

IN

01430A

WALL

TYPE

SHEAR WALL SCHEDULESOME SHEAR WALL TYPES NOTED MAY NOT BE

USED ON THIS PROJECT.

FOR 0.148"Øx 2 1/2" NAILS IN DOUG-FIR LARCH (2015 IBC) [16]

WALL SHEATHING

APA-RATED

[1, 2, 12]

BLOCKING & STUD

SIZE AT ADJOINING

PANEL EDGES [3, 6, 13]

NAIL SIZE & SPACING

AT ALL PANEL EDGES

[4, 5]

RIM JOIST OR BLOCKING

CONN TO TOP PLATE

BELOW [7, 8]

2x PLATE ATTACHMENT

NAILING TO WOOD RIM

JOIST OR BLOCKING BELOW

ANCHOR BOLT TO

CONCRETE BELOW [10]

SILL PLATE AT

FOUNDATION [11]

SILL PLATE ATTACHMENTSHEAR CAPACITY

LBS/FT

15/32" 0.148"Øx2 1/2" @ 6"OC 2x CLIP @ 16"OC 0.148"Øx3 1/4" @ 6"OC 5/8"Ø @ 48"OC 2x 310

15/32" 3x CLIP @ 12"OC 0.148"Øx3 1/4" @ 4"OC5/8"Ø @ 32"OC 2x

460

15/32"0.148"Øx2 1/2" @ 3"OC

STAGGERED3x 600

15/32" 3x0.148"Øx3 1/4" @ 6"OC

(2) ROWS [9]770

0.148"Øx2 1/2" @ 2"OC

STAGGERED

15/32"

BOTH SIDES3x

0.148"Øx3 1/4" @ 4"OC

(2) ROWS [9]5/8"Ø @ 24"OC 3x [15] 920

0.148"Øx2 1/2" @ 4"OC

STAGGERED

15/32"

BOTH SIDES3x

CLIP @ 8"OC

EACH SIDE

CLIP @ 8"OC

EACH SIDE [7, 8] OR

(2) ROWS OF SDWH0.195x4

SCREWS @ 6"OC [9]

5/8"Ø @ 12"OC 3x [15] 15400.148"Øx2 1/2" @ 2"OC

STAGGERED

NOTES:

[1] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY.

[2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING

SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME

STUD.

[3] BLOCKING IS REQUIRED AT ALL PANEL EDGES.

[4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS

INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS OR

DOORWAYS OR AS DESIGNATED ON PLANS. HOLD-DOWN REQUIREMENTS PER PLANS. (ALTERNATE

NOTE: WALLS SHOWN WITH HORIZONTAL STRAPS BELOW AND/OR ABOVE OPENINGS REQUIRE

SHEATHING, SHEAR WALL NAILING, ETC ABOVE AND BELOW ALL OPENINGS).

[5] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POSTS. EDGE NAILING MAY ALSO

BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLD-DOWN POSTS. ADDITIONAL INFORMATION

PER HOLD-DOWN DETAILS.

[6] INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE

FRAMING WITH 0.148"Øx2 1/2" NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16"OC AND 0.148"Øx2

1/2" NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC.

[7] BASED ON 0.131"Øx1 1/2" NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE

0.131"Øx2 1/2" NAILS WHERE INSTALLED OVER SHEATHING.

[8] FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT.

[9] WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS OR SCREWS, PROVIDE

DOUBLE JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS/SCREWS IN ROWS 1 1/2" APART

MINIMUM.

[10] ANCHOR BOLTS SHALL BE PROVIDED WITH HOT-DIPPED GALVANIZED STEEL PLATE WASHERS

0.229"x3"x3" MINIMUM. THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13/16"x1 3/4"

PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE

WASHER TO EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING.

AT 2x6 WALLS WITH SHEATHING ON BOTH SIDES USE PLATE WASHER 0.229"x4 1/2"x4 1/2" MINIMUM.

EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE.

[11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE

HOT-DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES

(FRAMING ANGLES, ETC) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING

MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL GENERAL NOTES.

[12] WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER

OF RECORD FOR ALTERNATE NAILING REQUIREMENTS.

[13] AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x

STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3"

LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SECTION.

[14] CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT

ALTERNATIVES TO CAST-IN-PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED.

[15] NAIL STUDS TO 3x SILL PLATES WITH EITHER (2) 0.148"Øx4" END NAILS OR

(4) 0.131"Øx2 1/2" TOENAILS.

[16] WHERE "W" INDICATES WOOD SHEATHING AND "X" INDICATES EDGE NAIL SPACING.

[17] EDGE NAILS SHALL BE LOCATED 3/8" FROM PANEL EDGES.

0.148"Øx2 1/2" @ 4"OC

STAGGERED 5/8"Ø @ 48"OC 3x [15]

0.148"Øx3 1/4" @ 6"OC

(2) ROWS [9]

5/8"Ø @ 24"OC 2x

5/8"Ø @ 32"OC 3x [15]

CLIP @ 16"OC

EACH SIDE

5/8"Ø @ 16"OC 2x

5/8"Ø @ 24"OC 3x [15]

CLIP @ 12"OC

EACH SIDE

15/32"

BOTH SIDES3x

CLIP @ 8"OC

EACH SIDE5/8"Ø @ 16"OC 3x [15] 1200

0.148"Øx2 1/2" @ 3"OC

STAGGERED

0.148"Øx3 1/4" @ 4"OC

(2) ROWS [9] OR

(2) ROWS OF SDWH0.195x4

SCREWS @ 8"OC [9]

WX

W6

W4

W3

W2

2W4

2W3

2W2

WX

ADJOINING PANEL EDGE

PANEL EDGE NAILING, TYP

NAILING TO MATCH

PLATE NAILING

(2) 2x STUDS

PLAN

CLIP @ 16"OC

EACH SIDE



`fsfi=L=pqor`qro^i

®


In Association w/

REVISIONS

SHEET INFORMATION

TITLE

SHEET

Date

Job Number

Scale

Drawn

Checked

Approved

04/2017

CNH

MSB

MAD

As indicated



07/20/2017

17061-0030

S5.01

TYPICAL WOODFRAMING DETAILS

SCALE: 1" = 1'-0"1

TYPICAL PLATE SPLICE DETAIL(06904) SCALE: 3/4" = 1'-0"

5TYPICAL FRAMING AT ROOF DECK OPENING

SCALE: 1" = 1'-0"19

HOLD-DOWN/STRAP SCHEDULE - DOUG-FIR STUDS(01420)

SCALE: 1" = 1'-0"6

TYPICAL SHEAR WALL ELEVATION(06090) SCALE: 1" = 1'-0"

7TYPICAL HEADER

(06211M)

SCALE: 1" = 1'-0"18

PLAN - INTERSECTING SHEAR WALLS(06110)SCALE: 1" = 1'-0"

17TYPICAL BUILT-UP 2x HEADER OR BEAM

(06212)SCALE: 1" = 1'-0"16

TYPICAL HOLES & NOTCHES IN WOOD STUDS(06908)

SCALE: 1" = 1'-0"2

NON-STRUCTURAL PARTITION WALL CONNECTION

SCALE: 1" = 1'-0"14

SHEAR WALL SCHEDULE - DOUG-FIR LARCH(01430A) No. Issue Date

PLAN

A

PREFAB ROOF TRUSS

PER PLAN TYP

RTU PER MECH (MAX

WEIGHT PER PLAN)

(2) 2x6 BLKG, CONT

UNDER UNIT CURB, TYP

DECK OPNG, REINF

PER , TYP

CONT 2x BLKG

PER PLAN

SECTION "A"

SHTHG PER PLAN

PREFAB RTU CURB

5/S5.01

ROOF SHTHG

PER PLAN

BA HGR, TYP

NOTE:

SHTHG & NAILING

PER PLAN

DIAPHRAGM EDGE

NAILING PER PLAN

CONT SHEAR PANEL

AT SHEAR WALLS

PANEL EDGE NAILING PER

SHEAR WALL SCHED

CONT 2X PONY WALL/

LADDER TRUSS BTWN

FLOOR TRUSSES

STUD WALL &

SHEATHING PER

PLAN1. AT NON-SHEAR WALL LOCATIONS; SHEATHING & NAILING PER

ARCH.

T/SHTHG

PER PLAN

HURRICANE CLIP EA TRUSS

EA SIDE PER PLAN

PREFAB TRUSS

PER PLAN

PREFAB TRUSS

PER PLAN

NOTES:

PARAPET BRACE PER

BUTT UP AGAINST TRUSS

TOP CHORD

2x6 TIE EA SIDE OF PARAPET BRACE

W/ (6) 0.148"Ø x 3" NAILS EA SIDE

TO TOP & BOT TRUSS CHORD

SLOPE

PER ARCH

SHTHG & ATTACHEMENT

PER PLAN

TRUSS PER PLAN

MIN

2

3 MAX

(8) 0.148"Ø x 3" NAILS

EA SIDE STAGG AT SPLICE

1. TRUSS DESIGNER SHALL DESIGN TRUSS AT BRACE FOR AN ADDITIONAL ±

1600lbs VERTICAL AND ± 1600lbs HORIZONTAL ASD WIND LOAD TO ACT

CONCURRENTLY WITH DEAD AND LIVE LOADS PER PLAN.

2. SHEATHING SHALL BE NOTCHED AS SMALL AS POSSIBLE TO ALLOW BRACE

PENETRATION. DO NOT CUT TRUSS MEMEBERS.

1

1

1'-6

" MIN

T/SHTHG

PER PLAN

5/S5.02

NOTES:

CS22 STRAP TO BLKG

2x4 FLAT BLKG AT EA

ADJ TRUSS BAY

FULL HEIGHT 2x10 W/ (6)

0.148"Ø x 3" NAILS TO

TOP & BOT CHORD, TYP

(2) 2x12 SPACED 1 1/2" APART

W/ LUS210-3 HGR EA END

TRUSS PER PLAN

SLIP PARAPET BRACE BTWN

BLKG & PROVIDE (6) 0.148"Ø

x 3" NAILS EA SIDE. STAGG

NAILS ON OPP SIDES

SHTHG & ATTACHMENT

PER PLAN

PARAPET BRACE PER .

1. TRUSS DESIGNER SHALL DESIGN TRUSSES AT BRACE FOR AN ADDITIONAL

± 1200lbs VERTICAL AND ± 1200lbs HORIZONTAL ASD WIND LOAD TO ACT

CONCURRENTLY WITH DEAD AND LIVE LOADS PER PLAN.

2. SHEATHING SHALL BE NOTCHED AS SMALL AS POSSIBLE TO ALLOW

BRACE PENETRATION. DO NOT CUT TRUSS MEMBERS.

T/SHTHG

PER PLAN

5/S5.02

NOTES:

1. (H) IS MEASURED FROM TOP OF ROOF SHEATHING TO THE TOP OF THE PARAPET.

2. TRUSS DESIGNER SHALL DESIGN BLOCKING TO TRANSFER ± 600lbs HORIZONTAL

LOAD FROM TOP PLATE TO ROOF SHEATHING.

PREFAB TRUSS BLKG

W/ BUILT IN PARAPET

@ 24"OC MAX

BUILT-IN PARAPET

2x8 BLKG BTWN

TRUSSES

HURRICANE CLIP

PER PLAN

A34 CLIP EA

SIDE, TYP

SHTHG &

ATTACHMENT

PER PLAN

DIAPHRAGM EDGE NAILING

DBL TRUSS GIRDER

2'-0"

TY

P

H <

3'-6"

VENEER PER ARCH

(WHERE OCCURS)

T/SHTHG

PER PLAN

T/PARAPET

PER ARCH

TOP PLATE

PER PLAN

EXT WALL

PER PLAN

TOP PLATE TO STUD

ATTACHMENT PER PLAN

PREFAB ROOF

TRUSS PER PLAN

NOTES:

1. (H) IS MEASURED FROM TOP OF ROOF

SHEATHING TO THE TOP OF THE PARAPET.

2. PARAPET OUT OF PLANE WIND LOADING AND

DEFLECTION CRITERIA PER STRUCTURAL

GENERAL NOTES.

PREFAB TRUSS W/ BUILT IN

PARAPET PER TRUSS DESIGNER

HURRICANE CLIP

PER PLAN

BUILT IN PARAPET

2x8 BLKG BTWN

TRUSSES

SHTHG & ATTACHMENT

PER PLAN

DIAPHRAGM EDGE NAILING

EXT WALL

PER PLAN

A34 CLIP EA

SIDE, TYP

TY

P

H <

3'-6"

VENEER PER ARCH

(WHERE OCCURS)

T/SHTHG

PER PLAN

T/PARAPET

PER ARCH

TOP PLATE

PER PLAN

TOP PLATE TO STUD

ATTACHMENT PER PLAN

NOTES:

1

1 MIN

2 MAX

SHTHG &

ATTACHMENT

PER PLAN

BOUNDARY NAILING

PER PLAN

A34 CLIP EA

SIDE, TYP

EXT STUD WALL &

SHTHG PER PLAN

PANEL EDGE

NAILING, TYP

1. FOR INFORMATION NOT

SHOWN, REFERENCE .

2. TRUSS DESIGNER SHALL

DESIGN BLOCKING TO

TRANSFER ± 1.0k HORIZONTAL

LOAD FROM TOP PLATE TO

ROOF SHEATHING.

3. (H) IS MEASURED FROM TOP OF

ROOF SHEATHING TO THE TOP

OF THE PARAPET.

PREFAB TRUSS BLKG

W/ 2x6 VERT AT EXT

WALL @ 24"OC MAX

PROVIDE PANEL BREAK

BTWN TOP PLATES

HURRICANE CLIP

PER PLAN

2'-0"

VENEER PER ARCH

(WHERE OCCURS)

(6'-0" M

AX

)

PE

R A

RC

H

1/2H WHERE H < 3'-6"

2/3H WHERE H < 6'-0"

T/SHTHG

PER PLAN

T/PARAPET

PER ARCH

5/S5.02

TOP PLATE

PER PLAN

TOP PLATE TO STUD

ATTACHMENT PER PLAN

PREFAB TRUSS

PER PLAN

NOTES:

2x6 PARAPET STUD @ 24"OC

MAX, SISTERED TO ROOF

TRUSS W/ (3) 0.148"Ø x 3"

NAILS TOP & BOT

BOUNDARY NAILING

PER PLAN

PANEL EDGE NAILING, TYP

2x8 BLKG BTWN

TRUSSES

A34 CLIP EA

SIDE, TYP

PROVIDE PANEL BREAK

BTWN TOP PLATES

EXT STUD WALL & SHTHG

PER PLAN

TRUSS PER PLAN W/ 2x6

VERT AT EXT WALL

HURRICANE CLIP PER PLAN

2x6 BRACE AT PARAPET

W/ (6) 0.148"Ø x3" NAILS

TO STUD W/ 1" MIN TO

EDGE OF WOOD

BRACE SHTHG TO MATCH

ROOF SHTHG PER PLAN

SHTHG &

ATTACHMENT

PER PLANSLOPE

PER ARCH

2

3 MAX

TOP PLATE TO STUD

ATTACHMENT PER PLAN

1

1 MIN

1. (H) IS MEASURED FROM TOP OF ROOF SHEATHING

TO THE TOP OF THE PARAPET.

2. BRACE MUST BE ALIGNED WITH ROOF TRUSS.

1/2H WHERE H < 3'-6"

2/3H WHERE H < 6'-0"

(6'-0" M

AX

)

PE

R A

RC

H

VENEER PER ARCH

(WHERE OCCURS)

T/SHTHG

PER PLAN

T/PARAPET

PER ARCH

TOP PLATE

PER PLAN

BPER PLAN

SHTHG &

ATTACHMENT

PER PLAN

JOIST PER PLAN

(ALIGN W/ DBL

JOIST)

CONT 2x FASCIA W/

(4) 0.148"Ø x 3" NAILS

TO EA JOIST

T/SHTHG

PER PLAN

LSTA24 STRAP, CTRD

OVER BEAM

NAILER PER .

DBL JOIST

PER PLAN

HGR PER PLAN, TYP

BEAM PER PLAN

8/S6.01

NAILER PER

EDGE CHANNEL

PER PLAN

SHTHG & ATTACHMENT

PER PLAN

JOIST PER PLAN

SIMPSON TB27 BRACE

@ 32"OC W/ (2) 0.131"Ø

x 2 1/2" NAILS TO JOIST &

(2) #8 SELF-TAPPING

SCREWS TO BEAM

8/S6.01

T/SHTHG

PER PLAN

PER PLAN PER PLAN

SHTHG & ATTACHMENT

PER PLAN

JOIST PER PLAN

SIMPSON TB27 BRACE @ 32"OC,

EA SIDE W/ (2) 0.131"Ø x 2 1/2"

NAILS TO JOIST & (2) #8

SELF-TAPPING SCREWS TO BEAM

NAILER PER .

DBL JOIST

(WHERE OCCURS)

BEAM PER PLAN

8/S6.01

T/SHTHG

PER PLAN

1 1

/2"

T/SHTHG

VARIES

(FLAT)

PER ARCH

T/STL

(FLAT)

PER ARCH

T/STL

3/4"

PER PLAN

SHTHG & ATTACHMENT

PER PLAN (CONT OVER

BEAM)

L7x4x5/16 (LLH) x

CONT (GALV)

VENEER PER ARCH

L4x4x5/16 VERT

@ 4'-0"OC MAX

2x6 @ 16"OC INFILL

STUD WALL

CONT PT 2x12 W/ #12

SELF-TAPPING SCREWS

@ 12"OC (STAGGER)

JOIST PER PLAN

SIMPSON LTT19 STRAP @

32"OC MAX W/ 1/2"Ø TAS

TO BEAM & (8) 0.113"Øx2"

NAILS TO JOIST

HGR PER PLAN

BEAM PER PLAN

2x4 FLAT BLKG AT EA

BRACE W/ (2) 0.113"Øx2"

NAILS @ 4"OC

1/4

1/4

1/4

1/4" FULL DEPTH

STIFF PL EA SIDE

AT EA VERT

SIMPSON TB27 BRACE

AT 32"OC W/ (2)

0.131"Øx2 1/2" NAILS

TO TRUSS & (2) #8

SELF-TAPPING SCREWS

TO BEAM

NOTE:

NAILER NOT SHOWN FOR CLARITY.

TRUSS PER PLAN

CONT 2x BLKG W/

0.148"Ø x 3" NAILS

@ 8"OC TO TOP PL

SHTHG & ATTACHMENT

PER PLAN

2x PONY WALL W/ (2)

0.148"Ø x 3" NAILS @ 16"OC

TO BEAM

HGR PER TRUSS MFR

BEAM PER

PLAN, TYP

T/SHTHG

PER PLAN

PREFAB TRUSS

PER PLAN

STUD WALL & SHTHG

PER PLAN

SHTHG PER PLAN

PREFAB TRUSSES

PER PLAN, TYP

A34 CLIP W/

(8) 0.131"Øx1 1/2"

NAILS TYP EA END

2x4 BRACE

@ 6'-0"OC

PLATE

ATTACHMENT PER

SHEAR WALL SCHED

DIAPHRAGM EDGE NAILING PER

PLAN AT SHEAR WALL BELOW

TRUSS MFR SHALL DESIGN

TRUSS FOR SHEAR TRANSFER

LOAD AS REQD PER PLAN

NOTE:

IF NO SHEAR TRANSFER LOAD IS INDICATED ON PLAN, TRUSS MANUFACTURER

SHALL PROVIDE TRUSS WITH VERTICALS @ 24"OC MAXIMUM WITH SHEATHING

AND NAILING TO MATCH SHEAR WALL WHERE INDICATED BELOW. COORDINATE

VENTING REQUIREMENTS WITH ARCHITECT AND STRUCTURAL ENGINEER.

BLOCK PANEL EDGES PER SHEAR WALL SCHEDULE AS REQUIRED.

T/SHTHG

PER PLAN

TOP PLATE

PER PLAN

PER PLAN

SHTHG &

ATTACHMENT

PER PLAN

2x PONY WALL W/

(2) 0.148"Øx3" NAILS

@ 16"OC TO BEAM

JOIST PER PLAN

HGR PER PLAN

BEAM PER PLAN

PREFAB TRUSS

PER PLAN

2x4 FLAT BLKG AT

EA BRACE W/ (2)

0.113"Øx2" NAILS

@ 4"OC

2x4 BRACE @ 4'-0"OC

W/ A34 CLIP EA END

NOTE:

PONY WALL STUDS SPACING TO MATCH/ ALIGN WITH JOIST SPACING.

T/SHTHG

PER PLAN

PER PLAN

SHTHG & ATTACHMENT

PER PLAN

2x PONY WALL W/ (2)

0.148"Øx3" NAILS @

16"OC TO BEAM

PREFAB TRUSS

PER PLAN

HGR PER TRUSS MFR

2x4 BRACE @ EA STUD

W/ 0.113"Øx2" NAILS

@ 4"OC

BA HGR EA END

DBL JOIST PER

PLAN

BEAM PER PLAN

NOTE:

PONY WALL STUD SPACING TO MATCH/ ALIGN WITH TRUSS SPACING.

T/SHTHG

PER PLAN

MIN

8"

S5

.02

4

TOP PLATE

PER PLAN

PERP ROOF TRUSS

DBL TOP PL

WALL FRAMING

PER PLAN

SHTHG & NAILING

PER PLAN

PREFAB ROOF

TRUSS PER PLAN

SIMPSON HTP37Z

GRID

ARCH

PER

PER PLAN

3"

2 1

/2"

2 1

/2"

B/STL

PER ARCH

B/OUTRIGGER

PER ARCH

POST PER PLAN

(2) 5/8"Ø THRU-BOLTS

CTRD ON STUD (DO

NOT OVERSIZE HOLES)

5/8"Ø THRU-BOLT @ 32"OC

MAX, CTRD ONBLKG (1"

MAX COUNTERBORE)

6x8 CONT BLKG AT EA

THRU-BOLT W/ A35 CLIP

EA END, TOP & BOT

L7x4x5/16 x CONT

LEDGER (GALV)

VENEER PER ARCH

PANEL EDGE NAILING

PER PLAN, TYP ABOVE

& BELOW LEDGER

SHTHG & ATTACHMENT

PER PLAN

OUTRIGGER

PER PLAN

STUD WALL &

SHTHG PER PLAN

CONT FASCIA (RIPPED)

PER PLAN W/ (4) 0.148"Øx3"

NAILS TO EA OUTRIGGER

SLOPE

1/4"/ FT

NOTE:

BOUNDARY NAILING

PER PLAN

2x8 BLKG BTWN

TRUSSES

A34 CLIP EA

SIDE, TYP

PROVIDE PANEL BREAK

BTWN TOP PLATES

EXT STUD WALL & SHTHG

PER PLAN

TRUSS PER PLAN

HURRICANE CLIP PER PLAN

SHTHG & ATTACHMENT

PER PLAN

SLOPE

PER ARCH

TOP PLATE TO STUD

ATTACHMENT PER PLAN

REFER TO FOR ADDITIONAL INFORMATION.

VENEER PER ARCH

T/SHTHG

PER PLAN

TOP PLATE

PER PLAN

3"

1 1

/2"

2x LEDGER

PER PLAN

L7x4x5/16 x CONT

LEDGER (GALV)

PANEL EDGE NAILING

PER PLAN, TYP ABOVE

& BELOW LEDGER

JOIST

PER PLAN

SHTHG & ATTACHMENT

PER PLAN

5/8"Ø THRU-BOLT @ 32"OC,

CTRD ON BLKG (1" MAX

COUNTERBORE)

6x8 CONT BLKG AT EA

THRU-BOLT W/ A35 CLIP

EA END, TOP & BOT

5/S5.02

T/SHTHG

VARIES

(FLAT)

PER ARCH

T/STL



`fsfi=L=pqor`qro^i

®


In Association w/

REVISIONS

SHEET INFORMATION

TITLE

SHEET

Date

Job Number

Scale

Drawn

Checked

Approved

04/2017

CNH

MSB

MAD

1" = 1'-0"



07/20/2017

17061-0030

S5.02

ROOF FRAMINGDETAILS

SCALE: 1" = 1'-0"13

TYPICAL RTU SUPPORT (3000 LBS MAX)

SCALE: 1" = 1'-0"3

ROOF TRUSS

PERPENDICULAR TO BEARING WALL

SCALE: 1" = 1'-0"15

TYPICAL PARAPET BRACE CONNECTION

PARALLEL TO TRUSSSCALE: 1" = 1'-0"

14

TYPICAL FIELD FRAMED PARAPET BRACE

CONNECTION PERPENDICULAR TO TRUSS

SCALE: 1" = 1'-0"9

TYPICAL PREFABRICATED PARAPET AT

EXTERIOR WALL PARALLEL TO TRUSSSCALE: 1" = 1'-0"

10

TYPICAL PREFABRICATED PARAPET AT

EXTERIOR WALL PERPENDICULAR TO TRUSS

SCALE: 1" = 1'-0"4

TYPICAL PARAPET AT EXTERIOR

WALL PARALLEL TO TRUSSSCALE: 1" = 1'-0"

5

TYPICAL PARAPET AT EXTERIOR WALL

PERPENDICULAR TO TRUSS

SCALE: 1" = 1'-0"18

OUTRIGGER ROOF FRAMINGSCALE: 1" = 1'-0"

20ROOF FRAMING

SCALE: 1" = 1'-0"19

ROOF FRAMINGSCALE: 1" = 1'-0"

16FLYING VENEER AT ROOF

SCALE: 1" = 1'-0"2

ROOF TRUSS PERPENDICULAR TO BEAMSCALE: 1" = 1'-0"

1INTERIOR WALL PARALLEL TO ROOF TRUSSES

(06074)

SCALE: 1" = 1'-0"8

ROOF FRAMINGSCALE: 1" = 1'-0"

7ROOF FRAMING

SCALE: 1" = 1'-0"6

DRAG TRUSS CONNECTION

SCALE: 1" = 1'-0"12

CANOPY FRAMING

SCALE: 1" = 1'-0"17

FLYING VENEER AT CANOPY

No. Issue Date

T/STL

PER PLAN

T/STL

PER PLAN

T/STL

PER PLAN

(4) 3/4"Ø BOLTS

AT BEAM GAGE

STIFF PL3/8 EA SIDE PER

NOTES 1 & 2, TYP

CL COL & STIFF PL

BEAM PER PLAN, TYP

COL PER PLAN, TYP

BRG PL TO MATCH FLANGE

NOMINAL THICKNESS LESS

1/8", 1/2" MIN THICKNESS, BRG

PL WIDTH PER NOTE 3, TYP"F"

"F" PER

TABLE 1,

TYP

WHERE BEAM CONTINUOUSWHERE BEAM ENDS

NOTES:

1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION.

2. AT INTERSECTING BEAMS USE FULL DEPTH SHEAR TAB.

3. BEARING PLATE WIDTH = [BEAM WIDTH OR IF COLUMN IS WIDER THAN

BEAM, COLUMN WIDTH +1"] MINIMUM.

4. NAILER NOT SHOWN FOR CLARITY.

3/16

3/16

(2) 3/4"Ø BOLTS

AT BEAM GAGE

CL COL & STIFF PL

1 1/2" 1 1/2"

TABLE 1

BRG/BASE

PLATE

THICKNESS

3/8" , 1/2"

5/8" , 3/4"

> = 7/8"

"F"

FILLET

SIZE

3/16"

1/4"

5/16"

1 1

/2"

1 1/2"

1/2"

1 1/2"

1 1

/2"

T/STL

PER PLAN

T/STL

PER PLAN

MAX

1/2"

HSS BEAM PER PLAN

COL PER PLAN

L3x3x1/4 x (COL

WIDTH - 1") TOP

& BOT

3/16

+1" RETURNS,

TYP

3/16

+1" RETURNS,

TYP

T/STL

PER PLAN

1 1/2"1 1/2"1/2"

T/STL

PER PLAN

BEAM PER PLAN

PL3/4 x (COL WIDTH +1")

x AS REQD W/ (2) 1/2"Ø TAS

@ 3" GAGE

1/4

3"

IN LIEU OF TAS

PER NOTE #1

NOTES:

1. BOLTED TAS CONNECTION MAY

BE REMOVED AFTER ERECTION

IF FIELD WELD IS PROVIDED.


PER ARCH

ROUGH OPENING WIDTH

OPENING

LINTEL ANGLE

PER SCHED

BRICK VENEER

PER ARCH

ELEVATION

BRICK VENEER PER ARCH

(ANCHORS NOT SHOWN

FOR CLARITY.

EXT SHTHG PER

PLAN

STRUCTURAL WALL

PER PLAN

LINTEL ANGLE

PER SCHED

STRUCTURAL WALL

BEYONDBRICK VENEER BEYOND

SECTION

BR

ICK

VE

NE

ER

MA

X D

EP

TH

OF

PE

R A

RC

H

RO

UG

H O

PE

NIN

G H

EIG

HT

4" MAX

3 1/2" MIN

4 1/2" MAX

PER ARCH

1 1/2"

MIN

LINTEL SIZE SCHEDULE

MAXIMUM DEPTH OF

VENEER OVER ANGLE

ROUGH OPENING WIDTH

3'-0" 4'-0" 6'-0" 8'-0"

2'-0" L5x3 1/2x3/8 (LLH) L5x3 1/2x1/2 (LLH) L5x5x5/16 L5x5x5/16

3'-0" L5x3 1/2x1/2 (LLH) L5x3 1/2x5/8 (LLH)

6'-0" L5x3 1/2x5/8 (LLH) L5x5x5/16

9'-0" L5x5x5/16 L5x5x5/16

BRG

2 1/2" MIN

MAX

1 1/2"

SE

CT

ION

TYP

6' MIN

OPNG/

B/LINTEL

T/ROUGH

10'-0"

L5x5x5/16

L5x5x3/8

L5x5x7/16

L5x5x3/4

L5x5x5/16

L5x5x3/8

L5x5x3/8

L5x5x3/8

L5x5x7/16

L5x5x3/4

ERECTION BOLTS

AS REQD TYP

BEAM PER PLAN

T/STL

PER PLAN

COL PER PLAN

WELD ACCESS

HOLE, TYP

CJP TOP & BOT

FLANGES, TYP

WELD (RUNOFF) TAB

NOTE:

NAILER NOT SHOWN FOR CLARITY.

CL

COL

PL1/2

TYP

1 1/2"

(NOTE 6)

1/2" GAP, TYP

SHEAR PLATE THICKNESS

PER SCHED "A"

SIZE & QUANTITY OF

BOLTS PER SCHED "A"

WASHERS PER (NOTE 2)

BEAM PER PLAN

TYPICAL SHEAR PLATE CONNECTION

CL COL

BEAM WHERE

OCCURS PER PLAN

COL CONTINUES AT SIM

CAP PL TO MATCH COL WALL

THICKNESS. CAP FLUSH W/ T/STL

SHEAR PL OR KNIFE PL

THICKNESS PER SCHED "A"

ADDL INFORMATION PER

TYP SHEAR PL CONN

BEAM PER PLAN, TYP

COL PER PLAN

KNIFE PL REQD

ALONG GIRDER LINE

BEAM TO HSS OR PIPE COLUMNSHEAR PLATE INFORMATION PER

TYPICAL SHEAR PLATE CONNECTION.

TYP SHEAR PL CONN

BEAM PER PLAN, TYP

PER (NOTE 9), TYP

MAX COPE LENGTH

CL BEAM

PE

R (N

OTE

9) &

MA

X C

OP

E D

EP

TH

SC

HE

D "A

", T

YP

BEAM TO BEAM CONNECTIONSHEAR PLATE INFORMATION PER

TYPICAL SHEAR PLATE CONNECTION.

CL COL & BEAMSHEAR PL THICKNESS

PER SCHED "A", TYP

USE KNIFE PL ALONG

GIRDER LINE

EDGE OF PL AT

END CONDITION

TYPICAL SECTION AT INTERIOR COLUMN

CL COL

EDGE FLUSH W/ F/COL, MIN

SHEAR PL PER SCHED "A", TYP

FLANGE PL THICKNESS TO

BE TWICE THE SHEAR PL

THICKNESSNOTE:

ADDITIONAL INFORMATION

PER TYPICAL SECTION.

ALTERNATE SECTION WITH TEES BUILT-UP FROM PLATES

CL COL

USE KNIFE PL ALONG

GIRDER LINE

TYP SHEAR PL CONN

WHERE OCCURS

CL COL &

BEAM

PER

PLA

NA

NG

LE

TYPICAL SECTION AT PIPE OR ROUND HSS COLUMN

1. PROVIDE EITHER STANDARD OR HORIZONTAL SHORT SLOTTED HOLES AS PERMITTED BY AISC J3.2 IN THE BEAM WEB AND/OR

THE SHEAR PLATE.

2. WHERE SHORT-SLOTTED HOLES ARE USED, PROVIDE HARDENED WASHERS PER AISC J3.2.

3. CAPACITIES BASED ON AISC 13TH EDITION WITH ASTM A325-N BOLTS.

4. HORIZONTAL DISTANCE FROM SUPPORT FACE TO CENTERLINE OF BOLT GROUP SHALL BE AS SHOWN IN THE DETAILS, BUT

SHALL NOT EXCEED 3 1/2" IN THE AS-BUILT CONDITION. SUPPORT FACE FOR TEE IS THE INSIDE FACE OF FLANGE.

5. VERTICAL EDGE DISTANCE FROM BOLT CENTERLINE TO EDGE OF STEEL SHALL BE 1 1/2" TYPICALLY, EXCEPT THAT 1 1/4" IS

PERMITTED PER AISC TABLE J3.4 FOR 3/4" DIAMETER BOLTS WITHOUT ANY REDUCTION IN THE TABULATED CAPACITIES.

6. GAP BETWEEN BEAM END AND SUPPORT FACE SHALL BE 1/2" EXCEPT FOR "TEE" CONNECTORS USED WITH HSS COLUMNS.

WHERE "TEES" ARE USED AS SHEAR TAB ELEMENTS, THE GAP BETWEEN FACE OF COLUMN AND END OF BEAM SHALL NOT

EXCEED THE LESSER OF 1 1/2" OR THE "k" DISTANCE OF THE "TEE" PLUS 1/4".

7. WELD SIZES SHALL BE THE LARGER OF THE SIZE (t), TABULATED IN SCHEDULE "A" OR MINIMUM SHOWN IN TABLE 1.

8. FIELD FILLET WELDS SHALL BE SIZED TO BE AT LEAST 1/8" LARGER THAN THE WELD SIZE SHOWN IN SCHEDULE "A", UNLESS

PROPER FIT-UP IS VERIFIED BY A SPECIAL INSPECTOR PRIOR TO WELDING.

9. COPE DEPTHS (SINGLE AND DOUBLE) SHALL NOT EXCEED THE LESSER OF THOSE SHOWN IN SCHEDULE "A", NOR AS ALLOWED BY

BOLT HOLE SPACING AND MINIMUM EDGE DISTANCE REQUIREMENTS. SINGLE COPE LENGTH SHALL NOT EXCEED 6 1/2". DOUBLE

COPE LENGTHS SHALL NOT EXCEED THAT REQUIRED TO ACCOMMODATE GIRDER FLANGE + 1/2" MAX GAP BETWEEN FLANGES.

10. UNCOPED CAPACITIES OF WT CONNECTIONS ARE VALID WITH MINIMUM NOMINAL HSS COLUMN WALL TABULATED THICKNESS.

THE EFFECTIVE THROAT OF FLARE BEVEL GROOVE WELDS IS BASED ON OUTSIDE RADIUS OF HSS, AND IS TAKEN AS 5/8 TIMES

THE HSS WALL THICKNESS BASED ON AWS D1.1, TABLE 2.1. WHEN 3/4" A325-N BOLTS ARE USED, A 3/16" HSS COLUMN WALL

THICKNESS IS PERMITTED WITH A 20% REDUCTION OF THE WT CONNECTION CAPACITY.

11. NR = NOT RECOMMENDED. DOUBLE COPES FOR THESE BEAMS ARE RESTRICTED BY CONNECTION GEOMETRY AND/OR LARGE

REDUCTIONS IN SHEAR CAPACITY. DOUBLE COPES ARE POSSIBLE, BUT CAPACITIES MUST BE CALCULATED FOR SPECIFIC BEAM

AND GIRDER GEOMETRIES AND MUST BE DETAILED SEPARATELY.

12. SHEAR PLATE CONNECTION TO HSS WALL ALLOWED ON COLUMNS HAVING A b/tw < 35.1. THRU PLATE CONNECTION SHALL BE

USED WHEN POSSIBLE AND FOR THE LARGER BEAM AT INTERSECTING BEAM CONNECTIONS.

BOLTED SINGLE ROW SHEAR PLATE CONNECTION NOTES:

C8,C9,C10

W8

W10

C12,C15

W12

W14

W16

W18

W21

W24

W27

W30

W33

W36

2

2

2

3

3

3

4

5

6

7

8

8

9

10

1/4"

1/4"

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

3/8"

3/8"

3/8"

7/16"

7/16"

7/16"

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

3/8"

3/8"

3/8"

3/8"

3/16"

3/16"

3/16"

3/16"

3/16"

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

5/16"

5/16"

5/16"

1 1/4"

1 1/4"

2 1/2"

2"

2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

2 1/2"

NR (11)

NR (11)

1 1/4"

1 1/4"

1 1/4"

1 1/2"

1 1/2"

1 1/2"

1 1/2"

1 1/2"

NR (11)

NR (11)

NR (11)

NR (11)

13.2

13.2

13.2

25.6

25.6

27.8

42.4

53.0

63.6

74.2

84.8

84.8

95.4

103.2

7.6

7.6

11.0

17.5

18.3

EQUAL TO

UNCOPED

CAPACITY

EQUAL TO

UNCOPED

CAPACITY

NR (11)

NR (11)

NR (11)

NR (11)

NR (11)

NR (11)

11.0

17.5

18.3

23.9

36.6

DOUBLESINGLE

COPEDUNCOPED

CONNECTION CAPACITY - ASD (3)

(KIPS)MAX DOUBLE

COPE DEPT

(9)

MAX SINGLE

COPE DEPT

(9)

WELD

SIZE t

(7)

MIN HSS COLUMN

WALL THICKNESS

(10)

MIN SHEAR

PLATE OR WT

STEM

THICKNESS

"N" BOLTS

REQUIRED

(1)BEAM SIZE

3/4" Ø - A325-N SINGLE ROW BEAM Fy=50KSI - CONNECTION PLATE Fy=36KSI

BOLTED SINGLE SHEAR PLATE CONNECTION - SCHEDULE "A"

TABLE 1MINIMUM WELD SIZE TABLE

PLATE OR FLANGE

THICKNESS (T) *

MINIMUM

FILLET SIZE

T < 1/2" 3/16"

1/4"

5/16"

1/2" < T < 3/4"

3/4" < T

* MINIMUM WELD SIZE TO BE

BASED ON THICKNESS OF

THE THICKER PART.

SECTION

CL C

OL &

G

IRD

ER

t

tSCHED "A" (NOTE

7) FIELD WELDS

(NOTE 8)

t

tSCHED "A"

t+1/16"

t+1/16""t" PER

SCHED "A"

TYP

TYP (NOTE 10)

3 1/2" MAX (NOTE 4)

2 1/2" MIN

BOLT Ø

2x

2 1/2" MIN

3 1/2" MAX (NOTE 4)

t+1/16"

t+1/16""t" PER

SCHED "A"

TYP

SC

HE

D "

A"

"N" B

OLTS

@ 3

"OC

PE

R

(NO

TE

5)

1 1

/2" TY

P

F/SUPPORT (EMBED PL,

BEAM WEB, COL FLANGE

OR RETROFIT PL)

CL C

OL &

G

IRD

ER

CL C

OL &

G

IRD

ER

27.8

42.4

1/2"

REFERENCE NOTE: 12

1 1/2"1 1/2"

BEAM PER PLAN

PL3/4 x (COL WIDTH +1")

x AS REQD W/ (2) 3/4"Ø TAS

CTRD ON BEAM

T/STL

PER PLAN

COL PER PLAN

3"

IN LIEU OF TAS

PER NOTE #1

NOTES:

1. BOLTED TAS CONNECTION MAY BE REMOVED AFTER

ERECTION IF FIELD WELD IS PROVIDED.


B

1/2

"TY

P

3"

BEAM PER PLAN, TYP

PL1/4x (BM HEIGHT -1")

x AS REQD, EA SIDE

COL PER PLAN

SECTION

3/16

+2" RETURNS,

TYP

B

COL PER PLAN

BEAM PER PLAN

ANGLE TOP &

BOT PER

PLAN

3/16

SIDE PL TO

COL, TYP

SECTION PLAN

5/S6.01

MAX

1 1/2"

BEAM PER

PLAN, TYP

5/8"Ø TAS @ 32"OC + 6" FROM

EA END, CTRD ON FLANGE

W/ 3/4" MAX COUNTERBORE 2x CONT NAILER

(RIPPED AS REQ'D), TYP

AT BEAMS

5/8"Ø TAS @ 16"OC

AND 6" FROM EA

END, CTRD ON COL

SHTHG PER SHEAR

WALL SCHED

COL PER PLAN

CONT 2x NAILER TO

MATCH WALL STUD

(NO COUNTERBORE)

ADDL STUDS (SISTERED)

WHERE REQD FOR HOLD-

DOWN ATTACHMENT

AT SHEAR WALL ENDS

PANEL EDGE NAILING

PER SCHED

NOTE:

1. AT BEAM NAILERS, PROVIDE (2) 0.113"Øx2" NAILS IN LIEU

OF EA 0.131"Øx2 1/2 REQD.

AT HSS COLUMN

8

T/SHTHG

PER PLAN

1/2" SHTHG & ATTACHMENT

PER PLAN

NAILER PER

BEAM PER PLAN

ERECTION SEAT

NAILER PER .

JOIST PER PLAN

BEAM PER PLAN

BRG CONN PER .10/S6.01

PLAN

1/4

+1" RETURNS,

TYP

SECTION

+ 1

/16

"

BM

WID

TH

PLAN

FULL DEPTH STIFFENER

PER EA SIDE OF

WEB

10/S6.01

PL5/16x8 x BM

HEIGHT

PL5/16x3 x 0'-6"

EA SIDE

3/16TYP

2" 2" EA

TOP & BOT

FLANGE

END

1"

8/S6.01

8/S6.01



`fsfi=L=pqor`qro^i

®


In Association w/

REVISIONS

SHEET INFORMATION

TITLE

SHEET

Date

Job Number

Scale

Drawn

Checked

Approved

04/2017

CNH

MSB

MAD

1" = 1'-0"



07/20/2017

17061-0030

S6.01

TYPICAL STEELDETAILS

SCALE: 1" = 1'-0"10

BEAM TO HSS COLUMN CONNECTIONS(05050M)

SCALE: 1" = 1'-0"5

TYPICAL HSS FRAMING TO

COLUMN CONNECTIONS

SCALE: 1" = 1'-0"16

TYPICAL LOOSE BRICK VENEER LINTEL(04801A)

SCALE: 1" = 1'-0"4

MOMENT CONNECTION DETAIL

SCALE: 1" = 1'-0"18

SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS(05201M)

SCALE: 1" = 1'-0"3

CONTINUOUS HSS BEAM OVER COLUMN

SCALE: 1" = 1'-0"9

SPECIAL HSS CONTINUITY CONNECTIONSCALE: 1" = 1'-0"

8TYPICAL NAILER

SCALE: 1" = 1'-0"7

FRAMING CONNECTION

No. Issue Date

structural general notes s1 - whitecoservices.com · indicates hollow structural section (hss)...

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