© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
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`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
07/20/2017
17061-0030
S1.01
STRUCTURALGENERAL NOTES
No. Issue Date
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
07/20/2017
17061-0030
S1.02
STRUCTURALGENERAL NOTES
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
12" = 1'-0"
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
07/20/2017
17061-0030
S1.03
STRUCTURALGENERAL NOTES
STRUCTURAL SHEET LIST
SHEET NUMBER SHEET TITLE
S1.01 STRUCTURAL GENERAL NOTES
S1.02 STRUCTURAL GENERAL NOTES
S1.03 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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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.
7. TYPICAL DETAILS PER:
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.
7. TYPICAL DETAILS PER:
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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.
14. TYPICAL DETAILS PER:
S5.01 TYPICAL WOOD DETAILS
S5.02 ROOF FRAMING DETAILS
S6.01 STEEL CONNECTION DETAILS
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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
STUD WALL & SHTHG PER
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
STUD WALL & SHTHG PER
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"
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
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In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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)
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
STAGG 0.148"Øx3 1/2" NAILS PER
SHEAR WALL SCHED (PLATE ATTACHMENT)
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
(2) 2x6 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 2x6 WALLS
AT (2) 2x HEADER OR BEAM
AT (3) 2x HEADER OR BEAM
(2) 2x6 TOP PLATE, UNO
2x CRIPPLE STUDS TO
MATCH TYP STUDS PER
PLAN WHERE HDR IS NOT
TIGHT TO PLATE
(3) ROWS OF 0.148"Øx3 1/4"
NAILS @ 12"OC, ALT NAILING
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
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"
5/8" EA SIDE OF HOLE
5/8" EA SIDE OF HOLE
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
As indicated
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
ïïïKÇÅáJÉåÖáåÉÉêëKÅçã
`fsfi=L=pqor`qro^i
®
NMS=b~ëí=SíÜ=píêÉÉíI=pìáíÉ=OMM^ìëíáåI=qÉñ~ë=TUTMNEoÉÖK=kçK=cJVMMRFmW=ERNOF=QTOJVTVT
In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
1" = 1'-0"
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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.
2. NAILER NOT SHOWN FOR CLARITY.
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.
2. NAILER NOT SHOWN FOR CLARITY.
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
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole orin part, without written permission from D'Amato Conversano Inc.D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
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In Association w/
REVISIONS
SHEET INFORMATION
TITLE
SHEET
Date
Job Number
Scale
Drawn
Checked
Approved
04/2017
CNH
MSB
MAD
1" = 1'-0"
Waco Clinic &Convenient Care
Marketplace DriveWaco, Texas 76711
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