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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"
DS
SR__
1
1
C1
XX"xXX"
X
SX.X
XX/SXX.XX
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 JointCJP 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
InchPSL 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
SCBF Special Concentric
Braced Frame
BRBF Buckling Restrained
Braced Frame
OCBF Ordinary Concentric Braced
Frame
DEMO Demolish
CLG Ceiling
ADH Adhesive
CLT Cross-Laminated
Timber
NLT Nail-Laminated
Timber
FRT Fire Retardant Treated
SP Southern Pine
SFRS Seismic Force-
Resisting System
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-001
STRUCTURALGENERAL NOTES
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
REV DATE DESCRIPTION
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-002
STRUCTURALGENERAL NOTES
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
REV DATE DESCRIPTION
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-003
GENERAL NOTESAND STRUCTURAL
SPECIALINSPECTION
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
REV DATE DESCRIPTION
S
7.1
6.1
5.1
4.1
3.1
F
ED
B
A
G
4" CONC SLAB ON GRADE W/
#4 @ 18"OC EW CTRD
PER PLAN NOTES
28'-8"
51'-4 1/2"
6'-8"
13'-11 1/2"
86'-0 1/2"
MA
TC
HLIN
E
PE
R S
-115
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
2'-7 3/4"
22'-9"
6'-7"
19'-4 3/4"3'-4 1/4"
25'-4 3/4"
5'-11"
22'-9"
5'-11"
22'-9"
3'-3 3/4"
4'-0 1/4"
11'-0"
4'-4"
19'-4 5/8"
1'-2"
24'-10"
1'-6"
24'-6"
1'-6"
5'-11"
22'-9"3'-3 3/4"
11 1/4"
5 7/8"
2'-7"
22'-9 3/4"
5'-11"
6'-8"3'-1 3/4"
3'-7 5/8"
23'-9 1/2"2'-2 1/2"
4'-10 5/8"
HSS5x5x3/16
HSS6x6x1/4
HSS6x6x3/8
HSS6x6x1/4
HSS6x6x3/16
HSS6x6x3/16
HSS4x4x3/16
HSS6x6x3/16
HSS5x5x3/16HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/8
HSS6x6x3/8
HSS6x6x1/4
HSS6x6x3/16
HSS4x4x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x1/4
HSS6x6x3/16
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/8
HSS6x6x1/4
HSS8x4x3/8
HSS6x6x1/4
HSS4x4x3/16
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/8HSS6x6x3/8
HSS6x6x3/8
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/8
HSS6x6x1/4
HSS8x4x3/8
F4.0
F4.0
F5.0
F5.0
F5.0
F5.0
3'-11 3/4"
22'-9"
2'-7 3/4"3'-3 1/4"
HSS6x6x1/4HSS6x6x1/4
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/16 HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS4x4x3/16
HSS5x5x3/16
HSS6x6x1/4
HSS4x4x3/16
186'-8 1/2"
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
71'-8 1
/2"
HSS5x5x3/16
T/SLAB = 0'-0"
2.1
C
11 1/4"8"
8"
11 1/4" 11 1/4"
8"
1'-3 3/4"11 1/4"
2'-0"
11 1/4" 8 3/8"
S-402
5
S-401
20
S-401
20
TYP AT OPNGS &
FULL HEIGHT
GLAZING
3'-0"Wx12"DP CONT FTG
W/ #4B @ 12"OC EW
S-401
16
TYP
S-401
20
CJ
CJ
CJ
CJ
S-401
20
17/S-504
S-401
2
S-401
7
TYP AT
INT COLS
2
4
5
TYP AT
CLASSROOM
WINDOWS
HSS6x6x3/8
S-401
20
S-401
20
22'-0"
7'-4"
S-402
5
1'-4"11 1/4"
4'-0 1/4"
16'-6 3/4"
3'-6"x24'-6'x36"DP
GRADE BEAM W/ (6)
#7 T&B & #4 HOOPS
@ 18"OC
5'-0"x26'-6"x36"DP GRADE
BEAM W/ (5) #6 T&B & #5
HOOPS @ 18"OC
HSS5x5x3/16
F4.0
T/FTG = -0'-8" TYP AT INTERIOR
2/S-301
4/S-301
13/S-301
6/S
-301
12/S
-301
9/S-301
14/S-301
3/S
-301
5/S
-301
HSS6x6x3/16
HSS6x6x3/16
2'-7 3/4"
HSS6x6x3/16
HSS6x6x3/16
2'-7 3/4"
HSS6x6x3/16
5'-8 7/8"
HSS6x6x1/4
F5.0
F5.0
F4.0
F4.0
HSS6x6x1/4
7 5
/8"
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF,
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
3'-0"x10'-0"x12"DP
FTG W/ #5B @
12"OC EW
3 3
/4"
11 1
/4"
11 1
/4"
11 1/4"
16'-6 1
/4"
9 3
/4"
9 5
/8"
1'-2 3
/8"
11 1
/4"
11 1/4"
11 1
/4"
3 3
/4"
6'-4 3
/4"
11 1/4"
11 1
/4"
11 1
/4"
3 3
/4"
18'-2 1
/2"
9 3/4"
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
7'-0"x29'-4"x48"DP GRADE
BEAM W/ (7) #7 T&B & #5
HOOPS @ 18"OC
6'-0"x29'-4"x48"DP
GRADE BEAM W/
(6) #7 T&B & #5
HOOPS @ 18"OC
6'-0"x24'-6"x48"DP GRADE
BEAM W/ (6) #7 T&B & #5
HOOPS @ 18"OC
7'-0"x23'-6"x48"DP
GRADE BEAM W/
(7) #7 T&B & #5
HOOPS @ 18"OC
3'-1 1/4"
11 1
/4"
3 3
/4"
15'-7 1
/8"
11 1
/4"
3 3
/4"
6'-7 3/8"
11 1
/4"
3 3
/4"
11 1
/4"
3 3
/4"
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
TYP
4"
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
4'-9 1/2"
9'-8 3/4"
8.0
0°
3'-6 1
/2"
1/2" 1/2"
1/2
"
S-402
5
S-402
5
S-401
8 TYP
9"
S-402
5
S-401
20 S-401
17
S-401
8
TYP
1/2"
1/2
"1/2
"
S-402
5
7 1
/8"
S-401
5
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF,
T/FTG = -1'-6"
T/FTG = -1'-6"
T/FTG = -1'-6"
T/FTG = -1'-6"
T/FTG = -1'-6"
1'-2 1
/4"
11 1
/4"
32"x24" CONC PIER
32"x24" CONC PIER
11 1
/4"
11 1
/4"
32"x24" CONC PIER
T/PIER = -0'-8"
TYP AT BRACED
FRAMES
11 1/4"
32"x24" CONC PIER
1'-0 1
/4"
14'-4 3
/8"
34"x24" CONC PIER
32"x24" CONC PIER
1000S162-54 STL
STUDS @ 24"OC, TYP
AT 18" STEMWALL
F4.0
18" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#5 HORIZ @ 12"OC EF
S-701
2
F4.0
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 AND S-003.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL
DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS,
PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL
AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS 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 15 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE
FREE-DRAINING GRANULAR FILL PER GEOTECH REPORT.
5. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND/OR STRUCTURAL FILL. SUBGRADE
PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS
NOTED IN THE STRUCTURAL GENERAL NOTES.
6. CJ INDICATES CONTROL JOINT PER PLAN.
7. AT NON BRACED FRAMES BASE PLATES TO BE t =3/4" WITH LAYOUT AND SIZE PER 14/S4.02. REFERENCE S3.11
FOR BASE PLATES AT BRACED FRAMES.
FOUNDATION PLAN NOTES:
8. ALL EXTERIOR WALL STUDS TO B 800S162-54 @ 24"OC UNO. BOTTOM TRACK TO HAVE 1 1/2" FLANGE AND BE 54
MIL MIN. TOP TRACK TO BE 54 MIL MIN DEFLECTION TRACK WITH SLOTS PER 3/S-503. ATTACH TOP AND BOTTOM
TRACK PER 3/S-503 & 8/S-503 RESPECTIVELY. STUDS HAVE BEEN DESINGED AS FULLY BRACED WITH GYPSUM
SHEATHING BOTH FACES. IF CONDITIONS DIFFER CONTACT ENGINEER OF RECORD FOR BRIDGING
REQUIREMENTS. FRAME OPENINGS PER 17/S-504, UNO.
9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT.
10. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
11. TYPICAL DETAILS PER:
1/S-401 STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES
3/S-401 PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS
4/S-401 PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS
5/S-401 TYPICAL STEPPED FOOTING
10/S-401 PIPE OR CONDUIT EMBEDDED IN SLAB ON GRADE
11/S-401 TYPICAL STAIR ON GRADE
12/S-401 TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE
13/S-401 TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY
14/S-401 TYPICAL PIPE AND TRENCH LOCATIONS AT CONCRETE STEMWALL/FOOTING
1/S-402 ELEVATION - TYPICAL REINFORCING IN CMU WALL
2/S-402 TYPICAL CMU LINTELS, SILLS AND BOND BEAMS
6/S-402 PLAN - TYPICAL CMU CONTROL JOINT
7/S-402 PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS
14/S-402 TYPICAL BASEPLATE TO FOUNDATION CONNECTION - HSS COLUMN
18/S-402 ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING
20/S-402 TYPICAL ANCHOR BOLT SCHEDULE
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-110
LEVEL 01FOUNDATION
PLAN - AREA 100
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
LEVEL 01 FOUNDATION PLAN - AREA 100
SPREAD FOOTING SCHEDULETYPE SIZE DEPTH REINFORCING COMMENTS
F4.0 4'-0"x4'-0" 1'-1" (6) #4B EW
F5.0 5'-0"x5'-0" 1'-4" (4) #6B EW
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
S
S
S
VE
RTS
@ 2
4"O
CV
ER
TS
@ 3
2"O
C
S
7.1
6.1
5.1
4.1
3.1
F
GJL K
4" CONC SLAB ON GRADE W/
#4 @ 18"OC EW CTRD
PER PLAN NOTES
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
MA
TC
HLIN
E
PE
R S
-110
16'-3 1/4" 1'-8" 20'-5 1/8"
1'-6 7/8"
13'-10" 5'-6" 15'-0" 10'-11"
3'-6 5/8" 6'-0 1/8" 23'-3 1/4" 9'-3" 25'-2"
10 1
/2"
4'-9 1
/4"
7'-6 1
/4"
7'-8 3/4" 17'-11 1/4" 3'-6 5/8"
17'-3 1/8" 24'-9 3/8"
7'-5 3
/4"
6'-6 7
/8"
7'-3 3
/8"
15'-6 3
/4"
18'-4"
14'-0 1/8"
13'-2 1/2"
11'-0 7/8"
8'-9 1/2"
15'-7 7
/8"
3'-6"
HSS6x6x3/16
HSS6x6x1/4
HSS5x5x3/16
HSS5x5x3/16
HSS6x6x1/4HSS6x6x1/4
HSS6x6x3/8HSS7x7x5/16
HSS6x6x3/8
HSS6x6x3/8HSS6x6x3/8
HSS6x6x1/4
HSS6x6x1/4HSS6x6x1/4
HSS6x6x1/4
HSS6x6x1/4HSS6x6x1/4
HSS6x6x1/4
HSS5x5x3/16
HSS5x5x1/4
HSS5x5x1/4
HSS5x5x1/4
HSS5x5x1/4
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x1/4
HSS6x6x3/16
HSS7x7x5/16
HSS5x5x3/16
F5.0
F4.0
F5.0 F5.0
F4.0
F4.0
F4.0
F4.0 F4.0
F4.0
16" CONC STEMWALL
W/ T#4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
155'-2 1/2"
HSS6x6x1/4
HSS5x5x3/16
HSS5x5x3/16
HSS6x6x3/8
12" CONC WALL
12" CMU WALL
W/ #6 VERT @ 32"OC & (2) #4
HORIZ @ 48"OC
12" CMU WALL
W/ #6 VERT @ 32"OC & (2) #4
HORIZ @ 48"OC
8" CMU WALL
W/ #5 VERT @ 32"OC & (2) #4
HORIZ @ 48"OC
12" CMU WALL
W/ #6 VERT @ 24"OC & (2) #4
HORIZ @ 48"OC
HSS6x6x1/4 T/SLAB = 0'-0"
2.1
H
88
59'-2 1/2" 10'-9 3/4" 21'-5 7/8" 63'-8 3/8"
71'-8 1
/2"
11 1/4"8"
2'-0"
11 1/4" 8 3/8"
S-402
10
S-402
10
S-401
9
S-401
9
CJ
CJ
CJ
CJ
S-401
2
S-401
7 TYP AT
INT COLS
S-401
20 17/S-504
TYP AT CLASSROOM
WINDOWS
3'-4"
4'-0"3'-4"Wx12"DP CONT FTG
W/ #4B @ 12"OC EW
S-401
16TYP
11
2
4
5
133'-7 7
/8"
23'-3 5
/8"
31'-5 1
/2"
8'-9 3
/8"
70'-1 3
/8"
3'-0"x17'-0"x12"DP
FTG W/ (3) #5B
4'-0"x28'-0"x24"DP
GRADE BEAM W/
(5) #6 T&B & #5
HOOPS @ 18"OC
F4.0
8/S-301
11/S
-301
10/S-301
L.1 K.1
98.0
0°
16'-8 1/4"
HSS5x5x3/16
28'-3 1/4"
4'-7 1/4"3"
11'-10"
4 5/8"
5'-6"Wx16"DP CONT FTG
W/ #5 @ 18"OC EW EF
4" CONC SLAB ON GRADE W/
#4 @ 18"OC EW CTRD
PER PLAN NOTES
(NO CONTROL JOINTS IN
GYM SLAB)T/SLAB = -0'-2 1/2"
CONTRACTOR TO VERIFY
T/SLAB W/ FLR MFR
HSS6x6x1/4
8.0
0°
4'-0 1/4"
HSS6x6x3/16
F5.0F5.0F5.0
F4.0
3 3
/4"
11 1
/4"
8 7/8"
2'-7 1/4"
11 5
/8"
11 5/8"
1'-0
5/8
"
1'-1 1
/2"
3"
10'-10 3
/4"
21'-0 1
/2"
6"
18'-2 1
/2"
9 3/4"
3'-7 5/8"
4'-0"x16'-0"x36"DP GRADE
BEAM W/ (6) #5 T&B
(2) #6 VERTS AT
CORNER CELL
12" CMU WALL
W/ #6 VERT @ 32"OC & (2) #4
HORIZ @ 48"OC
(2) #7 VERTS IN 1ST (3)
CELLS SOUTH OF OPNG
ABOVE ((6) BARS TOTAL)
(2) #7 VERTS IN 1ST (3)
CELLS ((6) TOTAL BARS)
(2) #6 VERTS AT
1ST CELL
(2) #6 VERTS
AT CORNER
CELL
11 1
/4"
3 3
/4"
15'-7 1
/8"
11 1
/4"
3 3
/4"
4'-9 1/2"
9'-8 3/4"
8.0
0°
3'-6 1
/2"
2'-6"Wx12"DP CONT FTG
W/ (3) #5B
S-401
17
SIM
S-402
5
S-401
19
TYP
1/2"S-401
8
TYP
1/2
"
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
AT STEMWALLS W/ VENEER
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
1/2" 1/2"
1/2
"
S-402
5
S-402
5
S-401
8 TYP
S-401
5
T/FTG = -1'-6"
T/FTG = -1'-6"
T/FTG = -1'-6"
T/FTG = -1'-6"
12" CONC STEMWALL
W/ #4 VERTS @ 16"OC EF &
#4 HORIZ @ 16"OC EF
INT C
MU
ST
EM
WA
LL, TY
P (2) P
LA
CE
S
2'-0" M
IN, C
ON
TR
AC
TO
R T
O S
ET
EN
D O
F C
ON
CR
ETE
TO
MO
DU
LE
W/
F5.0
12" CONC STEMWALL
W/ #4 VERTS @ 18"OC EF &
#4 HORIZ @ 16"OC EF 10" CONC STEMWALL
W/ #4 VERTS @ 16"OC & #5
HORIZ @ 15"OC
F5.0
12" CONC STEMWALL
W/ #4 VERTS @ 16"OC EF &
#4 HORIZ @ 16"OC EF
S-402
4 TYP (2)
PLACES
1'-4" 3'-0 1/4" 32'-7 3/4" 1'-4"
7 5
/8"
CONC PILASTER
W/ (2) #5 VERTS
& #3 HOOPS @
12"OC
T/FTG = -1'-6"
S-402
10
S-402
5
1 1
/2"
#6 VERT IN
1ST (4) CELLS
#6 VERT IN
1ST (4) CELLS
12" CMU WALL
W/ #6 VERT @ 32"OC & (2) #4
HORIZ @ 48"OC
20'-8"
1'-0 1
/4"
14'-4 3
/8"
11 1/4"
11 1/4"
32"x24" CONC
PIER
16" CONC STEMWALL
W/ #4 VERT @ 18"OC EF &
#4 HORIZ @ 12"OC EF, TYP
7/S
-301
32"x24" CONC PIER
11 1/4" 11 1/4"
32"x24" CONC PIER
S-401
19
TYP
S-401
19
SIM
S-401
19
SIM
#6 VERT EF @ 8"OC FOR (2)
CELLS AT EA BASKETBALL
HOOP SUPPORT BRACKET
#5 VERT EF @ 8"OC FOR (3)
CELLS AT EA BASKETBALL
HOOP SUPPORT BRACKET
F4.0
2'-0"Wx12"DP CONT FTG
W/ (3) #4B, TYP
2'-6"Wx12"DP CONT FTG
W/ (3) #5B
8'-0"x29'-0"x48"DP FTG
W/ (7) #7 T&B & #5
HOOPS @ 12"OC
CMU PILASTER W/ #6
VERT IN EA CELL & #3
HOOPS @ 24"OC PER
19/S-505, TYP (2) PLACES
T/FTG = -4'-0"
2'-0"DP MAT SLAB
W/ #7T @ 14"OC EW
& #4B @ 18"OC EW
10'-6 5/8"8'-9"
1'-8 1
/2"
10'-7 1
/2"
2'-11 7
/8"
8" CONC STEMWALL
W/ #4 VERTS @ 16"OC & #4
HORIZ @ 12"OC
8" CMU WALL
W/ #5 VERTS @ 32"OC & (2)
#4 HORIZ @ 48"OC, TYP AT
ELEV
T/FTG = -4'-0"
CONTRACTOR
CONFIRM W/
ELEV SUPPLIER
S-402
17
S-401
11
PROVIDE KEY PER
11/S-401 AT BOT OF
LEARNING STAIR
T/STEMWALL = -0'-8"
F4.0
1'-6"
1'-6"
1'-6"18'-0"
18"DP MAT SLAB W/ #4B @
18"OC EW & #6T @ 12"OC EW
T/FTG = -1'-6"
1'-8 7
/8"
S-401
18S-401
18
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 AND S-003.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL
DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS,
PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL
AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS 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 15 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE
FREE-DRAINING GRANULAR FILL PER GEOTECH REPORT.
5. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND/OR STRUCTURAL FILL. SUBGRADE
PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS
NOTED IN THE STRUCTURAL GENERAL NOTES.
6. CJ INDICATES CONTROL JOINT PER PLAN.
7. AT NON BRACED FRAMES BASE PLATES TO BE t =3/4" WITH LAYOUT AND SIZE PER 14/S4.02. REFERENCE S3.11
FOR BASE PLATES AT BRACED FRAMES.
FOUNDATION PLAN NOTES:
8. ALL EXTERIOR WALL STUDS TO B 800S162-54 @ 24"OC UNO. BOTTOM TRACK TO HAVE 1 1/2" FLANGE AND BE 54
MIL MIN. TOP TRACK TO BE 54 MIL MIN DEFLECTION TRACK WITH SLOTS PER 3/S-503. ATTACH TOP AND BOTTOM
TRACK PER 3/S-503 & 8/S-503 RESPECTIVELY. STUDS HAVE BEEN DESINGED AS FULLY BRACED WITH GYPSUM
SHEATHING BOTH FACES. IF CONDITIONS DIFFER CONTACT ENGINEER OF RECORD FOR BRIDGING
REQUIREMENTS. FRAME OPENINGS PER 17/S-504, UNO.
9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT.
10. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
11. TYPICAL DETAILS PER:
1/S-401 STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES
3/S-401 PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS
4/S-401 PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS
5/S-401 TYPICAL STEPPED FOOTING
10/S-401 PIPE OR CONDUIT EMBEDDED IN SLAB ON GRADE
11/S-401 TYPICAL STAIR ON GRADE
12/S-401 TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE
13/S-401 TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY
14/S-401 TYPICAL PIPE AND TRENCH LOCATIONS AT CONCRETE STEMWALL/FOOTING
1/S-402 ELEVATION - TYPICAL REINFORCING IN CMU WALL
2/S-402 TYPICAL CMU LINTELS, SILLS AND BOND BEAMS
6/S-402 PLAN - TYPICAL CMU CONTROL JOINT
7/S-402 PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS
14/S-402 TYPICAL BASEPLATE TO FOUNDATION CONNECTION - HSS COLUMN
18/S-402 ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING
20/S-402 TYPICAL ANCHOR BOLT SCHEDULE These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-115
LEVEL 01FOUNDATION
PLAN - AREA 200
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
LEVEL 01 FOUNDATION PLAN - AREA 200
SPREAD FOOTING SCHEDULETYPE SIZE DEPTH REINFORCING COMMENTS
F4.0 4'-0"x4'-0" 1'-1" (6) #4B EW
F5.0 5'-0"x5'-0" 1'-4" (4) #6B EW
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
7.1
6.1
5.1
4.1
3.1
F
ED
B
A
G
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
MA
TC
HLIN
E
PE
R S
-13
5
28'-8"
51'-4 1/2"
6'-8"
13'-11 1/2"
86'-0 1/2"
186'-8 1/2"
71'-8 1
/2"
W14x22 (8)
W18x35 (10)
W18x35 (18)
W18x35 (18) C
=3
/4"
W12x14 (8)
W18x35 (17)
W18x35 (14) C=1"
W18x35 (19) C=3/4"
W18x35 (13)
W18x35 (15) C=1"
W18x35 (19) C=3/4"
W18x35 (13) C=1/2"
W18x35 (15)
W8x10
W18x35 (18)
W18x35 (5)
W18x35 (18)
W10x22 (10)
W10x12 (7)
W18x35 (18)
W18x35 (18)
W18x35 (18)
W18x35 (10)
W18x35 (5)
W18x35 (18)
W18x35 (18)
W10x12 (6
)
W10x12 (7)
W10x12 (6
)
W18x35 (5)
W18x35 (16) C=3/4"
W18x35 (16)
W10x12 (6
)
W14x22 (8)
W12x14 (9)
W18x35 (13) C=1"
W18x40 (21) C=1/2"
W10x22 (10)
W10x12 (6
)
W10x12 (6
)
W10x12 (6)
W10x12 (6
) C
=1/2
"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
3 1/2" CONC W/ 6x6
W2.9xW2.9 WWF OVER
3"DPx20GA (W3) GALV
COMPOSITE METAL DECK (6
1/2" TOTAL SLAB THICKNESS)
PER PLAN NOTES
T/SLAB = 14'-8"
2.1
C
17/S-504
S-501
17
S-501
7
S-501
17
S-501
7
2
4
5
W8x10
HSS8x6x3/16
HSS8x6x3/16
1 1/2"DPx20GA (PLB) GALV
METAL DECK
PER PLAN NOTES
1'-4 3
/4"
1 1/2"DPx20GA (PLB) GALV
METAL DECK
PER PLAN NOTES
HS
S8x6
x3
/16
(LO
W)
HS
S10x6
x1/4
W18x35 (14)
W18x35 (18)
W14x22 (10)
W8x10
W18x35 (4)
W10x12 (6
)
W18x35 (18)
W12x14 (8)
W10x12 (6
)
W10x12
W14x26 (17)
W14x22 (LOW)
W8x10
W10x22 (6
)
W18x3
5 (16
) C
=3
/4"
W10x12 (10)W10x12 (10)
W10x12 (6
) C
=1/2
"
W10x12 (6
) C
=1/2
"
W10x12 (6
) C
=1/2
"
W18x35 (15) C=3/4"
W18x3
5 (16
) C
=3
/4"
2/S-301
4/S-301
13/S-301
6/S
-301
12/S
-301
9/S-301
14/S-301
3/S
-301
5/S
-301
W18x35 (5)
W18x35 (5)
W8x10
W18x35 (18)
W8x10
W12x14 (8)
8'-7"
W8x10
W8x10
HS
S10x6
x1/4
HSS10x6x1/4
0" O
FF
SE
T
HSS10x6x1/4 (LOW)
T/STL = 9'-10 1/2" (LOW)
W12x14 (9)
7'-4"
W8x10
T/STL = 14'-1 1/2" , TYP UNO
W12x14 (9)
S-501
17
TYP
TYP
TYP
TYPHSS4x4x3/16 HGR
PER 11/S-502
TYP
S-501
17
TYP
1'-7 3/4"
3'-4 1/4"
11'-3 5
/8"
3'-6"
17'-7 3
/8"
5'-6 1
/8"
5'-7 1
/2"
4'-0"
6'-10 1/2"
6'-10 1/2"
6'-10 1/2"
2"
HSS6x6x3/16 (LOW)T/STL = 10'-7" (LOW)
HS
S
1" C
L
S-502
8
SIM (LOW)
S-502
16
S-502
16S-502
8
LOW
3"
HSS6x6x3/16 (LOW)T/STL = 10'-7" (LOW)
S-502
16
S-502
8
(LOW)
3"
HSS6x6x3/16 (LOW)
4"
T/STL = 10'-7" (LOW)
HSS10x6x3/16 (LOW)
W8x10
S-501
14
TYP
W10x12 (6)
CL H
SS
4 7
/8"
2 5
/8"
SIM
S-504
5
S-503
2TYP
2" GRAVEL BALLAST PER
ARCH (20 PSF MAX) OVER
L3x3x3/16
LEDGER,
TYP
S-504
7B/DECK = 9'-2"
S-504
8
PROVIDE CAP
PL3/16 ON
CANOPY
BEAMS & CONN
PER 6/S-502,
UNO
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
W10x12
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
8'-4 1/4"
1'-3 3/4"
5'-4 1/4"
4'-3 3/4"
W10x12
W10x12
W10x12
W10x12
W10x12
W10x12
W10x12
W10x12
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
W16
x26
(12)
W16
x26
(12)
W16
x26
(12)
7'-5"
9'-8 1/2"
W10x12
W10x12
W10x12
W10x12
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
W10x12
W10x12
W10x12
W10x12
W10x12
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
9'-8 1/2"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
6'-6"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4"
9'-6 3/4" W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W16
x26
(6
)
2" GRAVEL BALLAST PER
ARCH (20 PSF MAX) OVER
B/DECK = 9'-10 1/2"
S-701
12
W10x12 (6
)
4'-11 3/4"
4'-11 3/4"
6"
S-502
9
HSS6x6x1/4
1/2
"
4"
S-505
20SIM
S-505
10
(LOW)
HSS6x6x1/4
HSS6x3x3/16 LLH (HIGH)
T/STL = 17'-10 1/2" (HIGH)
0" OFFSET
T/STL = 17'-11" (HIGH)
HS
S6x4x3
/16
LLH
(H
IGH
)
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 & S-003.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER
DRAWINGS.
4. TOP OF SLAB ELEVATION (T/SLAB) = X'-X", UNO.
5. INDICATES TOP OF STEEL (T/STL) ELEVATION (T/STL = B/DECK) UNO.
6. FLOOR FRAMING SYSTEM SHALL BE OF COMPOSITE CONSTRUCTION. PROVIDE SHEAR STUDS 3/4" DIAMETER,
MIN x (DECK DEPTH + 1 1/2") LONG, SPACED PER 1/S-502. NUMBERS INDICATED ON PLAN IN PARENTHESES
ADJACENT TO STEEL BEAM CALLOUT INDICATE THE MINIMUM NUMBER OF STUDS REQUIRED. AT BEAMS
WHERE STUD QUANTITY IS OMITTED, PROVIDE STUDS @ 24"OC MAX.
7. CONCRETE OVER METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. PROVIDE REINFORCING AS
SHOWN IN PLAN AND DETAILS. DECK ATTACHMENT TO BE 36/4 WELD PATTERN AT TRANSVERSE AND
PERIMETER SUPPORTS, 3/8" x 1" SEAM WELDS @ 6"OC AT LONGITUDINAL SUPPORTS AND SIDELAPS CONNECTED
WITH BUTTON PUNCH OR VSC2 (PUNCHLOK II) @ 24"OC. DIAPHRAGM CAPACITY TO BE 2377 PLF (MIN)
8. TYPICAL FLOOR DECK OVERHANG TO BE 4" FROM BEAM CENTERLINE, UNO.
9. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
FLOOR FRAMING PLAN NOTES:
T/STL=X'-X"
10. INDICATES WELDED DRAG CONNECTION AT END OF BEAM. SEE 17/S-502 FOR ADDITIONAL
INFORMATION, UNO ON PLAN. AT CAMBERED BEAMS DO NOT WELD UNTIL AFTER CONCRETE OVER METAL
DECK HAS BEEN POURED.
11. CMU: WALL TYPES, REINFORCING SIZE AND SPACING PER PLAN. WALLS TO BE GROUTED AT REINFORCING
ONLY, UNO. MATERIALS AND SPECIAL INSPECTION REQUIREMENTS AS PER STRUCTURAL GENERAL NOTES, UNO.
12. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING.
13. LEDGER ANGLES ARE REQUIRED WHERE METAL DECKING AND SLAB INTERFACE WITH CONCRETE CMU
WALLS. REQUIREMENTS ARE PER PLAN.
14. TYPICAL DETAILS PER:
3/S-501 TYPICAL CHANGE IN DECK DIRECTION AT ROOF
4/S-501 TYPICAL DECK AT DISCONTINUITIES
8/S-501 TYPICAL METAL DECK OPENING REINFORCING
10/S-501 TYPICAL REINFORCEMENT AT ALL MECHANICAL TYPICAL REINFORCEMENT AT ALL MECHANICAL
UNITS, ROOF AND FLOOR OPENINGS OVER 24"
14/S-501 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN
19/S-501 TYPICAL SLAB EDGE AT STEEL BEAM
1/S-502 TYPICAL COMPOSITE BEAM SHEAR STUD LAYOUT
3/S-502 SKEWED BOLTED BEAM CONNECTION
4/S-502 TYPICAL EMBED PLATE BOLTED BEAM CONNECTION
6/S-502 TYPICAL HSS BEAM CONNECTIONS
9/S-502 BEAM TO HSS COLUMN CONNECTIONS
17/S-502 TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-130
LEVEL 02FRAMING PLAN -
AREA 100
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
LEVEL 02 - AREA 100
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
7.1
6.1
5.1
4.1
3.1
F
GJL K
MA
TC
HLIN
E
PE
R S
-13
0
W16x26 (11) W16x26 (14) W18x35 (17)
W18x35 (6)W18x35 (13)W18x35 (13)
W14x22
W18x35 (6)
W14x22
W18x35 (12)W24x62 (12)
W12x19
W12x19
W10x22
W10x22
W10x22
W14x22
W10x12
W16x26 W18x35 (15)
W14x22 (8)
W16
x26
(6
)W
18x3
5 (6
)
W12x14 (8)
W14x22 (8)
W16
x26
(10)
W18x3
5 (16
) C
=3
/4"
3 1/2" CONC W/ 6x6
W2.9xW2.9 WWF OVER
3"DPx20GA (W3) GALV
COMPOSITE METAL DECK (6
1/2" TOTAL SLAB THICKNESS)
PER PLAN NOTES
W24x62
W18x35
1 1/2"DPx20GA (B) GALV
METAL DECK
PER PLAN NOTES
W16x26
W10x12
W18x35 (13)
W18x35 (7)
HSS5x5x3/8
2.1
H
88
11
2
4
5
W16
x26
W10x12
W21x57 (20) C
=1 3
/4"
133'-7 7
/8"
23'-3 5
/8"
31'-5 1
/2"
8'-9 3
/8"
70'-1 3
/8"
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
155'-2 1/2"
59'-2 1/2" 10'-9 3/4" 21'-5 7/8" 63'-8 3/8"
71'-8 1
/2"
HSS8x6x3/16
HSS8x6x3/16
T/SLAB = 14'-8"
W16x26
W14x22
W18x35 (21) C=1"
W12x14 (8)
17/S-5048/S-301
11/S
-301
10/S-301
L.1 K.1
98.0
0°
16'-8 1/4"
28'-3 1/4"
L3 1/2x3 1/2x1/4
LEDGER, TYP AT CMU
W10x12
7'-8 1
/2"
21'-3 3
/8"
42'-9 1/2"
21'-4"
W10x22
W10x22
W10x22
S-501
3
W10x22
W10x22
B/DECK = 14'-1 1/2"W
10x12
W10x12
W10x12 (6
)
W21x44
W12x14 (8)
8'-7"
W12x14 (9)
7'-4"
W16
x3
1
W14x22
W12x14
W12x14
W12x14
W14x22
W12x14
HS
S10x6
x3
/16
W8x10
W12x14 (9)
TYP AT
CLASSROOM
WINDOWS
W10x12
1'-3 1/4"9'-0"
W21x57
W12x19
W8x10 W8x10 W8x10 W8x10 W8x10 W8x10
S-501
5
SIM
10"
10"
S-501
5
W12x19
W12x19
W12x19
W12x19
W12x19
W16
x3
1
W16
x3
1
W16
x3
1
W16
x3
1
W12x19
W12x19
W12x19
W12x19
6'-0 5/8"
2'-8 5/8"
3'-4" 6'-0 5/8" 6'-0 5/8" 6'-0 5/8"2'-6 3/8"
W12x19
W16
x3
1
2" GRAVEL BALLAST PER
ARCH (20 PSF MAX) OVER
(2) #5 HORIZ T&B IN 12"
DBL BOND BEAM.
T/BEAM = 25'-0"
11'-3 5
/8"
3'-6"
17'-7 3
/8"
5'-6 1
/8"
5'-7 1
/2"
4" CONC SLAB ON GRADE W/
#4 @ 18"OC EW CTRD
PER PLAN NOTES
S-502
16
S-502
8
(LOW)
3"
HSS10x6x3/16 (LOW)
S-503
16 TYP AT
BEAMS
W10x12 (6
) W10x12 (6)
S-501
14TYP
S-502
4
T/SLAB = 14'-8"
1'-0"5'-0" 6'-0 1/2" 6'-0 1/2" 6'-0 1/2" 6'-0 1/2"
CL H
SS
4 7
/8"
S-504
4
S-501
1
SIM
S-503
2TYP
S-503
11SIM
S-503
11
SOLID GROUT WALL
ABOVE OPNG W/ (2) #6
HORIZ AT BOT (3)
COURSES, (6) TOTAL
BARS. TYP WALL REINF
FOR REMAINDER
S-402
13
S-402
3
LOW
S-402
3
SIM
S-504
5
6'-6"
W10x12 (6
)
W10x12 (6
)
W10x12 (6
)
W10x12 (6
)
W10x12 (6
)
9'-9" 9'-9" 9'-9" 9'-9" 9'-9"
W16
x26
(6
)
W10x12
W10x12
W10x12
W10x12
W10x12
W10x129'-7" 9'-7" 9'-7" 9'-7" 9'-7" 9'-7"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
W18x3
5 (16
) C
=3
/4"
9'-7" 9'-7" 9'-7" 9'-7" 9'-7"9'-7" 9'-7"
7/S
-301
W10x12
PROVIDE BLKG OVER
W16x26 PER 9/S-504
W10x22
S-504
10T/STL = 14'-11 1/2"
S-504
9S-501
1
SIM
2" GRAVEL BALLAST PER
ARCH (20 PSF MAX) OVER
1 1/2"DPx20GA (B) GALV
METAL DECK
PER PLAN NOTESB/DECK = 14'-11 1/2"
T/STL = 14'-1 1/2" AT GIRDER
EQ
EQ
EQ
HSS7x7x3/16 AT SILL
& HEAD OF 24'-0"
OPNG BELOW
T/STL = 2'-10" (SILL)
T/STL = 10'-9" (HEAD)
CONN EA END TO
COL PER 6/S-502
HSS7x7x3/16 AT SILL
& HEAD OF 24'-0"
OPNG BELOW
T/STL = 2'-10" (SILL)
T/STL = 10'-9" (HEAD)
CONN EA END TO
COL PER 6/S-502
S-504
2 TYP EA
END
T/STL = 14'-11 1/2"
4 5/8"
3'-7 5/8"7'-1"
5'-11 3/4"
S-402
12
TYP
L3 1/2x3 1/2x1/4x2'-0"
LEDGER W/ (3) 3/4"Ø x
6" TITEN HD ANCHORS
9'-11 3
/4"
9'-11 3
/4"
9'-11 3
/4"
9'-11 3
/4"
9'-11 3
/4"
W10x12
W10x12
W10x12
4 5/8"
S-402
16
S-402
11
S-401
6
S-401
11
3'-0"
(5) #9 @ 6"OC
AT MID DEPTH
OF SLAB
BR
AC
E B
OT F
LA
NG
E
OF B
EA
M P
ER
11/S
-
501 @
8'-0"O
C
USE KNIFE PL
SHEAR TAB TYP
ALONG GRID G
BRACE BOT
FLANGE OF
BEAM PER
11/S-501 @
8'-0"OC
4"
S-505
20SIM
S-505
10
(LOW)
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 & S-003.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER
DRAWINGS.
4. TOP OF SLAB ELEVATION (T/SLAB) = X'-X", UNO.
5. INDICATES TOP OF STEEL (T/STL) ELEVATION (T/STL = B/DECK) UNO.
6. FLOOR FRAMING SYSTEM SHALL BE OF COMPOSITE CONSTRUCTION. PROVIDE SHEAR STUDS 3/4" DIAMETER,
MIN x (DECK DEPTH + 1 1/2") LONG, SPACED PER 1/S-502. NUMBERS INDICATED ON PLAN IN PARENTHESES
ADJACENT TO STEEL BEAM CALLOUT INDICATE THE MINIMUM NUMBER OF STUDS REQUIRED. AT BEAMS
WHERE STUD QUANTITY IS OMITTED, PROVIDE STUDS @ 24"OC MAX.
7. CONCRETE OVER METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. PROVIDE REINFORCING AS
SHOWN IN PLAN AND DETAILS. DECK ATTACHMENT TO BE 36/4 WELD PATTERN AT TRANSVERSE AND
PERIMETER SUPPORTS, 3/8" x 1" SEAM WELDS @ 6"OC AT LONGITUDINAL SUPPORTS AND SIDELAPS CONNECTED
WITH BUTTON PUNCH OR VSC2 (PUNCHLOK II) @ 24"OC. DIAPHRAGM CAPACITY TO BE 2377 PLF (MIN)
8. TYPICAL FLOOR DECK OVERHANG TO BE 4" FROM BEAM CENTERLINE, UNO.
9. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
FLOOR FRAMING PLAN NOTES:
T/STL=X'-X"
10. INDICATES WELDED DRAG CONNECTION AT END OF BEAM. SEE 17/S-502 FOR ADDITIONAL
INFORMATION, UNO ON PLAN. AT CAMBERED BEAMS DO NOT WELD UNTIL AFTER CONCRETE OVER METAL
DECK HAS BEEN POURED.
11. CMU: WALL TYPES, REINFORCING SIZE AND SPACING PER PLAN. WALLS TO BE GROUTED AT REINFORCING
ONLY, UNO. MATERIALS AND SPECIAL INSPECTION REQUIREMENTS AS PER STRUCTURAL GENERAL NOTES, UNO.
12. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING.
13. LEDGER ANGLES ARE REQUIRED WHERE METAL DECKING AND SLAB INTERFACE WITH CONCRETE CMU
WALLS. REQUIREMENTS ARE PER PLAN.
14. TYPICAL DETAILS PER:
3/S-501 TYPICAL CHANGE IN DECK DIRECTION AT ROOF
4/S-501 TYPICAL DECK AT DISCONTINUITIES
8/S-501 TYPICAL METAL DECK OPENING REINFORCING
10/S-501 TYPICAL REINFORCEMENT AT ALL MECHANICAL TYPICAL REINFORCEMENT AT ALL MECHANICAL
UNITS, ROOF AND FLOOR OPENINGS OVER 24"
14/S-501 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN
19/S-501 TYPICAL SLAB EDGE AT STEEL BEAM
1/S-502 TYPICAL COMPOSITE BEAM SHEAR STUD LAYOUT
3/S-502 SKEWED BOLTED BEAM CONNECTION
4/S-502 TYPICAL EMBED PLATE BOLTED BEAM CONNECTION
6/S-502 TYPICAL HSS BEAM CONNECTIONS
9/S-502 BEAM TO HSS COLUMN CONNECTIONS
17/S-502 TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 AND S-003.
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.
4. INDICATES TOP OF STEEL (T/STL) ELEVATION T/STL = B/DECK UNO; AT GIRDERS SUPPORTING
OPEN WEB STEEL JOISTS (T/STL) = -3 1/2" AT K-SERIES, 6" AT LH-SERIES FOR BEARING SEAT DEPTH. STEEL JOISTS
SHALL BE EQUALLY SPACED, TYPICAL UNO.
5. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES.
6. TYPICAL ROOF DECK OVERHANG TO BE 4" FROM CENTERLINE OF BEAM, UNO.
7. NUMBERS INDICATED ON PLAN ADJACENT TO JOIST CALLOUT SHOWN THUS: (400/200) INDICATES TOTAL LOAD
AND LIVE LOAD (IN PLF) FOR WHICH JOISTS ARE TO BE DESIGNED BY OTHERS.
8. ROOF JOISTS TO BE DESIGNED FOR A NET UPLIFT LOAD OF 7PSF (ASD).
9. ROOF JOISTS ARE TO BE REVIEWED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS AND PIPING.
ADDITIONAL LOADING REQUIREMENTS PER PLAN AND GENERAL NOTES. CONTRACTOR TO PROVIDE THE JOIST
SUPPLIER WITH A DRAWING SHOWING THE LOCATION AND SUPPORT CONDITIONS FOR ALL MECHANICAL,
ELECTRICAL, PLUMBING AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE
AS DESIGNATED ON PLAN. ROOF TRUSS/JOIST SUPPLIER IS RESPONSIBLE FOR ADDITIONAL FRAMING REQUIRED
TO SUPPORT MECHANICAL EQUIPMENT, DUCTS, ELECTRICAL EQUIPMENT, PLUMBING AND FIRE PROTECTION.
10. REFER TO 8/S-501 AND 10/S-501 FOR REINFORCING REQUIREMENTS AT ALL DECK PENETRATIONS AS WELL AS AT
ALL MECHANICAL UNITS. NOT ALL UNITS OR PENETRATIONS HAVE BEEN SHOW. CONTRACTOR TO REFERENCE
ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR ADDITIONAL PENETRATIONS AND
UNITS.
ROOF FRAMING PLAN NOTES:
T/STL=X'-X"
11. AT 1 1/2" ROOF DECK 36/4 WELD PATTERN AT TRANSVERSE AND PERIMETER SUPPORTS, 3/8" x 1" SEAM WELDS @
12"OC AT LONGITUDINAL SUPPORTS AND SIDELAPS CONNECT WITH VSC2 (PUNCHLOK II) @ 6"OC DIAPHRAGM
CAPACITY TO BE 1341 PLF MIN.
12. INDICATES WELDED DRAG CONNECTION AT END OF BEAM. SEE 17/S-502 FOR ADDITIONAL
INFORMATION, UNO ON PLAN. AT CAMBERED BEAMS DO NOT WELD UNTIL AFTER CONCRETE OVER METAL
DECK HAS BEEN POURED.
13. LEDGER ANGLES ARE REQUIRED WHERE METAL DECKING INTERFACES WITH CMU WALLS. REQUIREMENTS PER
PLAN.
14. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
15. CMU: WALL TYPES, REINFORCING SIZE AND SPACING PER PLAN. WALLS TO BE GROUTED AT REINFORCING
ONLY, UNO. MATERIALS AND SPECIAL INSPECTION REQUIREMENTS AS PER STRUCTURAL GENERAL NOTES, UNO.
16. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING.
17. TYPICAL DETAILS PER:
3/S-501 TYPICAL CHANGE IN DECK DIRECTION AT ROOF
8/S-501 TYPICAL METAL DECK OPENING REINFORCING
12/S-501 ALLOWABLE METHODS AND LOCATIONS FOR SUPPORTING LOADS FROM OWSJ
13/S-501 DIAGONAL BRACE DETAIL
14/S-501 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN
15/S-501 TYPICAL OWSJ TO FACE OF COLUMN
3/S-502 SKEWED BOLTED BEAM CONNECTION
6/S-502 TYPICAL HSS BEAM CONNECTIONS
9/S-502 BEAM TO HSS COLUMN CONNECTIONS
17/S-502 TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-135
LEVEL 02FRAMING PLAN -
AREA 200
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
LEVEL 02 - AREA 200
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
7.1
6.1
5.1
4.1
3.1
F
ED
B
A
G
MA
TC
HLIN
E
PE
R S
-151
28'-8"
51'-4 1/2"
6'-8"
13'-11 1/2"
86'-0 1/2"
28'-8"
158'-0 1/2"
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
71'-8 1
/2"
W14x30
W10x12
1 1/2"DPx20GA (B) GALV
METAL DECK
PER PLAN NOTES
2.1
C
17/S-504
2
4
5
MECH UNIT
11,000#
1 1/2"DPx20GA (B) GALV
METAL DECK
PER PLAN NOTES
2/S-301
4/S-301
13/S-301
6/S
-301
12/S
-301
9/S-301
14/S-301
3/S
-301
5/S
-301
W8x10
W10x12
W10x22
W10x12
W12x14
W12x14
W10x12
W10x12
W10x12
W10x22
W10x22
W8x10W14x22
W8x10
W14x22
W10x12
W10x12
W14x22
26K
(3
60/2
00)
W14x22
W8x10
W14x22
W16x26
W18x40
W16x26
W14x30
W16x26
W16x26
W10x126'-11 7/8"
W10x12
10K
(3
60/2
00)
W12x14
W14x22
W10x12
W10x12
W16x26
W8x10W8x10
W12x14
W18x35
W18x40
W16x26
W16x26
W10x12
W10x22
W10x22
W8x10W14x22
W10x12
W14x22
W8x10
W8x10
W12x14
W12x14
W14x22
W18x35
W18x35
W10x12W10x12
W8x10
W8x10
W8x10
W10x12
W12x14
W12x14
W8x10W14x22
W10x12
W14x22
W8x10
W10x12
26K
(3
60/2
00)
W18x3
5
W10x22
W14x22
W10x12
W10x12
W14x22
W14x22
W12x14
T/STL = 31'-2 1/8"
T/STL = 29'-10 1/2"
T/STL = 29'-6"
T/STL = 30'-9 3/4"
T/STL = 30'-5 1/2"
W12x14
W12x14
W12x14
W12x14
6'-2 5/8" 5'-4 7/8"
W12x14
W14x22
BR
EA
K B
EA
M A
T V
ALLE
Y, M
ITE
R T
O
SLO
PE
W/ R
OO
F L
INE
ON
EA
SID
E O
F
VA
LLE
Y &
WE
LD
BA
CK
TO
GE
TH
ER
W/ A
LL
AR
OU
ND
FU
LL P
EN
ETR
ATIO
N W
ELD
6'-0"
VALLEY
T/CMU = 32'-4"
17'-7 3
/8"
6'-11 3/4"
7'-4"
7'-4"
6'-10 1/2"
6'-10 1/2"
6'-10 1/2"
5'-8 7/8"4'-0 1/4"
HSS6x6x3/16 (LOW)
T/STL = 25'-3" (LOW)
S-502
8 SIM
(LOW)
HSS6x6x3/16 (LOW)
T/STL = 25'-3" (LOW)
S-502
8
(LOW)
HSS6x6x3/16 (LOW)
S-502
8
(LOW)
T/STL = 25'-3" (LOW)
HS
S
1" C
L
S-502
8
SIM
(LOW)HSS6x6x3/16 (LOW)
T/STL = 25'-3" (LOW)
TYP AT GRID
5.1, UNO
TYP AT GRID
4.1, UNO
S-501
14
TYP
TYP AT GRID
7.1, UNO
TYP ATCLASSROOMWINDOWS
T/STL = 30'-7 3/8"
S-501
1
TYPTYP AT GRID
2.1, UNO
S-501
2
TYP
S-501
2
TYP
S-501
1TYPW14x22
S-501
18TYP
S-501
18
TYP
ME
CH
S
CR
EE
N
WA
LL
HS
S
1" C
L
6'-0"6'-2"
6'-2"
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
8'-0"5'-6 1/2" 5'-6 1/2"1
0K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
5'-4" 5'-4"8'-0"
8'-0"8'-0"
8'-0"8'-0"
8'-0"8'-0"
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
7'-1 1/2"
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
7'-5"
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
7'-3"
7'-3"
7'-3"
7'-3"
7'-3"
7'-3"
7'-3"
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
7'-10"
7'-10"
7'-10"
7'-10"
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
7'-10"
7'-10"
7'-10"
7'-10"
7'-10"7'-10"
7'-10"7'-10"
7'-10"
26K
(3
60/2
00)
26K
(3
60/2
00)
7'-10"
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
7'-10"
7'-10"
7'-10"
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
26K
(3
60/2
00)
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
S-504
1
S-504
1
S-501
18
SIM
S-501
18
SIM
S-501
18
TYP
S-501
18
TYP
S-501
17 W16x26
W16x26
W16x26
W16x26
S-504
14
TYP SCREEN
WALL POST
TO BEAM
HS
S6
x6x1
/4 A
T S
CR
EE
N
WA
LL P
OS
T W
HE
RE
S
HO
WN
, TY
P U
NO
CO
NN
HS
S G
IRT T
O
PO
ST P
ER
6/S
-502
S-504
15
TYP AT
SCREEN
WALL POST
TO OWSJ
S-504
13
HS
S6
x6x1
/4 S
CR
EE
N W
ALL
PO
ST W
HE
RE
SH
OW
N
TYP AT
SCREEN
WALL POST
TO WF BEAM
W12x14
S-504
14
TYP SCREEN
WALL POST
TO HSS
BEAM
S-504
13
TYP AT
SCREEN
WALL
POST TO
WF BEAM
HS
S6x6
x1/4
AT
SC
RE
EN
WA
LL P
OS
T
WH
ER
E S
HO
WN
W16x26
W14x22
W14x22
S-501
1
HIGH
S-505
14
LOW
W21x44
S-504
1
S-505
14
LOW
S-501
1
HIGH
S-501
1HIGHS-505
14
LOW
4"
S-505
20
BR
AC
E B
OT
FLA
NG
E O
F B
EA
M
PE
R 1
1/S
-501 @
7'-0"O
C
US
E K
NIF
E P
L
SH
EA
R T
AB
TY
P A
LO
NG
GR
ID G
S-503
7
CONN BEAMS
PER 4/S-505
10K
(3
60/2
00)
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 AND S-003.
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.
4. INDICATES TOP OF STEEL (T/STL) ELEVATION T/STL = B/DECK UNO; AT GIRDERS SUPPORTING
OPEN WEB STEEL JOISTS (T/STL) = -3 1/2" AT K-SERIES, 6" AT LH-SERIES FOR BEARING SEAT DEPTH. STEEL JOISTS
SHALL BE EQUALLY SPACED, TYPICAL UNO.
5. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES.
6. TYPICAL ROOF DECK OVERHANG TO BE 4" FROM CENTERLINE OF BEAM, UNO.
7. NUMBERS INDICATED ON PLAN ADJACENT TO JOIST CALLOUT SHOWN THUS: (400/200) INDICATES TOTAL LOAD
AND LIVE LOAD (IN PLF) FOR WHICH JOISTS ARE TO BE DESIGNED BY OTHERS.
8. ROOF JOISTS TO BE DESIGNED FOR A NET UPLIFT LOAD OF 7PSF (ASD).
9. ROOF JOISTS ARE TO BE REVIEWED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS AND PIPING.
ADDITIONAL LOADING REQUIREMENTS PER PLAN AND GENERAL NOTES. CONTRACTOR TO PROVIDE THE JOIST
SUPPLIER WITH A DRAWING SHOWING THE LOCATION AND SUPPORT CONDITIONS FOR ALL MECHANICAL,
ELECTRICAL, PLUMBING AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE
AS DESIGNATED ON PLAN. ROOF TRUSS/JOIST SUPPLIER IS RESPONSIBLE FOR ADDITIONAL FRAMING REQUIRED
TO SUPPORT MECHANICAL EQUIPMENT, DUCTS, ELECTRICAL EQUIPMENT, PLUMBING AND FIRE PROTECTION.
10. REFER TO 8/S-501 AND 10/S-501 FOR REINFORCING REQUIREMENTS AT ALL DECK PENETRATIONS AS WELL AS AT
ALL MECHANICAL UNITS. NOT ALL UNITS OR PENETRATIONS HAVE BEEN SHOW. CONTRACTOR TO REFERENCE
ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR ADDITIONAL PENETRATIONS AND
UNITS.
ROOF FRAMING PLAN NOTES:
T/STL=X'-X"
11. AT 1 1/2" ROOF DECK 36/4 WELD PATTERN AT TRANSVERSE AND PERIMETER SUPPORTS, 3/8" x 1" SEAM WELDS @
12"OC AT LONGITUDINAL SUPPORTS AND SIDELAPS CONNECT WITH VSC2 (PUNCHLOK II) @ 6"OC DIAPHRAGM
CAPACITY TO BE 1341 PLF MIN.
12. INDICATES WELDED DRAG CONNECTION AT END OF BEAM. SEE 17/S-502 FOR ADDITIONAL
INFORMATION, UNO ON PLAN. AT CAMBERED BEAMS DO NOT WELD UNTIL AFTER CONCRETE OVER METAL
DECK HAS BEEN POURED.
13. LEDGER ANGLES ARE REQUIRED WHERE METAL DECKING INTERFACES WITH CMU WALLS. REQUIREMENTS PER
PLAN.
14. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
15. CMU: WALL TYPES, REINFORCING SIZE AND SPACING PER PLAN. WALLS TO BE GROUTED AT REINFORCING
ONLY, UNO. MATERIALS AND SPECIAL INSPECTION REQUIREMENTS AS PER STRUCTURAL GENERAL NOTES, UNO.
16. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING.
17. TYPICAL DETAILS PER:
3/S-501 TYPICAL CHANGE IN DECK DIRECTION AT ROOF
8/S-501 TYPICAL METAL DECK OPENING REINFORCING
12/S-501 ALLOWABLE METHODS AND LOCATIONS FOR SUPPORTING LOADS FROM OWSJ
13/S-501 DIAGONAL BRACE DETAIL
14/S-501 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN
15/S-501 TYPICAL OWSJ TO FACE OF COLUMN
3/S-502 SKEWED BOLTED BEAM CONNECTION
6/S-502 TYPICAL HSS BEAM CONNECTIONS
9/S-502 BEAM TO HSS COLUMN CONNECTIONS
17/S-502 TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-150
ROOF LEVELFRAMING PLAN -
AREA 100
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
ROOF LEVEL FRAMING PLAN - AREA 100
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
7.1
6.1
5.1
4.1
3.1
F
GJL K
MA
TC
HLIN
E
PE
R S
-150
36
LH
(3
60/2
00)
1 1/2"DPx20GA (B)
ACOUSTICAL GALV METAL
DECK
PER PLAN NOTES
1 1/2"DPx20GA (B)
ACOUSTICAL GALV METAL
DECK
PER PLAN NOTES
2.1
H
88
11
2
4
5
133'-7 7
/8"
23'-3 5
/8"
31'-5 1
/2"
8'-9 3
/8"
70'-1 3
/8"
14'-8"
16'-9 1
/2"
8'-9 1
/2"
14'-1 1
/2"
17'-4"
155'-2 1/2"
59'-2 1/2" 10'-9 3/4" 21'-5 7/8" 63'-8 3/8"
71'-8 1
/2"
MECH
UNIT
18,600#
MECH
UNIT
8,500#
MECH
UNIT
7,000#
W10x12
1 1/2"DPx20GA (B) GALV
METAL DECK
PER PLAN NOTES
17/S-504
L.1 K.1
98.0
0°
16'-8 1/4"
28'-3 1/4"
SLO
PE
PE
R A
RC
H
L3 1/2x3 1/2x1/4
LEDGER, TYP AT
CMU
W10x12
6'-11 7/8"
W10x12
W8x10
W18x3
5
W10x22
W18x35W14x22W16x31W10x12W12x19
5'-1 1/4" 7'-5 3/8"
3'-6 5/8"
10K
(3
60/2
00)
W12x14
W8x10
W16
x26
W21x44 W18x35 W16x31 W16x31 W12x14
W10x22
W10x22
W16x31 W10x12 W16x31 W10x22 W18x35
W14x22
W10x12
W10x12
W14x22
W14x22
W12x14
T/STL = 29'-10 5/8"
T/STL = 30'-5"
W12x14
W12x14
W16x26
W16x26
W16x26
W16x26
W16x26
W16x26
W16x26
W16x26
W12x14
T/STL = 31'-1 7/8" T/STL = 29'-11 3/4"
T/STL = 30'-5 3/8"
T/STL = 31'-6 3/8"
W16
x26
W24x55
W12x14
W12x14
W12x14
W12x14
6'-2 5/8" 5'-4 7/8"
W12x14
W14x22
6'-0"
VALLEY
T/CMU = 32'-4"
T/CMU = 32'-4"
T/CMU = 32'-4"
T/CMU = 32'-4"
17'-7 3
/8"
6'-1"
5'-1 1/4"
HSS6x6x3/16 (LOW)
T/STL = 25'-3" (LOW)
S-502
8 SIM
(LOW)
HSS6x6x3/16 (LOW)
T/STL = 25'-3" (LOW)
S-502
8
(LOW)
T/STL = 30'-7 3/8"
VALLEY
T/STL = 30'-5 7/8"
T/STL = 28'-2"
S-503
6
TYP AT
JOIST
S-503
6 TYP AT
JOIST
TYP AT
CLASSROOM
WINDOWS
W8x10
W8x15HOIST BEAM (LOW)
CONTRACTOR TO
COORDINATE T/STL
W/ ELEV MFR
MECH
SCREEN
WALL
S-501
14
TYP
S-501
2
TYP
S-501
1TYP
HS
S
1" C
L
T/STL = 30'-5 1/4" (HIGH)
T/STL = 29'-11 3/4" (HIGH)
7'-6 1/2" 7'-6 1/2" 7'-6 1/2" 7'-6 1/2" 7'-6 1/2"
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
5'-1" 6'-4" 6'-11"6'-6"
6'-6"
10K
(3
60/2
00)
10K
(3
60/2
00)
10K
(3
60/2
00)
6'-10" 6'-10"
10K
(3
60/2
00)
5'-5"
2'-9 3/4" 4 3/4"
4'-9 1/2" 8'-0" 5'-4" 5'-4" 5'-4" 5'-4" 5'-4" 5'-4" 5'-7" 5'-1" 5'-4" 5'-4" 5'-4" 5'-4" 8'-0"
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
26
K (3
60/2
00)
26
K (3
60/2
00)
26
K (3
60/2
00)
T/STL = 29'-6 1/4"
TYP AT
GRID 4,
UNO
T/STL = 30'-9 5/8"
TYP AT GRID 2,
UNO
7/S
-301
7'-4" 7'-4"
MECH
UNIT
7,600#
S-501
17
S-501
1
SIM
8'-1 7/8"5'-10 3/4"
2'-1 1/4"
8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"8'-7 5/8"
REINF
OPNGS PER
10/S-501
7'-1 5
/8"
7'-1 5
/8"
7'-1 5
/8"
7'-1 5
/8"
7'-1 5
/8"
S-503
10
3'-11 3
/4"
7'-3 1
/2"
1'-5 7
/8"5
'-9 5
/8"
7'-3 1
/2"
HSS7x7x3/16 AT SILL &
HEAD OF OPNG BELOW.
T/STL = 17'-6" (SILL)
T/STL = 28'-11" (HEAD)
CONN EA END TO COL
PER 6/S-502
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
36
LH
(3
60/2
00)
S-504
6
JOIS
T T
O B
E D
ES
IGN
ED
FO
R
AN
EX
TR
A D
L =
25 P
LF F
OR
GY
M D
IVID
ER
CU
RTA
IN
DIV
IDE
R C
UR
TA
IN
BE
LO
W P
ER
AR
CH
PARAPET & HIGH DECK
LEDGER PER 3/S-504
CONN BEAM PER 5/S-502
S-501
2
26
K (240/1
35)
26
K (240/1
35)
W14x22
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
26
K (240/1
35)
W12x14
W12x14
16'-0"
S-504
15
TYP AT
SCREEN
WALL
POST TO
OWSJ
S-504
14
TYP SCREEN
WALL POST
TO HSS
BEAM
S-504
13
TYP AT
SCREEN
WALL
POST TO
WF BEAM
HS
S6
x6x1
/4 S
CR
EE
N
WA
LL P
OS
T W
HE
RE
SH
OW
N
HS
S6x6
x1/4
AT
SC
RE
EN
WA
LL P
OS
T
WH
ER
E S
HO
WN
S-501
1
HIGH
S-505
14
LOW
S-504
16
S-503
7
S-503
7
(NO VENEER)
HS
S
1" C
L
S-505
20
W14x22
W14x22
BRACE BOT FLANGE OF
BEAM PER 11/S-501 @ 7'-0"OC
8/S-301
4"
S-505
20
S-503
7
BR
AC
E B
OT
FLA
NG
E O
F B
EA
M
PE
R 1
1/S
-501 @
7'-0"O
C
US
E K
NIF
E P
L
SH
EA
R T
AB
TY
P A
LO
NG
GR
ID G
S-503
7
(MA
X D
EFLE
CTIO
N =
1 1
/4" A
T T
HIS
JO
IST)
(MA
X D
EFLE
CTIO
N =
1 1
/4" A
T T
HIS
JO
IST)
CONN BEAMS
PER 4/S-505
S-504
12
(3) BOLT CONN
PER 9/S-502
BRACE BOT FLANGE
OF BEAM AT MID
SPAN PER 11/S-501
PARAPET & HIGH
DECK LEDGER PER
3/S-504
S-504
3
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S-001, S-002 AND S-003.
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.
4. INDICATES TOP OF STEEL (T/STL) ELEVATION T/STL = B/DECK UNO; AT GIRDERS SUPPORTING
OPEN WEB STEEL JOISTS (T/STL) = -3 1/2" AT K-SERIES, 6" AT LH-SERIES FOR BEARING SEAT DEPTH. STEEL JOISTS
SHALL BE EQUALLY SPACED, TYPICAL UNO.
5. METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES.
6. TYPICAL ROOF DECK OVERHANG TO BE 4" FROM CENTERLINE OF BEAM, UNO.
7. NUMBERS INDICATED ON PLAN ADJACENT TO JOIST CALLOUT SHOWN THUS: (400/200) INDICATES TOTAL LOAD
AND LIVE LOAD (IN PLF) FOR WHICH JOISTS ARE TO BE DESIGNED BY OTHERS.
8. ROOF JOISTS TO BE DESIGNED FOR A NET UPLIFT LOAD OF 7PSF (ASD).
9. ROOF JOISTS ARE TO BE REVIEWED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS AND PIPING.
ADDITIONAL LOADING REQUIREMENTS PER PLAN AND GENERAL NOTES. CONTRACTOR TO PROVIDE THE JOIST
SUPPLIER WITH A DRAWING SHOWING THE LOCATION AND SUPPORT CONDITIONS FOR ALL MECHANICAL,
ELECTRICAL, PLUMBING AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE
AS DESIGNATED ON PLAN. ROOF TRUSS/JOIST SUPPLIER IS RESPONSIBLE FOR ADDITIONAL FRAMING REQUIRED
TO SUPPORT MECHANICAL EQUIPMENT, DUCTS, ELECTRICAL EQUIPMENT, PLUMBING AND FIRE PROTECTION.
10. REFER TO 8/S-501 AND 10/S-501 FOR REINFORCING REQUIREMENTS AT ALL DECK PENETRATIONS AS WELL AS AT
ALL MECHANICAL UNITS. NOT ALL UNITS OR PENETRATIONS HAVE BEEN SHOW. CONTRACTOR TO REFERENCE
ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR ADDITIONAL PENETRATIONS AND
UNITS.
ROOF FRAMING PLAN NOTES:
T/STL=X'-X"
11. AT 1 1/2" ROOF DECK 36/4 WELD PATTERN AT TRANSVERSE AND PERIMETER SUPPORTS, 3/8" x 1" SEAM WELDS @
12"OC AT LONGITUDINAL SUPPORTS AND SIDELAPS CONNECT WITH VSC2 (PUNCHLOK II) @ 6"OC DIAPHRAGM
CAPACITY TO BE 1341 PLF MIN.
12. INDICATES WELDED DRAG CONNECTION AT END OF BEAM. SEE 17/S-502 FOR ADDITIONAL
INFORMATION, UNO ON PLAN. AT CAMBERED BEAMS DO NOT WELD UNTIL AFTER CONCRETE OVER METAL
DECK HAS BEEN POURED.
13. LEDGER ANGLES ARE REQUIRED WHERE METAL DECKING INTERFACES WITH CMU WALLS. REQUIREMENTS PER
PLAN.
14. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL
GENERAL NOTES.
15. CMU: WALL TYPES, REINFORCING SIZE AND SPACING PER PLAN. WALLS TO BE GROUTED AT REINFORCING
ONLY, UNO. MATERIALS AND SPECIAL INSPECTION REQUIREMENTS AS PER STRUCTURAL GENERAL NOTES, UNO.
16. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING.
17. TYPICAL DETAILS PER:
3/S-501 TYPICAL CHANGE IN DECK DIRECTION AT ROOF
8/S-501 TYPICAL METAL DECK OPENING REINFORCING
12/S-501 ALLOWABLE METHODS AND LOCATIONS FOR SUPPORTING LOADS FROM OWSJ
13/S-501 DIAGONAL BRACE DETAIL
14/S-501 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN
15/S-501 TYPICAL OWSJ TO FACE OF COLUMN
3/S-502 SKEWED BOLTED BEAM CONNECTION
6/S-502 TYPICAL HSS BEAM CONNECTIONS
9/S-502 BEAM TO HSS COLUMN CONNECTIONS
17/S-502 TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-151
ROOF LEVELFRAMING PLAN -
AREA 200
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/8" = 1'-0"
ROOF LEVEL FRAMING PLAN - AREA 200
NOTE:DARKENED LINES DESIGNATEAREA OF WORK.
LEVEL 01
LEVEL 02
ROOF
AREA KEYPLANNOT TO SCALE
100200
REV DATE DESCRIPTION
7.1
6.1
5.1
4.1
3.1
F
F
E
E
D
D
BA
G
G
J
J
L
L
M
M
K
K2.1
H
H
88
C
1
2
4
5
L.1 K.110'-4"
21'-0"
21'-0"
107 PSF
43 PSF
5'-0"
12'-4"
10'-0"
5'-0"
40 PSF
66
PS
F
40 P
SF
71 PSF
12'-4"
12'-4"
6'-6"
6'-6"
71 PSF
71 PSF
47 PSF
47 PSF
NOTES:
1. LOADS SHOWN ARE SNOW DRIFT LOADS TO BE APPLIED TO JOISTS AND GIRDERS
IN ADDITION TO LOADS SPECIFIED ON PLANS.
2. TRIANGULAR LOADS SLOPE UNIFORMLY FROM LOAD SHOWN TO ZERO.
7.1
6.1
5.1
4.1
3.1
F
F
E
E
D
D
BA
G
G
J
J
L
L
M
M
K
K2.1
H
H
88
C
1
2
4
5
L.1 K.1
26'-1 1/2" 13'-4"
9'-3"
18'-9"
9'-7"
1'-5"
29'-6"
7'-10"
8'-6 1/2"
11'-0"
4'-11"
3'-10 3
/8"
11'-6"
8 1/4"
57'-5"
NOTES:
1. LOADS SHOWN ARE DEAD LOADS TO BE APPLIED TO JOISTS AND GIRDERS IN
ADDITION TO LOADS SPECIFIED ON PLANS.
2. CONTRACTOR TO COORDINATE AND VERIFY EXTENTS AND THICKNESS OF
HOUSEKEEPING PADS WITH MECHANICAL.
1'-11"27'-5"
8'-6 1
/2"
7'-0"
50PSF, TYP
AT SHADED
REGIONS
50PSF, TYP
AT SHADED
REGIONS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
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B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP
17041-0193
S-200
SNOW DRIFTLOAD DIAGRAM
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
NSCALE: 1/16" = 1'-0"
SNOW DRIFT LOAD DIAGRAM
REV DATE DESCRIPTION
NSCALE: 1/16" = 1'-0"
MECHANICAL HOUSEKEEPING LOAD DIAGRAM
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HS
S6x6
x3/1
6
HSS6x6
x3/1
6
PER PLAN
S-311
9
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
7.16.1
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HSS5x5
x3/1
6
HSS5x5
x3/1
6
HSS6x6
x1/4
HSS6x6
x1/4
PER PLAN
S-311
4
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HS
S6x6
x3/1
6
HSS6x6
x3/1
6
PER PLAN
S-311
9
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
7.16.1
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HSS6x6
x3/1
6HSS6x6
x3/1
6
HSS6x6
x1/4
HSS6x6
x1/4
PER PLAN
S-311
4
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
3.1
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
2.1
HSS6x6
x3/1
6
HSS6x6
x3/1
6
HSS6x6
x1/4
HSS6x6
x1/4
PER PLAN
S-311
4
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
C
HSS6x6x3/16
HSS6x
6x3/
16
HSS6
x6x1
/4 HSS6x6x1/4
PER PLAN
S-311
4
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
3.1
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
2.1
HSS5x5
x3/1
6
HSS6x6
x1/4HSS6x6
x1/4
HSS5x5
x3/1
6
PER PLANPER PLAN
S-311
4
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
E
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HSS4x4x3
/16 HSS4x
4x3/1
6
HSS6x6x1/4
HSS6x
6x1/
4
PER PLAN
S-311
4
S-311
14
S-311
17
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
E
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HSS4x4x3/16
HSS4x
4x3/
16
HSS6x
6x1/
4
HSS6x6x1/4
PER PLAN
S-311
4
S-311
14
S-311
17
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
PER PLAN
HSS5x5x3/16
HSS5x5x3/16
S-311
10
S-311
9
S-311
14
S-311
16
BEAM PER PLAN
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
TYP
TYP
PER PLANLEVEL 1
PER PLANLEVEL 2
PER PLAN
HSS5x5
x3/1
6
HSS5x5
x3/1
6
S-311
19
S-311
16
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
PER PLANLEVEL 1
PER PLANLEVEL 2
PER PLAN PER PLAN PER PLAN
S-311
14
S-311
17
BEAM PER PLAN
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
TYP
TYP
HSS5x5
x3/1
6 HSS5x5
x3/1
6
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
EQ EQ
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
BEAM PER PLAN
BEAM PER PLANS-311
9
S-311
19
HSS4x4
x3/1
6 HSS4x4
x3/1
6
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-301
BRACED FRAMEELEVATIONS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1/8" = 1'-0"2
BRACED FRAME ELEVATIONSCALE: 1/8" = 1'-0"
3BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"4
BRACED FRAME ELEVATIONSCALE: 1/8" = 1'-0"
5BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"6
BRACED FRAME ELEVATIONSCALE: 1/8" = 1'-0"
9BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"12
BRACED FRAME ELEVATIONSCALE: 1/8" = 1'-0"
13BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"14
BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"8
BRACED FRAME ELEVATIONSCALE: 1/8" = 1'-0"
10BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"11
BRACED FRAME ELEVATION
SCALE: 1/8" = 1'-0"7
BRACED FRAME ELEVATION
REV DATE DESCRIPTION
CL B
RACE
CL
BRACE
Tw LTYP
KNIFE PL1/2
TYP7/
8"
WP
TYP1/2" M
AX
NOTE:
ADDITIONAL INFORMATION PER 14/S-302.
BR
2" C
LR
1/2"Ø A325-N
ERECTION BOLT
GUSSET PL1/2
Tw L1/2" TYP, REF NOTE
Tw LREF NOTE
Tw LREF NOTE
BEAM WHERE OCCURS
TYP CONN PER 17/S-502 CL
COL
CAP PL3/8
Tw LTYP
1. AT LOCATIONS WHERE THE GUSSET PLATE INTERFERES WITH
THE BEAM CONNECTION, HOLD GUSSET PLATE FLUSH WITH HSS
COLUMN & PROVIDE PARTIAL PENETRATION BEVELED WELDS.
2. AT INTERSECTING BRACED FRAMES ADD FACE MOUNTED
PLATE TO COLUMN FOR GUSSET CONNECTION PER 18/S-302.
BEAM PER
PLAN
CONT COL TO PARAPET
WHERE OCCURS
CL BRACE
COL PER PLAN
(COL CONTINUES
TO HIGH ROOF
LEVEL AT SIM)
DE
PT
H
1/2
BE
AM
NOTE:
WP
TYP1"
BRACE SIZE
HSS4x4
BEAM
Tw LBM
COLUMN
Tw L CL
BRACE
Tw LBR
HSS5x5
HSS6x6
3/16
3/16
1/4
10
10
10
3/16 8
8
8
3/16
3/16
1/4
4
4
4
CL
CL
BM
BR
3/16
3/16
CLR
2"
1/2"Ø ERECTION
BOLT, TYP
GUSSET PL1/2
Tw L
Tw LTYPBEAM PER PLAN
CL
BRACE
DE
PT
H
1/2
BE
AM
CL B
RACE
TYP
1" M
IN
WP
3/16TYP
STIFF PL3/8, TYP
BRACE PER EL, TYP
45º
LE
SS
TH
AN
2"
BRACE SIZE
HSS4x4
WELD SIZE, Tw
BRACE PL
HSS5x5
HSS7
3/16
3/16
1/4
3/16
3/16
1/4
WELD LENGTH
BRACE, L BR BEAM, L BM
4
4
10
16
16
36
NOTE:
WELD DIAGONAL TO GUSSET PER SCHEDULE, TYPICAL ALL FRAMES, UNO.
Tw LTYP (4) SIDES
Tw L
GUSSET PL1/2
DE
PT
H
1/2
BE
AM
TH
AN
45º
GR
EA
TER
BRACE PER
EL, TYP
STIFF PL3/8 EA SIDE
BM
BR
BR
BM
MA
X
1"
L4x4x1/4 KICKER,
ATTACH TO DECK
ABOVE PER 11/S-501
MA
X
1"
L4x4x1/4 KICKER,
ATTACH TO DECK
ABOVE PER 11/S-501
COL PER PLAN
CLR
3"
1 1/2" TYP1 1/2" TYP
MIN
8"1 1/2"
(6)1 1/4"Ø x 14" EMBED F1554 GR
55 AB HEADED OR W/ NUT PER
14/S-402, PROVIDE PL3/8x3x0'-3"
WELD WASHERS AT OVER SIZED
HOLES IN BP
BASEPLATE "t" = 1 1/2"
1" NON-SHRINK GROUT
1/4
1/4
TYP
1"1"
CLR
2"
TYPICAL BASEPLATE
ERECTION
BOLT
GUSSET PL1/2
BRACE PER EL
1/4
Tw L(4) SIDES
TY
P
2"
WP
GRADE BEAM SIZE & REINF PER PLAN
NOTE:
1. WELD GUSSET PLATE TO COLUMN AND BRACE PER SCHEDULE 14/S-302.
2. . AT SIM REFERENCE 6/S-302 FOR ROD BRACING CONNECTION INFORMATION.
4"
(2) #4 x AT EA
AB W/ 90º HOOKS
(3) TIES AT
2"OC AT
T/AB'S
GUSSET PL
WELD TO BP
3 1
/2"
3 1
/2"
BR
TOP BAR PER PLAN
HOOPS PER PLAN
BOT BARS PER PLAN
AB LAYOUT OR
AS REQD FOR
PL5/8x3 1/4x0'-3 1/4"
WASHER, TYP
TY
P
1 1
/2"
TY
P
1'-0"
CLR
3"
CLR
2"
PE
R P
LA
N
SECTION
1
1
PLAN
T/FTG
PER PLAN
T/PIER
PER PLAN
T/SLAB
PER PLAN
SOG & REINF PER PLAN
GRADE BEAM PER PLAN
HOOPS PER PLAN
REINF PER PLAN
REDUCED
STEMWALL SECTION
TO BE POURED
MONOLYTHICALLY
W/ FULL WIDTH
STEMWALL & PIER
REINF PER PLAN
STEMWALL BEYOND
COL PER PLAN
BP & AB'S W/ WASHERS &
REINF PER 17/S-311
6"
TYP HORIZ STEMWALL
REINF
CONC PIER PER PLAN
NON-SHRINK GROUT
PLAN
GRID
PER PLAN
(10) #6 VERT
(3) #3
HOOPS PER
SECTION
CONT STEMWALL
REINF THROUGH
PIER
(3) #3 CROSSTIES
TYP
2" CLR
CONC STEMWALL &
REINF PER PLAN,
TYP
PE
R P
LA
N
STEMWALL AT CORNER
WHERE OCCURS, PROVIDE
CORNER REINF PER 4/S--401
WASHERS
PER 17/S-311
NOTE:
ADDITIONAL INFORMATION
PER 14/S-302.
TY
P
1" C
LR
GUSSET PL1/2,
TYP
Tw LTYP
Tw LTYP
BEAM WHERE
OCCURS
TYP CONN PER
17/S-502
CL
COL Tw LTYP (4) SIDES
BEAM PER PLAN
CL
BRACE
COL PER PLAN
DE
PT
H
1/2
BE
AM
WP
TYP1"
CL
BM
BR
TYP
2" CLRBRACE PER EL
DRAG
CONN
PER PLAN 1/2"Ø A325-N ERECTION BOLT
STD HOLE IN KNIFE PL, TYP
SLAB, WHS, & METAL DECK
NOT SHOWN FOR CLARITY
CL B
RACE
TY
P
1" C
LR
T/STL
PER PLAN
T/SLAB
PER PLAN
1/2"
CLR
2"
1/2"Ø ERECTION
BOLT, TYPGUSSET
PL1/2, TYP
Tw LTYP
Tw LTYP
BEAM PER PLAN
CL
BRACE
DE
PT
H
1/2
BE
AM
CL B
RACE
TYP
1" M
IN
WP
3/16TYP
STIFF PL3/8, TYP
BRACE PER EL, TYP
45º
LE
SS
TH
AN
2"
NOTE:
WELD DIAGONAL TO GUSSET
PER SCHEDULE, TYPICAL ALL
FRAMES, UNO.
Tw LTYP (4) SIDES
Tw LTYP
GUSSET PL1/2, TYP
DE
PT
H
1/2
BE
AM
TH
AN
45º
GR
EA
TER
BRACE PER
EL, TYP
STIFF PL3/8
EA SIDE
BM
BR
BR
BM
MA
X
1"
L4x4x1/4 KICKER, ATTACH TO
DECK ABOVE PER 11/S-501
MA
X
1"
L4x4x1/4 KICKER,
ATTACH TO DECK
ABOVE PER 11/S-501
SLAB, WHS, & METAL
DECK NOT SHOWN
FOR CLARITYCLR
1"
CLR
1"
T/SLAB
PER PLAN
T/STL
PER PLAN
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-311
BRACED FRAMEDETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1" = 1'-0"10
TYPICAL BRACE INTERSECTION
SCALE: 1" = 1'-0"14
BRACED FRAME DETAIL - STEEL
SCALE: 1" = 1'-0"19
BRACED FRAME DETAIL - STEEL
SCALE: 1" = 1'-0"17
BRACED FRAME CONNECTION
AT GRADE BEAMS AND PIERSSCALE: 1" = 1'-0"
16BRACED FRAME AT CONCRETE PIER
SCALE: 1" = 1'-0"9
BRACED FRAME DETAIL (DOUBLE AT FLOOR)
SCALE: 1" = 1'-0"4
BRACED FRAME DETAIL - STEEL
REV DATE DESCRIPTION
T/SLAB
PER PLAN
T/FTG
PER PLAN
T/FTG
PER PLAN
T/SLAB
PER PLANFIN GRADE
PER CIVIL
T/SLAB
PER PLAN
T/SLAB
PER PLAN
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
NOTES:
1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE.
2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS.
3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND
STEMWALL HORIZONTAL REINFORCING.
AT CORNERS AT INTERSECTIONS
CORNER REINF
TO MATCH
HORIZ REINF
CROSS WALL
CORNER REINF
TO MATCH
CROSS WALL
HORIZ REINF
3/4" CHAMFER
AT WALLS NOT IN
CONTACT W/ SOIL
ALT EA SIDELENGTH TYP
SPLICE
LE
NG
HT T
YP
SP
LIC
E
HOOK
STD
LE
NG
TH
TY
P
SP
LIC
E
HOOK
STD
LE
NG
TH
TY
P
SP
LIC
E
NOTES:
1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE.
2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS.
3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND
STEMWALL HORIZONTAL REINFORCING.
AT CORNERS AT INTERSECTIONS
CORNER REINF
TO MATCH
HORIZ REINF
CROSS WALL
CORNER REINF
TO MATCH
CROSS WALL
HORIZ REINF
3/4" CHAMFER
AT WALLS NOT IN
CONTACT W/ SOIL
LE
NG
TH
TY
P
SP
LIC
E
TO MATCH
FTG REINF
STEEP AS
POSSIBLE
FTG REINF
PER PLAN TYP.
VERT DOWELS TO MATCH
WALL VERT REINF, TYP
CONC WALL BEYOND
PER PLAN
4'-0"
H
PE
R P
LA
N, TY
P
FTG
TH
ICK
NE
SS
PER PLAN
1.5 H
MIN, UNO
THICKNESS
TO MATCH FTG
PER PLAN
1.5H
MIN, UNO
4'-0"
H
TY
P
3" C
LR
MA
X
2" C
LR
MA
X
T/FTG
PER PLAN
T/FTG
PER PLAN
PE
R P
LA
N
PER PLAN
COL PER PLAN
INFILL CONC PER TYP
CONTROL JOINT DETAILS
SOG & REINF PER PLAN
REINF PER PLAN
CL COL & FTG
(4) 3/4"Ø ABs W/
NUT & PL WASHER,
EMBED 9" MIN
1"± NON-SHRINK GROUT
TY
P
3" C
LR
REF 18/S-402
BASEPLATE
BP PER PLANTYP
1 1/2"
TYP
1 1/2"
GRID
INFILL CONC TO BE
CAST AFTER COL BP
HAS BEEN GROUTED
COL PER PLAN
TYP2"
CLR
TYP
6"
BP & ABs
PER PLAN
#4 TRIM BAR, CTRD, TYP
CONTROL JOINT OR
CONST JOINT
PIPE SLEEVE
AS REQD, TYP
CONC STEMWALL
PER PLAN
PIPE, TYP
CONC FTG
PER PLAN
PLACE CONC FILL
BEFORE FTG POUR
(SAME WIDTH AS FTG)
SLOPE CUT AS REQD
PER GEOTECH REPORT
EXCAVATION NOT
ALLOWED BELOW
THIS LINE
NOTES:1. PRIOR TO CONSTRUCTION,
STRUCTURAL ENGINEER OF RECORD
SHALL REVIEW PIPES/SLEEVES GREATER
THAN 8" DIAMETER AND SPACED
CLOSER THAN 3" APART.
2. ALUMINUM MATERIALS SHALL NOT BE
EMBEDDED IN CONCRETE.
CLR
MIN
3 1
/2"
ELEVATIONSECTION
BE
YO
ND
PE
R P
LA
N
FTG
DE
PTH
PER PLAN
3'-0" M
AX
MIN6"
CLR
4"
1'-6" MIN
EQ EQ
CL PIPE
PE
R P
LA
N
FTG
DE
PTH
TH
RU
TH
IS P
OR
TIO
N
DO
NO
T P
AS
S P
IPE
S
OF F
TG
1'-6" MIN
1" CLRTYP
1" CLRTYP
1
1
T/FTG
PER PLAN
T/FTG
PER PLAN
FIN GRADE
PER ARCH/CIVIL
SE
CTIO
N
PER PLAN
PLA
N
PE
R
2'-0" M
IN
CLR
3"
TYP
2" CLR
AIRSPACE PER ARCH
VENEER PER ARCH,
TIES PER STRUCT
GENERAL NOTES
STEMWALL &
REINF PER PLAN
SOG & REINF
PER PLAN
STL STUDS PER
PLAN CONN TO
CONC PER 8/S-5.03
EQ REINF PER PLANEQ
PLAN
PER
CHAMFER PER ARCH
GRID
PER ARCH
INSULATION
PER ARCH
REINF PER PLAN
VAPOR BARRIER
COMPACTED STRUCT FILL OR
COMPETENT NATIVE SOIL PER
GEOTECH REPORT
SUBGRADE PREPARATION
PER GEOTECH REPORT
CONSTRUCTION JOINT
CONTROL JOINT
SUBGRADE
PREPARATION PER
GEOTECH REPORT
VAPOR BARRIER
COMPACTED STRUCT FILL OR
COMPETENT NATIVE SOIL PER
GEOTECH REPORTNOTES:
5/8"ø x 24" SMOOTH BAR
@ 24"OC, GREASE ONE
SIDE IN DOWEL INSERT
REINF PER PLAN
1. USE "EARLY ENTRY DRY-CUT SAW" AS
SOON AS POSSIBLE WITHOUT CAUSING
RAVELING OF CONCRETE EDGES.
SAWCUT ALONG SHORT DIRECTION OF
POUR FIRST.
2. ALIGN A CONSTRUCTION OR
CONTROL JOINT WITH RE-ENTRANT
SLAB CORNERS, EACH WAY, TYPICAL.
3. CONSTRUCTION/CONTROL JOINT TO ENCLOSE
APPROXIMATE SQUARE AREAS 225 SQUARE FEET MAXIMUM,
WITH MAXIMUM PANEL ASPECT RATIO OF 1.3 TO 1.0.
4. CONTRACTOR TO SUBMIT CONSTRUCTION/CONTROL JOINT
PLAN TO STRUCTURAL ENGINEER OF RECORD FOR
REVIEW/APPROVAL.
PER
PLAN
t
PER
PLAN
t
t/4 SAWCUT DEPTH OR t/4
PREMOLDED JOINT (11/2" MIN)
NOTES:
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
f'c = 3000psi
#3 17 22 22 28 9
#4 22 29 29 38 11
#5 28 36 36 47 14
#6 33 43 43 56 17
#7 48 63 63 81 20
#8 55 72 72 93 22
#9 62 81 81 105 25
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
01400 GRADE 60 REINFORCING
4" TYP
4" TY
P
PE
R A
RC
H
PER ARCH
#4 @ 18"OC
6" MIN
REINF PER 11/S-401
GRANULAR BACKFILL
PER GEOTECH REPORT
(3) #4 AT TREAD
RIS
ER
DIM
PE
R A
RC
H1'-0" M
IN.
TREAD DIM PER ARCH
SOG & REINF PER PLAN
#4 @ 12"OC EW
3/4" KEY
(2) #4B
8"
SOG PER
PLAN
MIN
6"
#4 x @ 18"OC
T/SLAB
PER PLAN
24"
24"
T/SLAB
PER PLAN
t
t M
AX
PE
R P
LA
N
SOG PER PLAN REINF PER PLAN
VAPOR BARRIER
DOWELS TO MATCH SLAB REINF
OR BEND CONT REINF
MIN
8"
SCHED
LAP PER
PER
PLAN
T/SLAB
PER PLAN
01402
REINFORCING
SIZEGRADE 60
#4 24
#5 30
#6 36
#7 42
#8 48
NOTES:
1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS
SPECIFICALLY NOTED ON DRAWINGS.
2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT
GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE
REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8".
3. ALL TABULATED VALUES ARE IN INCHES.
CMU WALL PER PLAN
PROVIDE (2) #4 IN HORIZ BOND BEAM
IN ALL COURSES BELOW & FIRST
COURSE ABOVE SOG
REINF PER PLAN
PER PLAN
PE
R P
LA
N
SOG & REINF
PER PLAN
DOWELS TO MATCH CMU WALL
VERT REINF (ALT HOOKS)
CLR
3"
13
/S-4
01
LA
P P
ER
T/SLAB
PER PLAN
T/FTG
PER PLAN
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
PER PLAN
PLA
N
PE
R
CLR
3"
600S162-54 @ 16"OC
TYP (TYP 8" STUDS
AT SIM) CONN TO
CONC PER 8/S-503
FIN GRADE
PER CIVIL
T/WALL =
T/PCPER ARCH
T/PIER
0'-0"
EMBED PL1/4x4xCONT W/
1/2"Ø x 3" WHS @ 18"OC, TYP
PER ARCH
CONC WALL PER PLAN
CLADDING PER ARCH
CONN TO EMBED & FDN
BY PC SUPPLIER4" PC CLADDING
PANEL BY OTHERS
T/FTG
PER PLAN
INSULATION
PER ARCH
CONC PIER PER PLAN
REINF PER PLAN
GROUT PER PC SUPPLIER
43 MIL BLKG LINE @
48"OC (VERTICALLY)
RCA225-68 W/ (4) #10
SCREWS TO STUD & BLKG
T150-43
PER PLAN
PLA
N
PE
R
2'-0" M
IN
CLR
3"
TYP
2" CLR
STEMWALL &
REINF PER PLAN
SOG & REINF
PER PLAN
STL STUDS PER
PLAN CONN TO
CONC PER 8/S-5.03
REINF PER PLAN
PLAN
PER
CHAMFER PER ARCH
GRID
INSULATION
PER ARCH
T/SLAB
PER PLAN
T/FTG
PER PLAN
FIN GRADE
PER CIVIL
T/PC
PER ARCH
4" PC CLADDING
BY OTHERS
CONN TO FDN & STL
STUDS BY PC SUPPLIER
GROUT PER PC SUPPLIER
HSS SILL
SUPPORT AT SIM
PLA
N
PE
R
CLR
2"
IF VERT PER SCHED
PER CIVIL
OR SOG
FIN GRADE
T/FTG
PER PLAN
CLR
2"
CLR
3"
OF VERT PER
SCHEDCONC WALL PER PLAN
PER PLAN
PER PLAN
WHERE OCCURS
CLR
2"
#4 @ 16"OC EF
GRANULAR
BACKFILL PER
GEOTECH REPORT
CONC FTG PER
PLAN (MAT SLAB
WHERE OCCURS)
RETAINED
HEIGHT
OUTSIDE FACE
REINFORCING
H 10'-0" #5 @ 12"OC
15'-8" H 10'-0" #6 @ 10"OC
INSIDE FACE
REINFORCING
#5 @ 12"OC
#7 @ 10"OC
NOTE:
H IS MEASURED FROM TOP OF FOOTING
TO BOTTOM OF CONCRETE ABOVE.
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-401
FOUNDATIONDETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 3/4" = 1'-0"1
STANDARD HOOKS AND BENDS -
BEAM STIRRUPS AND COLUMN TIES(03400)
SCALE: 3/4" = 1'-0"3
PLAN - TYPICAL CORNER REINFORCING
AT CONCRETE WALLS(03402-SINGLE MAT) SCALE: 3/4" = 1'-0"
4
PLAN - TYPICAL CORNER REINFORCING
AT CONCRETE WALLS(03403-DOUBLE MAT) SCALE: 3/4" = 1'-0"
5TYPICAL STEPPED FOOTING
(03901)
SCALE: 3/4" = 1'-0"7
TYPICAL INTERIOR COLUMN FOOTING
SCALE: 3/4" = 1'-0"2
CONTROL JOINT AT INTERIOR COLUMN
SCALE: 3/4" = 1'-0"14
TYPICAL PIPE AND TRENCH LOCATIONS AT CONCRETE STEMWALL/FOOTING(03906)
SCALE: 3/4" = 1'-0"20
EXTERIOR FOUNDATION AT STEEL STUDS
SCALE: 3/4" = 1'-0"16
TYPICAL CONTROL JOINT DETAIL
SCALE: 3/4" = 1'-0"12
TYPICAL LAP SPLICE AND
DEVELOPMENT LENGTH SCHEDULE(01400)
SCALE: 3/4" = 1'-0"6
LEARNING STAIRS
SCALE: 3/4" = 1'-0"11
TYPICAL STAIR ON GRADE(03800)
SCALE: 3/4" = 1'-0"8
TYPICAL DEPRESSED SLAB DETAIL(03202)
SCALE: 3/4" = 1'-0"13
TYPICAL LAP SPLICE AND DEVELOPMENT
LENGTH SCHEDULE FOR STRUCTURAL MASONRY(01402)
SCALE: 3/4" = 1'-0"9
INTERIOR FOOTING AT CMU BEARING WALL(03160) SCALE: 3/4" = 1'-0"
10
PIPE OR CONDUIT
EMBEDDED IN SLAB ON GRADE(03204)
SCALE: 3/4" = 1'-0"17
PRECAST BUMP OUTSCALE: 3/4" = 1'-0"
19PRECAST AT STEEL STUDS
REV DATE DESCRIPTION
SCALE: 3/4" = 1'-0"18
CONCRETE WALL AT LEARNING STAIR
T/SLAB
PER PLAN
T/SLAB
PER PLAN
T/FTG
PER PLAN
FIN GRADE
PER CIVIL
T/SLAB
PER PLAN
S
CTRD ON STEMWALL
PER PLAN
PLA
N
PE
R
SOG & REINF
PER PLAN
EQ REINF PER PLANEQ
EXT SOG PER ARCH
(NONE AT SIM)
STEMWALL &
REINF PER PLAN
GRID
PER PLAN
PLA
N
PE
R
2'-0" M
IN
CLR
3"
TYP
2" CLR
STEMWALL & REINF
PER PLAN
SOG & REINF
PER PLAN
CMU WALL &
REINF PER PLAN
EQ
REINF PER PLAN
EQ
LA
P P
ER
13/S
-401
DOWELS TO MATCH
WALL REINF
GRID
CHAMFER PER ARCH
NOTE:
STEMWALL REINFORCING CENTERED AT SIM CONDITION.
CL COL
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
CONC FTG PER PLAN
PE
R P
LA
N
9" M
IN
UN
O
TY
P
3" C
LR
PLAN - INTERIOR COLUMN
ELEVATION
"F"
SIZE PER
TABLE 1 TYP
TACK WELD
NUT TO AB
CL C
OL
CL COL BP PER PLAN
TABLE 1
BASEPLATE
THICKNESS
3/8" , 1/2"
5/8" , 3/4"
> = 7/8"
"F"
FILLET
SIZE
3/16"
1/4"
5/16"
T/FTG
PER PLAN
PLAN
TY
P
1 1
/2"
TY
P
1 1
/2"
TYP
1 1/2" TYP
1 1/2"
2"
3"
2"
1 1/2"3"
1 1/2"
PLAN - AT EDGE
OF STEMWALL
"F"
SIZE PER
TABLE 1 TYP
TY
P
3 1
/2"
MIN
1 1
/2"
3"
TY
P
1 1
/2"
TY
P
2"
1 1
/2"
1 1
/2"
MIN
1 1/2"
TYP
1 1/2"
PLAN - AT STEMWALL
PLAN - AT CORNER
STEMWALL
CL
CO
L3 1
/2"
INSIDE F/WALL
TYP
3 1/2"
CL
COL
1/2"
NOTES:
1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH
SCHEDULE FOR CMU.
2. WALL REINFORCING PER PLANS, ELEVATIONS, SECTIONS AND DETAILS.
3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING
AND STEMWALL HORIZONTAL REINFORCING.
AT CORNERS AT INTERSECTIONS
CORNER REINF TO
MATCH HORIZ REINF
CORNER REINF TO
MATCH HORIZ
WALL REINF
CROSS WALL
TY
P
LA
P L
EN
GTH
TYP
STD HOOK
LA
P L
EN
GTH
, TY
P
NOTE:
CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL
NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT
WITH ARCHITECT AND STRUCTURAL ENGINEER.
CL JOINT
VERT CONTROL JOINT, OMIT
MORTAR. CAULK PER ARCH
TERMINATE HORIZ REINF 2" FROM
CONTROL JOINTS. EXCEPT AT FLR
& ROOF BOND BEAMS
PROVIDE 16" SMOOTH DOWEL
(SAME SIZE AS HORIZ REINF) ACROSS
JOINT. PREVENT BOND BTWN DOWEL
& GROUT W/ GREASE OR PLASTIC
SLEEVE. CAP ALL DOWELS TO ALLOW
1" OF MOVEMENT.
PROVIDE CLOSED END BLOCKS
AT CONTROL JOINTS, TYP
VERT REINF PER 11/S-402
NOTES:
1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES.
2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS.
3. CMU WALLS ARE GROUTED AT REINFORCING ONLY UNO ON PLAN.
OPENING
OPENING
TYP HOOK IF
2'-0" MIN
MIN LENGTH
NOT AVAILABLE
CORNER REINF PER
1/S-402 TO MATCH
HORIZ REINF, TYP
TYP HORIZ REINF
IN BOND BEAM,
TYP AT OPNG
(2) TYP VERT
REINF MIN, TYP
AT CORNERS
(2) TYP VERT
REINF MIN, TYP
AT OPNG
TYP HORIZ
REINF AT
T/WALL
PROVIDE (2) TYP VERT REINF, MIN
FOR WALL SECTIONS 16" OR SMALLER,
CMU CONTROL JOINT LOCATION PER
6/S-402, LOCATION &
WATERPROOFING
PER ARCH
TYP CONT HORIZ
REINF IN BOND
BEAM AT FLR,
ROOF LINE THRU
CONTROL JOINTS
STOP HORIZ REINF
AT CONTROL JOINT,
TYP UNO
TYP VERT REINF,
EA SIDE OF
CONTROL JOINT,
TYP
TYP HORIZ REINF
PER PLAN
TYP HORIZ REINF
IN BOND BEAM
AT SILL
TYP HORIZ REINF
IN FIRST COURSEDOWELS TO MATCH VERT REINF
(PROVIDE STD HOOK PER STRUCT
NOTES AS REQD)
(4) TYP HORIZ
REINF AT FLR,
ROOF LINE W/
MIN 16"DP
BOND BEAM
13
/S-4
01
LA
P P
ER
T/WALL
T/FLR
OR ROOFPER PLAN
T/FTG
OR SLABPER PLAN
LINTEL
BOND BEAMSILL
BOND BEAM
BLOCK
LINTEL REINF
PER PLAN
90° HOOK
PARALLEL
TO WALL
TYP HORIZ
REINF IN BOND
BEAM BLOCK
OPEN BOND BEAM
TYP HORIZ
REINF IN BOND
BEAM BLOCK
(48" M
AX
)
"H"
(48" M
AX
)
"H"
DE
PTH
PE
R P
LA
N
2 x "H"
LAP, TYP
1/2 REQD
LAP, TYP
1/2 REQD
PER 18/S-401
LAP SPLICE
CLR
2"
CLR
3"
STIRRUPS OR TIES AS
REQD, REF PLAN FOR
GRADE BEAM REINF
REF PLAN FOR
STEP LOCATION
INDICATORS, TYP
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 ENGINEERS'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)
HOOK BARS WHEN 24"
LENGTH IS
NOT AVAILABLE
(2) #5, TYP
#5 x 48" DIAG, TYP
(2) #5, TYP
NOTE:
PROVIDE (2) #5 x 48" DIAGONAL
BARS AT WALLS 10" OR THICKER.
.
T/WALL
PER PLANOR EL
T/SLAB
PER PLAN
T/FTG
PER PLAN
2'-0"
TYP
PER PLAN
PLA
N
PE
R
2" C
LR
2" C
LR
3'-0"
EQ
EQ
GRID
PLA
N
PE
R
10" CONC WALL
PER PLAN
12" CONC WALL
PER PLAN
ENCLOSE (2) TYP
STEMWALL VERTS
PILASTER REINF PER
PLAN ALIGN W/ CMU
CELLS ABOVE
PER PLAN
PLA
N
PE
R
CLR
3"
STEMWALL &
REINF PER PLAN
SOG & REINF
PER PLAN
REINF PER PLAN
GRID
T/SLAB
PER PLAN
T/FTG
PER PLAN
T/WALL
0'-0"
4 1/4" PER PLAN
GYM FLR
PER ARCH
DRILL & EMBED SLAB
REINF, EMBED 3" IN ADH
CONC MOW STEP
PER LANDSCAPE
STL STUDS
PER PLANSHTHG PER ARCH
#4 HORIZ @ 12"OC,
CTRD IN WALL, TYP
#5 VERT @ 16"OC
W/ 30" HOOKS,
CTRD IN WALL, TYP
SOG & REINF
PER PLAN, TYP
HYDROPHILIC WATERSTOP
WHERE REQD, TYP
REINF PER PLAN
W/ STD HOOKS EA END
ELEV SUMP WHERE REQD
(10" SLAB & WALL THICKNESS, MIN
W/ #5 @ 12"OC EW, TYP)
ELEV PIT, VERIFY
SIZE & DEPTH W/
ARCH DWGS
#4 DOWELS x
@ 16"OC, TYP
AT OPNG
WHERE REQD
HYDRAULIC SHAFT PENETRATION
NOTE:PROVIDE MISCELLANEOUS METALS AS REQUIRED
BY ELEVATOR MANUFACTURER.
PER PLAN
TYP
8"
TYP
PER
PLAN
PE
R P
LA
N
PE
R P
LA
N
CLR
3"
CLR
2"
TYP
3" CLR
T/SLAB
PER PLAN24"
24"
LA
P P
ER
13/S
-401
CMU WALL &
REINF PER PLAN
BOND BEAM IN
FIRST COURSE
S-401
11
CONC STAIR ON
GRADE PER 6/S-401
& 11/S-401
BIDDER DESIGNED
HANDRAIL PER ARCH
(CURTAIN WALL AT SIM)
T/WALL
VARIESPER ARCH
DRILL & EMBED HORIZ
REINF EMBED 6" IN ADH
CONC WALL &
REINF PER PLAN
SOG & REINF
PER PLAN
1
1
T/SLAB
PER PLAN
#4 x @ 18"OC
30"
30"
PER ARCH
STL STUDS PER PLAN
CONC WALL &
REINF PER
PLAN
6 1
/2"
SOG & REINF
PER PLAN
1
1
T/SLAB
PER PLAN
CONC WALL &
REINF PER
PLAN
1 1/2"4"
2 1/2"
#4 x (HORIZ)
30"
30"
EMBED PL3/4x8x0'-
8" W/ (4) 1/2"Ø x 6"
WHS AT 5" GA
COL PER PLAN
3/16 1-12
NOTE:
FOR ADDITIONAL INFORMATION
REFERENCE 13/S-402.
SOG & REINF
PER PLAN
1
1
T/SLAB
PER PLAN
1200S162-54 @ 12"OC
CONC WALL &
REINF PER
PLAN
GLAZING PER ARCH
1200T150-54 T&B
MSSC6.25KW @
12"OC W/ (12) #10
SCREWS TO STUD
BRG PL PER CLIP MFR
3/8"Ø x 5" TITEN HD
6"
NOTE:
FOR ADDITIONAL INFORMATION
REFERENCE 13/S-402.
T/WALL
PER ARCH
T/SLAB
PER PLAN
CONC WALL & REINF
PER PLAN
SOG PER PLAN
CONC OVER
METAL DECK &
REINF PER PLAN
#4 DOWELS x
@ 18"OC
ALT DIRECTION
24"
C L
FIELD
BEN
D
(ALT
DIR
ECTION)
24"
1"EMBED PL1/4x4x
CONC W/ 1/2"Ø x 6"
WHS @ 12"OC
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
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CJL
JLP/ADH
17041-0193
S-402
FOUNDATIONDETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 3/4" = 1'-0"5
EXTERIOR FOUNDATION
AT OPENING AND STOREFRONT
SCALE: 3/4" = 1'-0"10
EXTERIOR FOUNDATION AT CMU
SCALE: 1" = 1'-0"14
TYPICAL BASEPLATE TO FOUNDATION
CONNECTION - HSS COLUMN(05030M)
SCALE: 1" = 1'-0"7
PLAN - TYPICAL CORNER REINFORCING
AT CMU WALLS(04002)SCALE: 1" = 1'-0"
6PLAN - TYPICAL CMU CONTROL JOINT
(04001)
SCALE: 1" = 1'-0"1
ELEVATION - TYPICAL REINFORCING IN CMU WALL(04000M) SCALE: 1" = 1'-0"
2TYPICAL CMU LINTELS, SILLS AND BOND BEAMS
(04003M)
SCALE: 3/4" = 1'-0"19
TYPICAL GRADE BEAM STEP(03401)
SCALE: 1" = 1'-0"20
TYPICAL ANCHOR BOLT SCHEDULE(01901)
SCALE: 3/4" = 1'-0"18
ELEVATION - TYPICAL CONCRETE WALL
OPENING REINFORCING(03401)
SCALE: 3/4" = 1'-0"4
PILASTER AT FUTURE SKYFOLD
SCALE: 3/4" = 1'-0"8
FUTURE SKYFOLD DOOR OPENING
SCALE: 3/4" = 1'-0"17
ELEVATOR PIT SECTION(3902M)
SCALE: 3/4" = 1'-0"3
LEARNING STAIR AT CONCRETE WALL
SCALE: 3/4" = 1'-0"13
CONC WALL AT LANDINGSCALE: 3/4" = 1'-0"
11COLUMN ON CONCRETE WALL
SCALE: 3/4" = 1'-0"16
PONY WALL AT CURTAIN WALL
SCALE: 3/4" = 1'-0"12
CONCRETE WALL AT METAL DECK
REV DATE DESCRIPTION
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
B/DECK
PER PLAN
T/STL
PER PLAN
HANG WITHIN 6" OF ANY UPPER PANEL POINT FOR JOISTS
TOP CHORD PANEL
POINTS, TYP
CL PANEL POINT
JOIST TOP CHORD
JOIST PER PLAN
DIAGONAL
BRACE
3 4 5 1
HANG WITHIN 6" OF ANY LOWER PANEL POINT FOR JOISTS.
TRAPEZE BETWEEN ANY PANEL POINTS.
1
2
ADD AN ANGLE EACH SIDE TO STIFFEN THE BOTTOM CHORD.
PER DIAGONAL BRACE DETAIL 13/S-501.
ADD AN ANGLE EACH SIDE TO STIFFEN THE TOP CHORD
PER DIAGONAL BRACE DETAIL 13/S-501.
NOTES:1. DO NOT CUT OR DRILL ANY JOIST MEMBER.
2. THIS DETAIL IS APPLICABLE TO SUPPORTING MECHANICAL EQUIPMENT, SPRINKLER PIPES, ETC.
13
3
4
5
2
BOT CHORD PANEL
POINTS, TYP
S-501
CONC OVER METAL DECK
& REINF PER PLAN
ADDL INFORMATION PER 1/S-502
METAL CLOSURE STRIP
MIN
2" BRGMIN
2" BRG
BEAM PER PLAN
CHANGE IN DECK ORIENTATION
CHANGE AT SLOPE
CONC OVER METAL DECK
& REINF PER PLAN
SLOPED DECK WHERE OCCURS
METAL CLOSURE STRIP
BEAM PER PLAN
ADDL INFORMATION PER 1/S-502
PUDDLE
WELD PER
PLAN
MIN
2" BRGMIN
2" BRG
PUDDLE
WELD PER
PLAN
T/STL
PER PLAN
T/STL
PER PLAN
MIN
2'-8"
2'-8" MIN
1/8 1/2
1/8 1/2TYP AT EA
TOP FLUTE
L1 3/4x1 3/4x1/4 PLACED
ON T/DECK
THIS GROUP OF
SLEEVES TO BE
CONSIDERED A
SINGLE OPNG
TYP TOP FLUTE
TYP BOT FLUTE
WEBS OF METAL
DECKING
MA
X
1'-4"
NOTES:
CL BEAM OR
JOIST BELOW
CL BEAM OR
JOIST BELOWOPENINGS LESS THAN 16"
ANGLES MUST EXTEND
(3) TOP FLUTES PAST
OPNGS, TYP
CL BEAM OR
JOIST BELOW
CL BEAM OR
JOIST BELOW
TY
P D
EC
K U
NIT
TY
P D
EC
K U
NIT
FLU
TE
S
(3) TO
P
TY
P
2'-0" M
AX
FLU
TE
S
(3) TO
P
1/8 1/2
ADJACENT
TO EA CUT
WEB, TYP
OPENINGS GREATER THAN 16" & LESS THAN 24"
1/8 1
AT CENTER OF
EA TOP FLUTE
BEYOND OPNG,
TYP
HSS3x1 1/2x3/16
OR L3x2x1/4 (LLH)
PLACED ON T/DECK
#3 x 36", TYP
AT CONC SLAB
TYP TOP FLUTE
TYP BOT FLUTE
WEBS OF METAL
DECKING
1. HOLES LESS THAN 6"Ø AND CUTTING NO MORE THAN (1) WEB REQUIRE NO REINFORCEMENT.
2. ALL METAL DECK OPENINGS SHOWN ABOVE APPLY ONLY TO DUCTWORK AND PIPING, ROOF HATCHES
AND SMALL AIR SHAFTS. THESE OPENINGS ARE NOT INTENDED TO SUPPORT ANY MECHANICAL EQUIPMENT.
3. REINFORCING HSS OR ANGLES MAY BE PLACED UNDERNEATH DECK IF REQUIRED BY ROOFING SYSTEMS.
4. WHERE USED WITH CONCRETE SLAB, CUT DECKING AFTER CONCRETE HAS CURED (3) DAYS.
MA
X
1'-4"
TYP
1 1/2"3"
TYP
1 1/2"
CONCENTRATED LOAD
JOIST PER PLAN
(1) ANGLE ADDED
EA SIDE OF JOIST
CONCENTRATED
LOAD
CL PANEL POINT
TYP
> 6"
1. WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS AND ARE
LOCATED MORE THAN 6" FROM A PANEL POINT, REINFORCE THE JOIST WITH AN
ADDED ANGLE (EACH SIDE OF JOIST) EXTENDING FROM THE POINT LOAD TO THE
NEAREST PANEL POINT ON THE OPPOSITE CHORD.
2. REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE.
3. ADDED ANGLES AND WELDS BY JOIST MANUFACTURER.
NOTES:
5
4
CL C
OL
CL COL
TYP
COL PER PLAN
BEAM TO COL CONN
PER 17/S-502, TYP
BEAM PER PLAN, TYP
L3x3x1/4 SLAB SUPPORT
TYP AT ALL SIDES OF COL
WHERE DECK SUPPORT
INTERRUPTED
DECK SPAN
DIRECTION
1. SLAB SUPPORT ANGLES REQUIRED AT ALL COLUMN LOCATIONS WHERE THERE
IS NO BEAM OR OTHER SUPPORT FOR DECK AT PENETRATION.
2. IN ADDITION TO PERMANENT SLAB SUPPORT ANGLES, THE CONTRACTOR SHALL PROVIDE
END CLOSURES AND MISCELLANEOUS DECK SUPPORTS AT OTHER LOCATIONS.
NOTES:
3/16 4
4
5/16
OWSJ PER PLAN
STABILIZER PL3/4x6x0'-6" (DO
NOT WELD BOT CHORD)
DECK NOT SHOWN
FOR CLARITY
COL PER PLAN
ERECTION BOLTS
WT7x30.5 x 0'-6"
1/2"
1" 2"
3/16
PL3/8x6 x COL WIDTH
METAL DECK PER PLAN
CL BEAM
JOIST PER PLAN
BEAM PER PLAN
1/8 2
1/8 2
GAP
1/2"
GRID
T/STL
PER PLAN
PE
R P
LA
N
JO
IST S
EA
T
DE
PTH
NOTE:
WELD SIZE (THICKNESS) TO BE 3/16" AT LH TYPE
JOISTS.
BRACE PER
11/S-501 AT
SIM
BLKG PER 1/S-501 AT SIM
EDGE FORM BY DECK
SUPPLIER (43 MIL MIN)
#4 CONT AT EDGE
CONC OVER METAL
DECK & REINF PER PLAN
PER DECK
SUPPLIER
DECK PARALLEL TO EDGE BEAM
BEAM PER PLANBEAM PER PLAN
PER DECK
SUPPLIER
DECK PERPENDICULAR TO EDGE BEAM
CL BEAM
PLAN
PER
END CLOSURE PER
DECK SUPPLIER
PER PLAN PER PLAN
NOTE:
TYPICAL COMPOSITE BEAM SECTION
AND SHEAR STUD LAYOUT PER 1/S-502.
PLAN
PER
#4 CONT AT EDGE
CONC OVER METAL
DECK & REINF PER PLAN
BEAM PER PLAN
CL BEAM
MIN
1 1/4"
MIN
1 1/4"MIN
2" BRG
T/STL
PER PLAN
T/STL
PER PLAN
EDGE FORM BY DECK
SUPPLIER (43 MIL MIN)
CONC OVER METAL
DECK PER PLAN
BEAM PER PLAN
VENEER PER ARCH
WHERE OCCURS TIES
PER STRUCT GEN NOTES
BRACE PER 11/S-501
@ 7'-0"OC MAX
DEFLECTION TRACK
PER SPECIFICATIONS
BEAM PER PLAN
STUD WALL PER PLAN
DECK EDGE PER 19/S-501
ARCH
PER
PLAN
PER
GRID
TYP
2 1/4" MIN
CL BEAMCL BEAMPER PLAN
BEAM PARALLEL TO JOIST
ROOF OR FLR
DECK, PER PLAN
BEAM OR
JOIST PER
PLAN
PL1/4x4x0'-4"
L2 1/2x2 1/2x3/16
BRACE @ 7'-0"OC
UNO
3/16
3/16
3/16
BEAM PER PLAN
SEE ALT
3/16
3/16
3/16
STIFF PL PER
9/S-502
ALTERNATE BRACE
CONN AT BOTTOM
FLANGE
CL BEAMROOF OR FLR
DECK, PER PLAN
TYP
2 5/8" MIN
1/2" MAX
SEE ALT
1
1
1 MIN
2 MAX
BEAM PERPENDICULAR
TO JOIST
L2 1/2x2 1/2x3/16 BRACE
@ 7'-0"OC UNO
L4x4x1/4 BTWN JOISTS
LOCATE AT LOW FLUTE IN
DECK. COPE HORIZ LEG
AT JOIST & WELD VERT
LEG TO JOIST W/ 3/16"
FILLET x 2" EA SIDE
PARALLEL DECK
CONN PER PLAN
3/16
3/16TYP
PE
R P
LA
N
VA
RIE
S
BEAM PER PLAN
350#
(0.6W)
900# (0.6W)
COVER
PL1/4x4x0'-4"
WHERE REQD
PER PLAN
1/2
" M
AX
2" MIN
WT6x9.5 TYP
AT 6" SEAT
DEPTHS
(WT4x5 AT 4"
SEAT DEPTHS)
3/16 2-12
BEAM PER
PLAN
PE
R P
LA
N
SE
AT D
EP
TH
PER PLAN
METAL DECK
PER PLAN
AT JOISTS
OWSJ PER
PLAN
CONN PER
18/S-501
PER PLAN
TYP
2" MIN
METAL DECK
PER PLAN
BEAM PER PLAN
AT BEAMS
SECTION ‘B’
SECTION ‘A’
PLAN
L5x5x5/16, TYP AT CURB
& AROUND OPNG’S
OWSJ OR BEAM
OWSJ OR BEAM
MECH UNIT
'B'
'A'
NEW OR (E)
OWSJ PER PLAN,
BEAM AT SIM ANGLE PER PLAN,
COPE AS REQD
WELD DECK TO
ANGLE, TYP
CL JOIST
3/16
ANGLE PER PLAN
WELD DECK TO ANGLE, TYP
1/2”Ø PUDDLE @ 24”OC
MAX (FIELD WELD (E) DECK
TO ANGLE FROM BELOW)
3/16
NOTE: THIS DETAIL APPLIES TO ALL ROOF TOP MECHANICAL UNITS, ROOF, AND
FLOOR OPENINGS OVER 24", REFERENCE PLANS FOR REQUIREMENTS AT
MECHANICAL UNITS ON CONCRETE OVER METAL DECK.
CONC OVER METAL
DECK PER PLAN
BEAM PER PLAN
VENEER PER ARCH
WHERE OCCURS TIES
PER STRUCT GEN NOTES
TRACKS TO MATCH
STUD GAGE, TYP
CONN PER 17/S-502 DEFLECTION TRACK
PER SPECIFICATIONS
BEAM PER PLAN
STUD WALL PER PLAN
DECK EDGE PER 19/S-501
ARCH
PER
PLAN
PER
GRID
1
1 APPROX
ANGLE BTWN JOIST
PER 11/S-501 WHERE
REQD FOR BRACE
METAL ROOF
DECK PER PLAN
BRACE PER 11/S-501 AT
EA PARAPET STUB
OWSJ PER PLAN
(WF BEAM AT SIM)
L3 1/2x3 1/2x1/4 BLKG (NONE AT SIM)
1/8 3
OWSJ TO WF,
WELD SIZE
TO BE 3/16 AT
"LH" SERIES
JOISTS
DECK ATTACH PER
STRUCT GENERAL NOTES
SLOPE
PER ARCH
BEAM PER PLAN (HSS AT SIM)
BOT TRACK PER PLAN
ATTACHMENT PER 7/S6.01
REINF PER 13/S-501 WHERE
REQD PER 12/S-501
WALL STUD CONN
AT BOT OF BEAM
PER 3/S-503
VENEER PER ARCH
WHERE OCCURS
2-24
3/16 2-24
DEFLECTION TRACK PER
STRUCT SPECIFICATIONS
STL STUDS PER PLAN
CONT PL16GAx12xCONT W/ #12
SCREWS @ 12"OC, STAGG
T/VENEER
PER ARCH
T/STL
PER PLAN
3'-0" M
AX
T/PARAPET
PER ARCH
3/16
GRIDL4x4x5/16 @ 8'-0"OC (6'-0" OC AT SIM)
CONN STUD TO ANGLE W/ (2)
#10 SCREWS @ 12"OC
STIFF PL EA SIDE PER 11/S-501
AT EA PARAPET STUB
BRACE PER 11/S-501
AT EA PARAPET STUB
OWSJ PER PLAN
(WF BEAM AT SIM)
BEAM PER PLAN
METAL ROOF
DECK PER PLAN
DECK ATTACH PER
STRUCT GENERAL NOTES
BOT TRACK PER PLAN,
ATTACHMENT PER 8/S-503
WALL STUD CONN
AT BOT OF BEAM
PER 3/S-503
VENEER PER ARCH
WHERE OCCURS
STUDS PER
PLAN
DEFLECTION TRACK
PER SPECIFICATIONS
STL STUDS PER PLAN
PARAPET PER
1/S-501
T/PARAPET
PER ARCH
T/VENEER
PER ARCH
T/STL
PER PLAN
GRID
STIFF PL EA SIDE PER 11/S-501
AT EA PARAPET STUB
CONC OVER METAL
DECK PER PLAN
BEAM PER
PLAN
(PARALLEL TO
EDGE BEAM AT
SIM)
VENEER PER ARCH
CONN PER 17/S-502, TYP BEAM PER PLAN
STUD WALL PER PLAN W/
CONN PER 8/S5.03
2" MIN BRG
1"
EQEQ
1'-2 1
/2"
METAL DECK
PER PLAN
6" CONC CURB W/ #4
VERT @ 18"OC &
#4 T&B HORIZ
BENT PL3/16x
W/ (2) #12 SCREWS TO BEAM @
12"OC & 1/2"Ø x 6" WHS @ 18"OC
1'-0 1/2" 6 1
/2"
3/16 3-12
#4 AT SLAB EDGE
BEAM PER PLAN
(NONE AT SIM)
T/STL
PER PLAN
NOTE:
AT SIM DECK IS TURNED 90º.
METAL DECK PER PLAN
COL PER PLAN
WT SHEAR TAB &
BOLTS PER 17/S502
BEAM PER PLAN
SLOPE
PER ARCH
SLOPE
PER ARCH
TAPERED BENT PL3/16 BLKG
3"
VALLEY
3/16 2-12
3/16 2-12
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-501
FRAMING DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1" = 1'-0"12
ALLOWABLE METHODS AND LOCATIONS
FOR SUPPORTING LOADS FROM OWSJ(05401)
SCALE: 1" = 1'-0"4
TYPICAL DECK AT DISCONTINUITIES(05103)
SCALE: 1/2" = 1'-0"8
TYPICAL METAL DECK OPENING REINFORCING(05108)
SCALE: 1" = 1'-0"13
DIAGONAL BRACE DETAIL(05402) SCALE: 1" = 1'-0"
14
PLAN - TYPICAL DECK
SUPPORT AT INTERIOR COLUMN(05109) SCALE: 1" = 1'-0"
15TYPICAL OWSJ TO FACE OF COLUMN
SCALE: 1" = 1'-0"18
TYPICAL BAR JOIST TO STEEL BEAM CONNECTION(05403)
SCALE: 1" = 1'-0"19
TYPICAL SLAB EDGE AT STEEL BEAM(05104)
SCALE: 1" = 1'-0"7
FLOOR JOISTS PARALLEL TO EXTERIOR WALL
SCALE: 1" = 1'-0"11
TYPICAL BEAM FLANGE BRACE
SCALE: 3/4" = 1'-0"3
TYPICAL CHANGE IN DECK DIRECTION AT ROOF
SCALE: 3/4" = 1'-0"10
TYPICAL REINFORCEMENT AT ALL MECHANICAL
UNITS, ROOF AND FLOOR OPENINGS OVER 24"
SCALE: 1" = 1'-0"17
FLOOR JOISTS
PERPENDICULAR TO EXTERIOR WALL
SCALE: 1" = 1'-0"1
TYPICAL PARAPET PERPENDICULAR TO JOISTSSCALE: 1" = 1'-0"
2TYPICAL PARAPET PARALLEL TO JOISTS
SCALE: 1" = 1'-0"5
VENEER OVER ADMINISTRATION ROOF
SCALE: 1" = 1'-0"16
TAPERED BLOCKING AT VALLEY
REV DATE DESCRIPTION
T/STL
PER PLAN
T/STL
PER ARCH
T/STL
PER ARCH
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/STL
PER PLAN
T/SLAB
PER PLAN
NOTES:
1. STUDS EQUALLY SPACED ABOUT MIDSPAN OF BEAM.
2. STUD WELDING SHALL BE DONE AFTER METAL DECK, IS IN PLACE. PUDDLE WELD DECK
AT 18"OC MAX TO SUPPORTING MEMBERS.
3. MIMIMUM STUD HEIGHT SHALL BE DECK THICKNESS PLUS 1 1/2".
4. SPLIT METAL DECK AT BEAMS PARALLEL TO FLUTES WHERE CENTERLINE OF FLUTES
WOULD NOT ALIGN WITH BEAM CENTERLINE.
BEAM PER PLAN
FOR BEAMS W/ STUDS DESIGNATED (X) ON PLAN
TYPICAL SINGLE ROW OF STUDS
COL OR BEAM
SUPPORT PER
PLAN, TYP
EQ
WHS EVENLY SPACED
EQUALCL SPAN
CONC OVER METAL DECK
& REINF PER PLAN
WHS PER PLAN
REINF PER PLAN
CTRD OVER GIRDERS
CL BEAM = CL STUD
BEAM PER PLAN
BEAM ORIENTED PERP
TO METAL DECK AS
OCCURS PER PLAN
6" MIN, 1'-0" MAX
EQ
EQUAL
1'-6" MAX
4 1/2" MIN
2'-0" MAX
4 1/2"
MIN
6" MIN
1'-0" MAX
SE
CTIO
N
T/STL
PER PLAN
T/STL
PER PLAN
MIN
1 1
/2" TO
P R
EI N
F
3/4
" C
LR
TO
SKEWED BOLTED BEAM
CONNECTION SCHEDULE "C"
BEAM
SIZE
BOLTS
REQUIRED
MINIMUM
PLATE
THICKNESS
CONNECTION
CAPACITY
(SINGLE SHEAR)
W8
W10
W12
W14
W16
W18
W21
W24
W27
W30
(2) 3/4"Ø
(2) 3/4"Ø
(3) 3/4"Ø
(3) 3/4"Ø
(4) 3/4"Ø
(5) 3/4"Ø
(6) 3/4"Ø
(7) 3/4"Ø
(8) 3/4"Ø
(8) 3/4"Ø
8.2k
8.2k
16.3k
16.3k
26.1k
36.3k
46.3k
56.4k
66.3k
66.3k
3/8
3/8
3/8
3/8
3/8
3/8
7/16
7/16
1/2
1/2
NOTES:
1. BEAM AND COLUMN SIZE PER PLAN.
2. PROVIDE STANDARD BOLT HOLES PER AISC, IN BEAM AND HORIZONTAL
SHORT SLOTTED HOLE (SSL) IN CONNECTION PLATE.
3. CAPACITIES BASED ON AISC-9TH EDITION-A325N BOLTS TABLES XA THRU XF.
4. FOR CONNECTIONS WITH SKEWED ANGLES LESS THAN 30º OR IF DIMENSION
"A" IS 3" OR LESS, USE STANDARD BOLTED CONNECTION SCHEDULE C.
BEAM WEB
PL PER SCHED C
GIRDER WEB OR
COL FLANGE
1 1
/2" C
LR
MIN
USE M
IN D
IMEN
SION
(2 3
/4" M
IN-6
" MAX)
30º-60º
CP
MIN 1
1/2
"
"A"
1'-6" MIN
3/16"
3/16"
BEAM PER PLAN
L3x3x5/16 EA SIDE
BEAM PER PLAN
NOTE:
JOIST ON OPPOSITE SIDE OF GIRDER.
NOT SHOWN FOR CLARITY.
NOTE:
1. AT WINDOWS, ANGLE LEGS CAN BE TURNED
UP OR DOWN AS REQUIRED FOR WINDOW
INSTALLATION.
2. WHERE JOINT IS NOT PERPENDICULAR BEVEL
END OF BEAM TO ALLOW FOR UNIFORM CAP
BETWEEN CONNECTION MEMBERS.
1/4
BEAM, ONE OR
BOTH SIDES PER PLAN
1/4
3/16
COL PER PLAN
L3 1/2x3 1/2x1/4 (L3 1/2x3 1/2x1/2 AT SIM)x COL
WIDTH (OR BEAM WIDTH WHICH EVER IS GREATER)
CTRD ABOVE & BELOW HSS
HSS BEAM CENTERED ON HSS COLUMN
HSS BEAM TO BEAM
3/16(3) SIDES
3/16
3 1/2"
1/2" CLR
L3 1/2x3 1/2x1/4 EA SIDE
(BENT PL OF EQUIVALENT
SIZE AT SKEWED CONN)
ORIENT AS NECESSARY
HSS BEAM PER PLAN
1" TY
P
3/16
WHERE
OCCURS
STIFF PL3/8 AT
HDRS SUPPORTING
VENEER
3/16
3/16
PL1/4 x LENGTH x COL WIDTH
+ 1" MIN CTRD ON HSS BEAM
BENT PL1/4 x (OR ANGLE)
x COL WIDTH + 1" MIN CTRD
BELOW HSS BEAM W/ STIFF PL3/8
4"
LENGTH
AT T&B
2" MIN
3/16
3/16(3) SIDES, TYP
WELDED CAP
PL1/4"
HSS BEAM OFF CENTER OF HSS COLUMN
HSS BEAM AT TOP OF COLUMN
1/2" CLR
3/16TYP
L3x3x3/8, TYP
L3x3x3/8, TYP
7/8" MAX
3/16
TO W BEAM
CL
MIN
4"
PL1/4 EA SIDE
3/16
3/16
(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
BEAM OVER COLUMNNOTES:
1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION.
2. AT INTERSECTING BEAMS USE FULL DEPTH SHEAR TAB PER 17/S-502.
3. BEARING PLATE WIDTH = BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1" MINIMUM.
4. AT SIM BEARING PLATE TO BE 1" WIDER THAN BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1" MIN
BEAM BELOW COLUMN
WHERE BEAM CONTINUOUSWHERE BEAM ENDS
3/16
3/16TYP
BEAM PER PLAN, TYP
"F"
"F" PER
TABLE 1,
TYP
3/16
3/16
(2) 3/4"Ø BOLTS
AT BEAM GAGE
(4) 3/4"Ø BOLTS AT
BEAM GAGE, TYP
STIFF PL3/8 EA SIDE PER
NOTES 1 & 2, TYP
COL PER PLAN, TYP
1 1/2"3"TYP
1 1/2"
CL COL &
STIFF PL
CL COL & STIFF PL CL COL & STIFF PL
1 1/2"
1 1/2"
1 1/2"
BRG PL TO MATCH FLANGE
NOMINAL THICKNESS LESS 1/8",
1/2" MIN THICKNESS, BRG PL
WIDTH PER NOTE 3, TYP
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 1/2"
1/2"
1 1/2"
1 1
/2"
TYP
1 1/2"
1 1
/2"
"t"
"t" PER
17/S-502
"t"
"t" PER
17/S-502
BEAM SPLICE
WHERE OCCURS
BOLTS AND THICKNESS
PER 17/S-502
L4x4x1/4 KICKER TIE
INTO DECK PER 11/S-501
3"
SHEAR TAB
EA SIDE
SHEAR PLATE THICKNESS
PER SCHED "A"
SIZE & QUANTITY OF
BOLTS PER SCHED "A"
WASHERS PER (NOTE 2)
BEAM PER PLAN
TYPICAL SHEAR PLATE CONNECTION
COL PER PLAN
TYP SHEAR PL CONN
BEAM PER PLAN, TYP
BEAM TO WIDE FLANGE COLUMN FLANGESHEAR PLATE INFORMATION PER
TYPICAL SHEAR PLATE CONNECTION.
CL COL CL COL
BEAM WHERE
OCCURS PER PLAN
COL CONTINUES AT SIM
CAP PL TO MATCH COL WALL
THICKNESS. CAP FLUSH W/ T/STL
WT STEM 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
BEAM TO BEAM CONNECTIONSHEAR PLATE INFORMATION PER
TYPICAL SHEAR PLATE CONNECTION.
COL PER PLAN
TYP SHEAR PL CONN
BEAM PER PLAN, TYP
CL COL
BEAM TO WIDE FLANGE COLUMN WEB - OPTION 1
(BEAM FITS INSIDE COLUMN)SHEAR PLATE INFORMATION PER
TYPICAL SHEAR PLATE CONNECTION.
CL COL
COL PER PLAN
TYP SHEAR PL CONN
BEAM PER PLAN, TYP
CROP CORNERS
1" MAX, TYP
STIFF PL3/8 T&B W/
CROPPED CORNERS TO
CLEAR COLUMN "k"
BEAM TO WIDE FLANGE COLUMN WEB - OPTION 2SHEAR PLATE INFORMATION PER
TYPICAL SHEAR PLATE CONNECTION.
CL COL & BEAM WT STEM THICKNESS
PER SCHED "A", TYP
USE KNIFE PL ALONG
GIRDER LINE
EDGE OF FLANGE SHALL
BE FLUSH W/ F/COL OR
OVERRUN AS REQD
CUT FLANGE TO PROVIDE
1/4" MIN FLAT BEYOND
TOE OF WELD
TYPICAL SECTION AT INTERIOR COLUMN
CL COL & BEAM
OMIT AT CORNER
NOTE:
ADDITIONAL INFORMATION PER TYPICAL SECTION.
TYPICAL SECTION AT CORNERS AND 3-SIDED CONDITIONS
CL COL
EDGE FLUSH W/ F/COL, MIN
SHEAR PL PER SCHED "A", TYP
FLANGE PL THICKNESS TO
BE TWICE THE SHEAR PL
THICKNESS
NOTE:
ADDITIONAL INFORMATION PER TYPICAL SECTION.
ALTERNATE SECTION WITH TEES BUILT-UP FROM PLATES
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 "WT" CONNECTORS USED WITH HSS COLUMNS. WHERE
"WT" 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 "WT" 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.
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 DEPTH
(9)
MAX SINGLE
COPE DEPTH
(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
BEAM WHERE OCCURS
PER PLAN
BEAM WHERE
OCCURS PER PLAN
t
t
t
t SCHED "A"
(NOTE 7)
t
tSCHED "A"
tSCHED "A"
t+1/16"
t+1/16""t" PER
SCHED "A"
TYP
TYP (NOTE 10)
TYP
(NOTE 10)
SCHED 'A' (NOTE 7)
FIELD WELDS (NOTE 8)
BEAM WHERE OCCURS
PER PLAN
TYP AT STIFF PL
TO COL WEB PER
TABLE 1
TYP AT STIFF PL
TO COL FLANGE
PER TABLE 1
2 1/2" AT KNIFE PL, TYP
3 1/2" AT WT, TYP (NOTE 4)
CL C
OL &
G
IRD
ER
SC
HE
D "A
"
"N" B
OLTS
@ 3
"OC
PE
R
F/SUPPORT (EMBED PL,
BEAM WEB, COL FLANGE
OR RETROFIT PL)
CL C
OL &
G
IRD
ER
BOLT Ø
2x
(NO
TE
5)
1 1
/2" TY
P
SC
HE
D "A
", T
YP
MA
X C
OP
E D
EP
TH
PE
R (N
OTE
9) &
3 1/2" MAX (NOTE 4)
2 1/2" MIN
t
TYP (3) SIDES WHEN
IS INDICATED ON PLAN
(PROVIDE KNIFE PL
CONNECTION AT COL)
NOTE:
PROVIDE FIELD WELDS "t" PER SCHEDULE AS
REQUIRED FOR CONNECTIONS AT EXISTING.
(2) #4 x "L"
EXCEPT
USE (1) #4 x "L"
WHERE T/WALL
AT T/BEAM
REINF, TYP
HAIRPIN
REINF, TYP
PLATE SIZE
PER SCHED
ADDED REINF
AT EMBED
ELEVATION
#4 x 24", TYP
BEAM PER PLAN
LENGTH
HALF STUD
PER PLAN
EDGE OF
CONC WHERE
OCCURS
BOLTED CONN
PER 17/S-502
WALL REINF NOT
SHOWN FOR CLARITY
BEAM
SIZE
PLATE SIZE
TxWxL (A36)REBAR L
NUMBER OF
SPACES "N"HAIRPIN L
NUMBER OF WHS
ANCHORS REQUIRED
CONNECTION
CAPACITY (ASD)
MIN WALL
THICKNESS
24" 18" 1PL3/8x10x0'-10"W8, W10 (4) 1/2"Ø x 5" 13k 8"
36" 24" 2PL1/2x10x1'-4"W12, W14 (6) 1/2"Ø x 5" 21k 8"
48" 30" 3PL1/2x10x1'-10"W16, W18 (8) 5/8"Ø x 6" 50k 8"
48" 36" 4PL5/8x10x2'-4"W21, W24 (10) 5/8"Ø x 6" 59k 10"
60" 48" 5PL5/8x10x2'-10"W27, W30 (12) 3/4"Ø x 8" 75k 10"
6"
1'-6"
2"
8"
"L"
2" 2"
10"
EMBED PLATE BOLTED BEAM CONNECTION SCHEDULE
ELE
VA
TIO
N 2"
T/PLATE=
T/STL
6"
TYP
1"
MIN1"
0'-6" M
IN
AS
RE
QD
BEAM PER PLAN
STIFF PL EA SIDE WEB
PER 9/S-502
HGR PER PLAN W/
WELDED END PL1/4
BEAM PER PLAN W/
CONN PER 17/S-502
WT8x33.5
L3x3x3/16 DIAG
BRACE, TYP IN
(2) DIRECTIONS
GUSSET PL3/8, TYP
TYP1"
3/16
3/16 4
3/16
3/16
1. DIAGONAL CONNECTION TO BEAM ABOVE WITH GUSSET PL3/8 OR TO JOIST
WITH CONNECTION PER 11/S-501.
2. KICKER SLOPE TO BE 1:1 OR AS REQUIRED TO MEET STEEL JOIST.
NOTE:
3/16TYP (4) SIDES
2-18
3/16 2-18TYP
T/STL
PER PLAN
L5x5x5/16 (LLH)
BEAM PER
PLAN, TYP
SIM CONDITION
1"
L4x4x1/4
1"
GRID
PLAN
PER
CONC OVER METAL
DECK PER PLAN
BEAM PER PLAN
T/SLAB
PER PLAN
L5x5x5/16
(L4x4x1/4 AT SIM)
GLAZING PER ARCH
BENT PL1/4x 6 1/2" W/
1/2"Ø x 24"
DBA @ 18"OC
3 1/2"
CLR
1"
PER PLAN
3/16 2-18
3/16 2-12
2-12
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
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DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
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2/16/18
CJL
JLP/ADH
17041-0193
S-502
FRAMING DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1" = 1'-0"1
TYPICAL COMPOSITE BEAM SHEAR STUD LAYOUT(05101) SCALE: 1" = 1'-0"
3SKEWED BOLTED BEAM CONNECTION
(05206) SCALE: 1" = 1'-0"5
WIDE FLANGE JOIST CONNECTION TO BEAM
SCALE: 1" = 1'-0"6
TYPICAL HSS BEAM CONNECTIONS(08001M) SCALE: 1" = 1'-0"
9BEAM TO HSS COLUMN CONNECTIONS
(05050)
SCALE: 1" = 1'-0"17
TYPICAL SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS(05201)
SCALE: 1" = 1'-0"4
TYPICAL EMBED PLATE BOLTED BEAM CONNECTION(05207)
SCALE: 1" = 1'-0"11
TYPICAL HANGER CONNECTION
SCALE: 1" = 1'-0"8
GLAZING SUPPORT AT WIND GIRTS
SCALE: 1" = 1'-0"16
GLAZING AT SLAB EDGE
REV DATE DESCRIPTION
T/ROUGH OPNG
B/LINTEL
T/SLAB
PER PLAN
T/STL
PER PLAN
STL STUDS PER PLAN
DEFLECTION TRACK
PER PLAN
FASTENERS PER 8/S-503
STUD PUNCHOUT
(1) #8 SCREW MIN EA
STUD FLANGE CTRD
IN SLOT, TYP
4"
1/2" MIN, TYP
3" MIN AT EDGE
OF CONC CL ROW OF FASTENERS
EDGE OF CONC WHERE
OCCURS PER PLAN
3/4
"
GA
P
CL FASTNER
1.5
x S
TU
D D
EP
TH
OR
10" M
IN
CL FASTNER
CL ROW OF FASTENERS
1 1/2" SLOT
STUD
PUNCHOUT
STL STUDS PER PLAN
(1) #10 SCREW EA
STUD FLANGE, TYP
(2) #10 SCREWS @ 12"OC TO COLD-FORMED STL,
(2) PAF @ 12"OC W/ 3/4" EMBED TO CONC,
(2) PAF @ 12"OC TO STL UNO ON SHEAR WALL SCHED
STUDS TO BE FULLY
SEATED AGAINST TRACK
(1/16" MAX GAP)
TRACK PER PLAN
NOTE: THIS DETAIL APPLIES TO TOP AND BOTTOM
TRACKS OF ALL STRUCTURAL STEEL STUD
WALLS UNO. AT NON-STRUCTURAL WALLS,
USE TOP DEFLECTION TRACK PER 3/S-503.
4"
MIN
3/4" MINCL ROW OF FASTNERS
1 1/2" MIN TYP,
3" MIN AT EDGE OF CONC
EDGE OF CONC WHERE
OCCURS PER PLAN
1.5
x S
TU
D
DE
PTH
OR
10" M
IN
CL ROW OF FASTNERS
PER ARCH
ROUGH OPENING WIDTH
OPENING
LINTEL ANGLE
PER SCHED
BRICK VENEER
PER ARCH
ELEVATION
BRICK VENEER PER ARCH
(ANCHORS NOT SHOWN
FOR CLARITY), TIES PER
STRUCT GEN NOTES
GWB SHTHG
WHERE OCCURS
STRUCTURAL WALL
PER PLAN
GALV 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" L4x4x1/4 L4x4x5/16 L4x4x7/16 L4x4x1/2
3'-0" L4x4x5/16 L4x4x3/8 L4x4x7/16 L4x4x5/8
6'-0" L4x4x3/8 L4x4x7/16 L4x4x5/8 L4x4x3/4
9'-0" L4x4x7/16 L4x4x1/2 L4x4x5/8 L6x4x3/4 (LLV)
BRG
2 1/2" MIN
MAX
1 1/2"
SE
CTIO
N
TYP
6' MIN
NOTE:REFERENCE 18/S-504 WHERE OPENINGS AND OR
VENEER HEIGHT IS GREATER THAN SCHEDULE
ALLOWS.
CLR
1"
2 1
/2"
3"
3 1
/2"
PL3/8 EA SIDE x COL
WIDTH W/ (2) 1/2"Ø A307
THRU-BOLTS W/ 1 1/2"
VERT SLOTTED HOLES
(INSTALL BOLTS AT
MIDDLE OF HOLE) STD
HOLES AT SIM
BEAM PER PLAN
COL PER PLAN
1/4
1/4
CONC OVER METAL DECK &
REINF PER PLAN
BEAM PER PLAN
TY
P
1 1
/2"
EQ EQ
BASE PL1/2 W/ (2) 1/2"Ø A36
THRD ROD W/ ADHESIVE,
EMBED 4"
TYP
3/16TYP
PLAN VIEW
SECTION AT SLAB EDGE
PLAN
VIEW
TY
P
1 1
/2"
1 1
/2"
EQ EQ
BASE PL1/2 W/ (2) 1/2"Ø A36
THRD ROD W/ ADHESIVE,
EMBED 4"
TYP
3/16TYP
PLAN VIEW AT OFFSET CONDITION1 1
/2"
3"
3/16TYP
BEAM PER PLAN
CONN PER 17/S-502
L3x3x1/4
JOIST PER PLAN
MFR TO INCLUDE
ADDL LOADS PER
PLAN IN JOIST
DESIGN
METAL DECK PER PLAN
T/STL PER PLAN
STL BEAM PER
PLAN
DEFLECTION TRACK
PER PLAN, ATTACH
PER 3/S-503
TYP WALL
STUDS PER PLAN
FLAT STRAP BRIDGING
PER PLAN & 4/S-503,
ATTACH PER 14/S-503
CLIP WEB, SCREW
FLANGES TO JAMB
STUD W/ (1) #10 SCREW
T&B EA END TYP
SILL PER SCHED
BOT TRACK PER
PLAN, ATTACH
PER 8/S-503
WIDTH PER ARCH
CLR OPNG
FULL HEIGHT KING
STUDS EA SIDE OPNG
PER SCHED. CONNECT
STUDS TOGETHER PER
9/S-503
(1) TRIMMER STUD
BELOW HDR TO MATCH
TYP WALL STUD
CONNECT HDR & SILL TO
JAMB STUDS W/ RCA225-
68 W/ (4) #10 SCREWS TO
STUD & HDR / SILL
HDR PER SCHED
SCW5.5 W/ (4) #10 SCREWS
TO KING STUD & (2) 0.157"Ø
PAF TO BASE, TYP AT TOP
RCA 225-68 W/ (4) #10
SCREWS TO KING STUD &
(4) 0.157"Øx1 1/4 PAF TO
BASE, TYP AT BOT
KING STUD SCHEDULE
(2) 800S162-54
CLR OPNG WIDTH (W) KING STUDS
W 8'-0"
NOTE:
1. TYPICAL STEEL WALL STUDS PER PLAN. CONTINUE
ABOVE AND BELOW OPENING.
2. AT BOXED BEAM HEADERS REFERENCE DETAIL 4/S-503
FOR ADDITIONAL INFORMATION.
3. WHERE A COLUMN FALLS WITHIN 8" FROM EDGE OF
ROUGH OPENING IT MAY BE USED IN LIEU OF REQUIRED
KING STUDS. CONNECT CLIP WITH (4) 0.157"Ø PAF TO
COLUMN.
800T250-68
HEADER
800T200-43
SILL
(2) 800S162-548'-0" W 12'-0" 800S162-54 BOXED 800T200-54
CMU WALL PER PLAN
TYP CONT HORIZ REINF
IN DBL BOND BEAM
CONC OVER METAL
DECK PER PLAN
CONT LEDGER PER PLAN
2"
DECK/SUPPORT
CONN PER PLAN
DECK SPAN PARALLEL TO WALL
DECK SPAN PERPENDICULAR TO WALL
CMU WALL PER PLAN
TYP CONT HORIZ REINF
IN DBL BOND BEAM
CONC OVER METAL
DECK PER PLAN
3/4"Ø TITEN HD'S @
24"OC EMBED 5 1/2" INTO
CMU (12"OC AT SIM)
CONT LEDGER PER PLAN
WHS PER 1/S5.02
@ 24"OC
DECK/SUPPORT
CONN PER PLAN
2"
T/STL
PER PLAN
T/STL
PER PLAN
3/4"Ø TITEN HD'S @
24"OC EMBED 5 1/2" INTO
CMU (12"OC AT SIM)NOTE:DO NOT INSTALL ANCHORS
WITHIN 1 1/2" OF HEAD
JOINT PER MANUFACTURER.
LEDGER PER PLAN W/ 5/8"Ø AB'S
@ 32"OC MAX W/ 6" EMBED
TYP CONT HORIZ REINF
IN DBL BOND BEAM
CMU WALL PER PLAN
METAL DECK PER PLAN
DECK/SUPPORT CONN
PER PLAN
TYP CONT HORIZ REINF
IN DBL BOND BEAM
CMU WALL PER PLAN
METAL DECK
PER PLAN
DECK/SUPPORT CONN
PER PLAN
LEDGER PER PLAN W/ 5/8"Ø
ANCHOR BOLTS @ 32"OC MAX
W/ 6" EMBED
DECK SPAN PARALLEL TO WALL
DECK SPAN PERPENDICULAR TO WALL
T/STL
PER PLAN
T/STL
PER PLAN
2 1
/2"
CMU WALL PER PLAN
METAL DECK
PER PLAN
T/STL
VARIES
BRG, TYP
2 1/2" MIN
PL1/4x6xCONT
W/ 1/2"Ø x 6"
WHS @ 32"OC
(2) #4 IN SLOPING
BOND BEAM
TYP CONT HORIZ REINF IN DBL
BOND BEAM AT FLR/ROOF LINE
GROUT SOLID AFTER
BEAM INSTALLATION
PL7/8x6x1'-0" W/
(2) 1/2"Ø x 6" WHS @ 8"OC
(CENTER WHS IN CELLS)
ADDL (4) #4 x 48" IN PARTIAL
BOND BEAM AT BEAM SEATS
(USE CORNER BARS AS REQD)
BEAM PER PLAN
CONC OVER METAL
DECK PER PLAN
(METAL DECK AT SIM)
CMU WALL PER PLAN
1/4 2 MIN
1/4 2 MIN
BRG
4" MIN
T/STL
PER PLAN
LEDGER BEYOND
PER PLAN
DE
PTH
1/2
BE
AM
2"
1/4 2
1/4 2
CMU WALL PER PLAN
(2) OR (3) BOND BEAMS AT ROOF
LINE, MAINTAIN MIN (1) BOND
BEAM BELOW EMBED PL
EMBED PL3/4x6x1'-0" W/
(2) 1/2"Ø x 6" WHS @ 8"OC
(CENTER WHS IN CELLS)
(PL3/4x9x1'-0" AT SIM)
TYP CONT HORIZ RENF
IN BOND BEAM AT
ROOF LINE
DRYPACK AFTER
JOIST INSTALLATION
JOIST PER PLAN
LEDGER BEYOND PER
PLAN & 7/S-503
METAL DECK
PER PLAN
T/STL
PER PLAN
T/WALL
PER PLANLd P
ER
13/S
-401
AT SIM PROVIDE #5 HAIRPIN W/ VERTS
IN 1ST CELLS ADJACENT TO PLATE.
B/HAIRPIN = T/OPNG BELOW
AIR SPACE
1 1/2" MIN
4 1/2"
MAX
STRUCT GENERAL NOTES
EMBED AS REQD PER
4" MAX
3 1/2" MIN
COVER
5/8" MIN
MORTAR1 1/2"
MIN
SECTION
BRICK VENEER
SUPPORTED
VERTICALLY
FROM BELOW
WIRE TIE OR SHEET
METAL ANCHOR PER
STRUCT GENERAL NOTES
(CONFIGURATION MAY
VARY FROM THAT SHOWN)
WIRE JOINT REINF
MECHANICALLY ATTACHED
TO ANCHOR
WOOD SHTHG OR GWB PER
ARCH, WHERE OCCURS
BACK-UP STRUCTURE
PER PLAN
SCREW ON PLATE
OR EQUAL PER
STRUCT GENERAL NOTES
(CONFIGURATION MAY
VARY FROM THE SHOWN)
FASTENERS PER STRUCT
GENERAL NOTES
ELEVATION
ADJUSTABLE 2-PIECE
ANCHORS PER STRUCT
GENERAL NOTES, TYP
W1.7 (.148"Ø) CONT WIRE
JOINT REINF MECHANICALLY
ATTACHED TO ALL ANCHORS
OPENING
TO OPNG EDGES, TYP
ADD ANCHORS AS REQD
TO MAINTAIN 8" MAX
.
TO OPNG EDGES, TYP
MAINTAIN 8" MAX
.
ANCHOR SPACING, TYP
24"OC MAX HORIZ
(12"O
C A
T R
OO
F P
AR
AP
ET)
16"O
C M
AX
VE
RT A
NC
HO
R S
PA
CIN
G
SE
CTIO
N
T150 x THICKNESS TO
MATCH JAMB STUDS,
LOCATE ON OPNG SIDE
(2) #10 SCREWS
@ 12"OC, TYP
WELDED OPTION SCREWED OPTION
NOTE:
STUD SIZE PER PLAN NOTES.
1-12
1-12
WHERE THIRD STUD IS REQD,
SCREW TO STUD PACK. SCREW
REQS PER THIS DETAIL
WHERE THIRD STUD IS REQD,
WELD TO STUD PACK. WELD
REQS PER THIS DETAIL
CMU WALL
PER PLAN
ADDL (2) #4 x 48" IN
PARTIAL BOND BEAM
AT 1ST COURSE
BELOW CONN
T/STL
PER PLAN
MAX
1/2" CLR
TYP BOND BEAM AT
ROOF LINE
LEDGER BEYOND PER 7/S-503
METAL DECK PER PLAN
BEAM PER PLAN
PL3/8x11x0'-11" W/ (4) 3/4"Ø TITEN
HD AT 9" GA EW EMBED 6" MIN IN
SOLID GROUTED CELL
PL1/4x3x0'-5" EA SIDE
3/16(3) SIDES, TYP
3/16TYP
STUDS PER PLAN
#10 SCREW @ 12"OC
THRU FLANGE OF
HDR MEMBER, TYP
#10 SCREWS
@ 12"OC
(STAGG) TYP
A-A
SE
CTIO
N
A-A
RCA225/68 W/ (4)
#10 SCREWS EA
LEG, TYP T&B
800T200-43 W/ (4) #10
SCREWS TO HDR EA
SIDE & (6) #10 SCREWS
TO JAMB STUD
HDR PER
17/S-503
JAMB STUDS
PER 17/S-503
(COL WHERE
OCCURS)
HDR STUDS PER
17/S-503
800T200-43 T&B
BEAM PER PLAN
CMU WALL PER PLAN
T/STL
PER PLAN
8"
#5 x 20'-0" EA
SIDE OF BEAM
METAL DECK
PEP PLAN
LEDGER PER PLAN &
7/S-503
TYP
PL1/2x4x0'-6" (LLV)
BEAM SEAT
PER 16/S-503
3/16
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
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B
C
D
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1 2 3 4 5 6
00.2016
2/16/18
CJL
JLP/ADH
17041-0193
S-503
FRAMING DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1" = 1'-0"3
TYPICAL NON-BEARING WALL TOP TRACK
ATTACHMENT TO CONCRETE SLAB OR METAL DECK(07003)
SCALE: 1" = 1'-0"8
TYPICAL BOTTOM TRACK DETAIL(07000)
SCALE: 1" = 1'-0"18
TYPICAL LOOSE BRICK VENEER LINTEL(08001M) SCALE: 1" = 1'-0"
19POST INSTALLED COLUMN CONNECTIONS SCALE: 1" = 1'-0"
20BEAM AT OWSJ CONNECTION
SCALE: 3/8" = 1'-0"17
TYPICAL EXTERIOR
NON-BEARING WALL ELEVATION
SCALE: 1" = 1'-0"11
CONCRETE OVER METAL DECK
TO CMU WALL CONNECTION
SCALE: 1" = 1'-0"7
METAL DECK TO CMU WALL CONNECTION
SCALE: 1" = 1'-0"1
CHANGE IN DECK DIRECTION AT CMU
SCALE: 1" = 1'-0"16
BEAM TO CMU WALL CONNECTION(04037)
SCALE: 1" = 1'-0"6
JOIST TO CMU WALL CONNECTION(4032M)
SCALE: 3" = 1'-0"14
TYPICAL BRICK VENEER ANCHORAGE(08000)
SCALE: 1 1/2" = 1'-0"9
TYPICAL JAMB STUD DETAIL(07103M)
SCALE: 1" = 1'-0"2
CANOPY AT CMU WALLSCALE: 1" = 1'-0"
4BOXED HEADER DETAIL
SCALE: 1" = 1'-0"10
DRAG AT CMU WALL
REV DATE DESCRIPTION
PER PLANLEVEL 1
PER PLANROOF
PER PLANLEVEL 2
HSS12x6x5/16 LLV
HSS8x6x1/4 LLH
HS
S3
x3x3
/16
HS
S3
x3x3
/16
HSS6x2x3/16 LLH
HSS12x6x5/16 LLV
HSS8x6x1/4 LLH
HS
S3
x3x3
/16
HS
S3
x3x3
/16
HSS6x2x3/16 LLH
CO
L P
ER
PLA
N
CO
L P
ER
PLA
N
BEAM PER
PLAN
BEAM PER
PLAN
S-504
18
S-504
19SIM
SIMS-504
18
S-504
19
S-504
19
T/STL
3'-3 1/2"
T/STL
7'-11"
T/STL
11'-1 1/2"
T/STL
17'-11 1/2"
T/STL
22'-7 1/2"
T/STL
25'-9 1/2"
B/OPNG
PER ARCH
S-504
19
CONC OVER METAL
DECK PER PLAN
BEAM PER PLAN
T/SLAB
PER PLAN
AR
CH
PE
R
PLAN
PER
3/16 2-12
3/16 2-12
3/16 2-12
GUARDRAIL PER ARCH
BENT PL1/4 W/
1/2"Ø x 18" DBA @ 18"OC
CLR
3/4
"
HSS12x2x3/16
6 1
/2"
BRG
3" MIN
BEAM PER
PLAN
METAL ROOF
DECK PER PLAN
PARAPET PER
1/S-501
T/PARAPET
PER ARCH
GRID
T/STL
PER PLAN
3/16 2-12
3/16 2-12
3/16 2-12
2-12
T/GLAZING
PER ARCH
3'-0" M
AX
L7x4x3/8xCONT
GLAZING PER ARCH
L3x3x3/16
LEDGER
BRACE BEAM
PER 11/S-501
BEAM PER PLAN
PER PLAN
T/PARAPET
PER ARCH
GRID
(HIGH)
VARIES
T/STL
(LOW)
PER PLAN
T/STL
CL ANGLE
1"
PARAPET STUB @ 6'-0"OC
PER 1/S-501
METAL DECK PER PLAN
METAL DECK
PER PLAN
L3x3x3/16xCONT
3/16
3/16 TYP PARAPET TO
ANGLE
BLKG PER 1/S-501
STIFF PL3/8 EA
SIDE AT EA
PARAPET STUB
BEAM PER PLAN
JOIST BEYOND
PER PLAN
BRACE BOT FLANGE
PER 11/S-501
3/16(3) SIDES, TYP
3/16
5/16TYP
L7x4x3/8x0'-6" W/ (2)
STIFF PL1/4 AT 4" GA
L7x4x3/8x0'-6"
COL PER PLAN
1/2"
T/STL
PER PLAN
T/STL
PER PLAN
BEAM PER PLAN
GRID
T/STL
PER PLAN
PER PLAN PER PLAN
BEAM PER PLAN
3/16 2-12
3/16 2-12
METAL DECK
PER PLAN
LEDGER PER
PLAN, TYP
GLAZING PER ARCH
MSSC4.25KW W/ (8) #
10 SCREWS TO STUD
600S137-43 @ 24"OC
3/8" REDUCED BODY
THRD STUD @ 24"OC
BRG PL PER CLIP MFR
GIRDER
PER PLAN
T/STL
STL STUD
PER PLAN
& 1/S501
W10x12 BLKG W/ (2)
3/4"Ø A325 BOLTS AT
BEAM GA @ 24"OC
BEAM
PER PLAN
BEAM PER PLAN
CONNECT TO GIRDER
W/ (4) 3/4"Ø A325 BOLTS
AT BEAM GA
METAL ROOF
DECK PER PLAN
T/STL
PER PLAN
METAL ROOF
DECK PER PLAN
SLOPE
PER ARCH
JOIST PER PLAN
(2) BOLT CONN
PER 17/S-502
BEAM PER PLANP
ER
PLA
N
HE
EL D
EP
TH
BLKG PER 1/S-501
GRID
HDR PER 17/S-504
COL PER 17/S-504 CONN
T&B PER 19/S-503 SIM
1/4
1/4
T/STL
PER17/S-504
B/OPNG
PER ARCH
STOREFRONT &
ATTACHMENT
PER ARCH, TYP
L3x3x1/4, TYP
L3x3x1/4, MITER
& BUTT WELD
CORNERS, TYP
VENEER PER ARCH
CONC STEMWALL &
REINF PER PLAN
(CONC OVER METAL
DECK AT LEVEL 2)
SOG & REINF
PER PLAN
L3x3x1/4xCONT
1'-10" MAX
PER ARCH
GRID
NO STOREFRONT
AT SIM
VENEER PER ARCH
CONC STEMWALL &
REINF PER PLAN
(CONC OVER METAL
DECK AT LEVEL 2 PER
7/S-501 & 17/S-501)
SOG & REINF
PER PLAN
SILL PER 17/S-504
PER ARCH
B/VENEER
PER ARCH
T/STL
PER17/S-504
T/STL
PER17/S-504
STOREFRONT & ATTACHMENT
PER ARCH, TYP
GALV 6x4x5/16xCONT (NO
LEDGER THIS LOCATION AT SIM)
HSS3x2x1/4xAS REQD
(LLV) @ 24"OC
VENEER PER ARCH
HDR PER 17/S-504 CONN
TO COL PER 6/S-502 TYP,
USE REINF ANGLE
1/4
1/4
WALL FRAMING
PER PLAN, TYP
T/STL
PER17/S-504
VENEER LEDGER AT SIMHDR PER 17/S-504
1"
1" FROM MAS TO ANGLE
BLKG PER ARCH, TYP
METAL ROOF
DECK PER PLAN
PARAPET PER
1/S-501
T/PARAPET
PER ARCH
T/STL
PER PLAN3/16 2
3/16 2TYP
BRACE BEAM
PER 11/S-501
BEAM PER PLAN BEAM PER PLAN
L2 1/2x2 1/2x3/16 AT
EA PARAPET STUBGLAZING PER ARCH
1"
1"
3/16 3
3TYP
L4x4x1/4
@ 8'-0"OC
3/16 3
3/16 3
METAL DECK PER PLAN
L2 1/2x2 1/2x3/16
JOIST PER PLAN
T/CURTAIN
PER ARCH
3/16TYP
L3x3x3/16
GYM CURTAIN
HGR BY OTHERS
3/16 3
3/16 3TYP
NOTE:
ADDITIONAL LOADING ON JOISTS PER PLAN.
METAL DECK &
ATTACH PER PLAN
BEAM PER PLAN CONN
EA END PER 20/S-504
T/STL
PER ARCH
T/STL
PER ARCH
L4x4x5/16 x COL WIDTH, TYP
HSS6x4X3/16 (LLH) W/ 3/16"
END CAPS & SEAL WELDS
1/2" MAX GAP AT ENDS, TYP
POST PER PLAN
5/16
3/16
3/16TYP
C4x4.5 MID-WAY BTWN
POSTS WHERE POST
SPACING EXCEEDS 6'-0"
SHEAR PL1/4, T&B TYP(2) 1/2"6 THRU-BOLTS, TYP
C LC L
TY
P
1 1
/2"
TY
P
3"
TY
P
1 1
/2"
MA
X
1/2
"
1'-0" M
AX
9'-0" M
AX
NOTE:
TYP HSS GIRT TO POST CONNECTION
UNLESS NOTED OTHERWISE PER PLAN.
B/DECK
PER PLAN
HSS PER PLAN W/
WELDED CAP PL3/16
(LOCATE PER PLAN)
BENT PL3/8, TYP T&B
(OR L6x4x3/8 (LLH) AT
CONTRACTORS OPTION)
HSS7x7x3/8x1'-0" SLEEVE OMIT
& WELD BENT PL TO POST AT
CONTRACTORS OPTION
MEMBER & CONN INFO
PER 14/S-504, TYP
METAL DECK PER PLAN
OWSJ PER PLAN
1/8(2) OPP SIDES
SEAL
C L
4"
2"
HSS PER PLAN
1/8 2TYP T&B
TYP
SE
CTIO
N
SECTIONSCALE : NTS
WL = 4800#
(ASD)
WL = 4800#
(ASD)
BRIDGING WHERE REQD
PER OWSJ MFR
MAX
1/2"METAL DECK &
ATTACH PER PLAN
BEAM PER PLANL6x6x3/8 x 1'-0"
JOIST PER PLAN
3/16
3/16
3/16
1,000# (ASD)
T/CMU
PER PLAN
BEAM PER PLAN
CMU WALL
PER PLAN
CMU WALL BEYOND
BEAM SEAT
PER 16/S-503
SCREEN WALL POST &
BEAM PER PLAN BASE PL
& CONN PER 13/S-504
FULL DEPTH STIFF PL
EA SIDE PER 9/S-502
METAL DECK PER PLAN
WELD BP TO
BEAM PER
13/S-504
12"OC
NOTE:
FOR ADDITIONAL INFORMATION REFERENCE 14/S-504.
SCREEN WALL COL & BEAM PER PLAN
METAL DECK PER PLAN (DECK
DIRECTION VARIES PER PLAN)
L4x4x1/4, CONN EA END PER 11/S-501
FULL DEPTH STIFF PL
EA SIDE PER 9/S-502
BEAM PER PLAN
1/4
NOTE:
FOR ADDITIONAL INFORMATION REFERENCE 14/S-504.
1/4
PL1/2x7x0'-7"
EVERY LOW RIB
MAX
1/2"
L4x4x1/4 EA SIDE OF SCREEN WALL POST
1"
3/16
2 MIN
1
CMU WALL
PER PLAN
BEAM SEAT
PER 16/S-503
4"
JOIST PER
PLAN
T/STL
VARIES
T/STL
VARIES
LEDGER PER PLAN
& 7/S-503, TYP
METAL DECK
PER PLAN
BEAM PER
PLAN
3/16TYP
3/16TYP
3/16TYP
SLOT AT BEAM
AT EVERY LOW
RIB
PL1/4x4x1'-6" CTRD OVER JOIST
L4x4x1/4x0'-4"
SEAT, TYP
HSS3x3x3/16 FOR
(2) JOIST BAYS
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
2/16/18
Checker
JLP/ADH
17041-0193
S-504
FRAMING DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1/8" = 1'-0"17
TYPICAL ELEVATION
AT CLASSROOM WINDOWS
SCALE: 1" = 1'-0"5
DECK EDGE AT OVERLOOKSCALE: 1" = 1'-0"
4PARAPET AT GRID H
SCALE: 1" = 1'-0"3
HIGH / LOW PARAPET
SCALE: 1" = 1'-0"7
STAIR CANOPY
BEAM TO COLUMN
SCALE: 1" = 1'-0"2
HSS TO TOP OF WIDE FLANGE
SCALE: 1" = 1'-0"8
CANOPY AT STAIR 1SCALE: 1" = 1'-0"
9BEAM TO GIRDER AT K 1
SCALE: 1" = 1'-0"1
COPED ROOF BEAMS
SCALE: 1" = 1'-0"18
TYPICAL CLASSROOM BAY WINDOW SECTIONSCALE: 1" = 1'-0"
19TYPICAL CLASSROOM WINDOW SECTION
SCALE: 1" = 1'-0"10
PARAPET AT DOUBLE BEAMSCALE: 1" = 1'-0"
6GYM DIVIDER CURTAIN SUPPORT
SCALE: 1" = 1'-0"14
SCREEN WALL SECTIONSCALE: 1" = 1'-0"
15SCREEN WALL SUPPORT AT JOIST
SCALE: 1" = 1'-0"20
HSS BEAM TO JOIST CONNECTION
SCALE: 1" = 1'-0"12
SCREEN WALL POST AT CMU WALLSCALE: 1" = 1'-0"
13SCREEN WALL POST TO WF BEAM
SCALE: 1" = 1'-0"16
DRAG AT PHASING LINE
REV DATE DESCRIPTION
BEAM PER PLAN
CMU WALL PER PLAN
T/STL
PER PLAN
#5 x 20'-0" EA
SIDE OF BEAM
METAL DECK
PEP PLAN
LEDGER PER PLAN &
7/S-503
PL3/8x7x1'-4"
#6 x 20'-0" AT EA
EMBED DOWEL (6)
TOTAL (#8 AT SIM)
6"
6"
13/S-401
LAP PER
PL3/8 W/ BOLTS &
SIZE PER 17/S-502
DRAG LINE WELD
PER PLAN
PL1/2x4x1'-4"
6
6TYP
1/4
1/4
(3) ROWS OF (2) #6
x 5'-0" A706
DOWELS (#8 x 6'-0"
AT SIM)
BEAM PER PLAN
DEFLECTION TRACK PER
PLAN & 3/S-503, TYP
TRACK PER 17/S-401 &
CONN PER 8/S-503,TYP
STL SUTD PER 17/S-401, TYP
STL STUD PER 17/S-401, TYP
L6x4x5/16 (LLH) TYP
CONT PAST F/COL
BEYOND FOR STL
STUD SUPPORT
2-12
2-12TYP
PILASTER PER
PLAN & REINF
CMU WALL &
REINF PER PLAN
GRID
VENEER PER ARCH
HSS6x6x1/4 W/ CONN
TO COL PER 6/S-502
1
1
WT5x7.5x0'-8"
L3 1/2x3 1/2x1/4 CONN
ABOVE PER 11/S-501
HSS4x4x3/16 @ 8'-0"OC
CONN TO BEAM ABOVE
PER 11/S-5023/16 3
3/16 3
1"
TO BENT PL
1" FROM MAS
T/STL
25'-9"
GALV BENT PL3/8x
W/ ATTACHMENT &
SUPPORT PER 19/S-504
8 1
/2"
4 1/4"
ATTACHMENT TO BEAM
BY SOFFIT VENEER
SYSTEM SUPPLIER
BIDDER DESIGNED
SOFFIT VENEER SYSTEM
INFILL W/ STL
STUDS PER PLAN
4"
1 1
/2"
3" TY
P
1/2"
3/16BENT PL3/8
BEAM PER PLAN, TYP
BOLTS PER 17/S-502,
NO SLOTTED HOLES
ALLOWED
PLAN
PLAN
1 1/2"
2 1/2"
METAL DECK
PER PLAN
L3x3x3/16
GLAZING PER ARCH
T/STL
PER PLAN
BEAM PER PLAN
3/16 2-12
S-504
8
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
02/14/18
CJL
JLP
17041-0193
S-505
FRAMING DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1" = 1'-0"20
DRAG AT CMU WALL
SCALE: 1" = 1'-0"5
STEEL STUDS AT CANOPY BEAM
SCALE: 1" = 1'-0"19
PILASTER REINFORCING
SCALE: 1" = 1'-0"14
VENEER AT ALCOVE
SCALE: 1" = 1'-0"4
END CONNECTION AT SKEWED BEAM
SCALE: 1" = 1'-0"10
CANOPY AT STOREFRONT
REV DATE DESCRIPTION
6.1
5.1
B A
2'-0"Wx12"DP CONT FTG
W/ (3) #4B
T/FTG = -0'-6"
1'-0"
S-701
15
HSS4x4x3/16
4'-3"
9 5
/8"
6.1
5.1
B A
S-504
5
5"
W14x22
S-701
20
S-701
10
HSS12x2x5/16
HSS12x2x5/16
HSS12x2x5/16
HSS12x2x5/16
HS
S12x2x5/1
6
2 1/2" CONC W/ 6x6
W2.9xW2.9 WWF OVER 1
1/2"DPx20GA (B) GALV
COMPOSITE METAL DECK (4"
TOTAL DEPTH)
PER PLAN NOTES
T/SLAB = PER ARCH
HS
S7x7x5/1
6
CONC OVER METAL
DECK PER PLAN
L3x3x1/4
12GA CONC TREAD FORMS
W/ PERFORATED RISER PER
ARCH
STRINGER PER PLAN
MID LANDING BEAM PER PLAN
1/8 2
RISER TO
STRINGER
1/8 3-12
1/8 1 1/2
1/8 1 1/2 TREAD TO
STRINGER
AR
CH
PE
R
FLR FINISH PER ARCH
CAP PL3/4
RADIUS TO MATCH
EDGE BEAM BEYOND
3/16 2-12
3/16 2-12
TREAD PER
ARCH
1/4
1/4
CJP
5
S-701
T/SLAB
PER PLAN
PE
R P
LA
N
PER PLAN
1 1/2" 1 1/2"
3/16
SOG PER PLAN
CAP PL3/16
CAP PL1/2
STRINGER PER PLAN
REF 20/S-702 FOR
TREADS & RISERS
POUR BACK PER
7/S-401
TYP
1/4"
BP1/2 W/ (4) 3/4"Ø
SIMPSON STRONG-BOLT
2 EMBED 6" AT 3" GA
T/FTG
PER PLAN
PL3/8 TYP (4) SIDES
REINF PER PLAN
CLR
3"
AR
CH
PE
R
CONC OVER METAL
DECK PER PLAN
CL BEAM
BENT PL3/16 x
12GA CONC TREAD FORMS
W/ PERFORATED RISER
WHERE OCCURS PER ARCH
STRINGER PER PLAN
BEAM PER PLAN
1/8 3-12TYP
1/8 1TYP
1/8 1 1/2
1/8 1 1/2 TREAD TO
STRINGER
CP TYP T&B
FLANGE
1-12
T/SLAB
PER PLAN
CAP PL3/16
AR
CH
PE
R
STIFF PL3/8
3/16
6 1
/2"
3"
1/4TYP
1/4TYP
HSS12x2x3/16
EDGE BEAM
MID LANDING
BEAM PER PLANSTRINGER PER PLAN
These drawings are sufficiently complete for submission to the jurisdiction having authority for permit. The Contractor shall not use these
drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority and DCI Engineers.
FOR PERMIT
© Copyright D'Amato Conversano Inc. All Rights ReservedThis document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use.
www.dci-engineers.comCIVIL / STRUCTURAL
707 W 2nd AvenueSpokane, Washington 99201P: (509) 455-4448
®
SHEET OF
DATE
CHECKED
DRAWN
PROJ. NO.
ALSC ARCHITECTS, P.S.C
A
B
C
D
2 3 4 5 61
A
B
C
D
E
1 2 3 4 5 6
00.2016
02/14/18
CJL
JLP
17041-0193
S-701
STAIR FRAMINGPLANS & DETAILS
AMISTAD
ELEMENTARY
KENNEWICK
SD
PERMIT SET
SCALE: 1/4" = 1'-0"2
STAIR FOUNDATION PLAN - AREA 100
SCALE: 1/4" = 1'-0"12
STAIR FRAMING - AREA 100
SCALE: 1" = 1'-0"10
STRINGER AT MID LANDING BEAM(05611A)
SCALE: 3/4" = 1'-0"15
STAIRS AT BASE
SCALE: 1" = 1'-0"20
STRINGER AT UPPER LANDING(05611A)
SCALE: 1" = 1'-0"5
EDGE BEAM AT MID LANDING BEAM
REV DATE DESCRIPTION