HomeMy WebLinkAboutFOUNDATION PLANS - 22-00611 - EVO Automation - New Commercial1
1 2 3 4 5 6
110' - 0" OUT -T -OUT OF STEEL
7
25'-0" 1 16'-9" I IT -3" 1 13'-3« 1 16'-9" I 25'-0" •1
15'- 101 /2" 13'- 3" 13'- 30 15' - 101 /2" 23'- 8" V- 4"
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101/2" 10 101/2"
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151-0" 15'-0" 15'-01, 15,-0" 23'-8" 1'-4"
25'- 0" 3 _ 0" 3 -0. 01 25' 0"
110' - 0" OUT -TI -OUT OF STEEL
7 01
1 2 4 6
FOUNDATION PLAN 7
CONCRETE FOOTING SCHEDULE
MARK
DEPTH
WIDTH
LENGTH
T
TOP OF FTG.
'ELEVATION
REINFORCEMENT
REMARKS
LONGITUDINAL
TRANSVERSE
F16 10"
V-4"
CONT
SEE PLAN
2 - #4
3 3/4"
7 1/2"
F2.5 10"
2'-6"
2'-6"
SEE PLAN
3 - #4
3 - #4
6"
F3.5 1z,
3'-6"
3'-6"
SEE PLAN
5-#4
5 - #4
2 MATTS
F5.0 12"
5'-0"
5'-0"
SEE PLAN
7-#4
7 - #4
2 MATTS
F7.5 16"
T-6"
7'-6"
SEE PLAN
13 - #4
13 - #4
2 MATTS
F9.5 18"
9'-6"
9'-6"
SEE PLAN
19-#4
19 - #4
2 MATTS
BOLT
EMBED
MATERIAL '
0
het
LENGTH(
3/4"
16"
A36 / F1554 GRADE 36
1"
20"
A36/F1554 GRADE 36
0
F
O
W*_
a im
a
d
t
HEAVY HEX HEAD
1/8" =1'-0"
NOTES_
1. ANCHOR BOLTS MUST BE CAST IN CONCRETE. WET -SETTING OR POST -INSTALLING ANCHORS is NOT ALLOWED.
2. IT IS RECOMMENDED THAT ANCHOR BOLTS BE SET WITH TEMPLATES.
3. TOTAL LENGTH OF ANCHOR BOLT a EMBED DEPTH PLUS PROJECTION (SEE STEEL BUILDING PLAN).
STANDARD HQOK DETAILS
REBAR LAP SPLICE
SCHEDULE
(GRADE 60)
BAR SIZE
min. f'c = 3000 PSI
NP. SPLICES
NO. DIA.
LENGTH(
4 0.500
22"
5 0.625
28"
6 0.750
33"
90° HOOK DIMMENSIONS
{GRADE 60)
BAR SIZE
A
D
LE
#3
6"
21/4"
4.5"
#4
8"
3"
6"
#5
10"
3 3/4"
7 1/2"
#6
1'-0"
41/2"
9"
GENERAL STRUCTURAL NOTE S(STEELBUILDINGONLY)
BAR SIZE
A. CODES AND SPECIFICATIONS
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1. International Building Code (IBC) - 2018 Edition
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2. ACI 318-14 Building Code Requirements for Reinforced Concrete
6"
B. DESIGN LOADS
2 1/4"
1. Design loads provided by others.
#4
2. footing and pier sizes based on steel building reactions provided by steel building
4"
manufacturer.
2 1/2"
C. FOOTING & PIERS
7"
1. Bearing pressure taken as 2000 PSF for column and wall footings, based on a sandy
3 3/4"
gravel and/or gravel (Table 1806.2, Class of Materials #4). Notify Engineer if conditions
#6
encountered are different.
6"
2. Bear footing on same type of undisturbed soil or rock throughout the entire structure.
3"
D. MATERIALS
DETERMINE THE TEMPERATURE OF
1. Concrete fc- (28 days) Figs & Walls 3500 PSI Exposure Class = F1 Air Content 5%
Slabs 4500 PSI Exposure Class = F2 Air Content 6%
Max Water -Cement Ratio 0.55
Max Aggregrate size 3/4"
2, Reinforcing Steel (Rebar) ASTM A615 -Grade 60
3. Anchor Botts A36 /F1554 GRADE 36
E. REINFORCED CONCRETE
1. Concrete shall be of ready mix type conforming to ASTM C94.
2. Portland Cement to comply with ASTM 0150
3. Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is
expected to drop below 40" F for 3 or more successive days. Place no concrete against
frozen earth.
4. Comply with ACI 305 Hot Weather Concrete Standards.
5. Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214).
6. Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
7. All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
8. No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid -height of the slabs and shall have an O.D. less than one-third the slab
thickness.
F. REINFORCING STEEL
1. All detailing, fabrication and placing of reinforcing bars shall conform to the AGI Manual
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
2. Provide comer bars at all intersecting comers. use same size bar and spacing as
horizontal wall reinforcement.
E
3. Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
8
See schedule.
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4. All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
5. All vertical reinforcement in columns and walls shall be doweled from the footing or
structure below with rebar of the same size and spacing as required above.
6. Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318).
°
7. Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
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the Engineer.
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8. All reinforcement to be supported
in the forms and spaced with wire or plastic bar
d
supports conforming to requirements
of the ACI Manual of Standard Practice for detailing
o:
reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on
y
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
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of Standard Practice.
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G. MISCELLANEOUS NOTES
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1. Orient pier details to match building layout.
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2. Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout.
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3. Contractor to verify all dimensions with steel building manufacturer before construction
begins. Steel building dimensions have precedence.
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4. Do not scale drawings.
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5. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION
OF ENGINEER.
6.. Details are representations/ depictions only. Follow written callouts.
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SPECIAL INSPECTIONS
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1. in addition to inspections required by the building official, the owner shall employ
special inspectors per IBC chapter 17
to provide special inspections during construction on the types of work listed in this
a
section.
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2. The special inspector shall be a qualified person who shall demonstrate competence to
the satisfaction of the building official, for inspection of the particular type of construction
or operation requiring special inspection.
3. The contractor shall provide adequate notice to the special inspector and provide
adequate access to work requiring special inspection.
4. Special inspectors shall keep records of special inspections and shall furnish inspection
reports to the owner, engineer of record, contractor, building official, and other designated
persons. Discrepancies shall be brought to the immediate attention of the contractor for
correction. If the discrepancies are not corrected they shall be brought to the attention of
the contractor for correction. If the discrepancies are not corrected they shall be brought to
the attention of the engineer and building official. Special inspections shall submit final
reports documenting special
inspections and corrections of any discrepancies.
5. Continuous special inspection
shall be the full- time observation of work by the special
inspector who is present in the area where the work is being performed. Periodic special
inspection shall be the part- time or intermittent observation of work by the special
inspector who is present in the area where the work has been or is being performed and
at the completion of the work.
6. The types of work to be continuously or periodically inspected by the special Inspector
per IBC 1704 include the following:
1800 HOOK DIM MENSIONS
(GRADE 60)
BAR SIZE
A
J
D
LE
#3
6"
3"
2 1/4"
2 1/2"
#4
6"
4"
3"
2 1/2"
#5
7"
5"
3 3/4"
2 1/2"
#6
8"
6"
4 1/2"
3"
a
LE
CONCRETE (PIERS ONLY)
CONT.
PERIODIC
1 • REINFORCING STEEL AND PLACEMENT
X
2. BOLTS TO BE INSTALLED IN CONCRETE
X
PRIOR TO AND DURING PLACEMENT
3. VERIFY USE OF REQUIRED DESIGN MIX
X
4, PRIOR TO CONCRETE PLACEMENT,
X
FABRICATE SPECIMENS FOR
STRENGTH TESTS, PERFORM SLUMP
AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF
THE CONCRETE.
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#3 TIES @ 10" O.C. (6) #4 VERT
1 112" CLR A
(TYP.) (TRIPLE @ A.B. ) —
WITHIN TOP 5-
•
GRADE BEAM REINF �"
CONT THRU PIER #3 TIES @ 10" O.C.
(TRIPLE @ A.B. `
WITHIN TOP 5") 1 1/2" CLR (10) #5 VERT
(TYP.)
#3 TIES @ 10" O.C. j ' - (6) #4 VERT GRADE BEAM REIN
(TRIPLE @ A.B. i CONT THRU PIER
WITHIN TOP 5_.�:____
(10) #5 VERT (10) #5 VERT • (TRIPLE @ A.B..C.
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I SECTION B -B
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REF TO STEEL
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DRAWINGS 8 8Le DRAWINGS 8• L. 8'
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SEE SECTION 1/S3 " PIER 11
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REF TO STEEL REF TO STEEL E
EQ EQ DRAWINGS DRAWINGS EQ EQ
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(TRIPLE @ A -B. WITHIN TOP 5")
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1 DRAWINGS GRADE BEAM REINFZ .
CONT THRU PIER
SECTION A -A SECTION B -B U
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01-8" 0' . 6 1' $"
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ANCHOR BOLTS REF TO STEEL REF TO STEEL
DRAWINGS
REF TO STEEL DRAWINGS
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10' - 8" o'- 6" SECTION A -A
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6• 6• 6• 6• 6
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(TYP) (TYP)
-
#3 TIES @ 10" O.C. 1 1/2" CLR. 1 1/2" CLR (10) #5 VERT (TRIPLE @ AB..C-
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CONTTHRU PIER 5 RT
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(10) # VE
REF TO STEEL REF TO STEEL
DRAWINGS DRAWINGS _ Y�
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GRADE BEAM REINF GRADE BEAM REINF
CONT THRU PIER ( CONT THRU PIER
SECTION B -B SECTION A -A SECTION $ -B SECTION A -A
SECTION B -B PIER 3 SECTION B -B
secTloN B -B
PIER 5 PIER 4 0 PIER 2 0
SEE SECTION 1/S3 SEE SECTION 1/S3 SEE SECTION 1163 PIER 1
SEE SECTION 1/S3 SEE SECTION 1/S3
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CONT THRU PIER #3 TIES @ 10" O.C.
(TRIPLE @ A.B. `
WITHIN TOP 5") 1 1/2" CLR (10) #5 VERT
(TYP.)
#3 TIES @ 10" O.C. j ' - (6) #4 VERT GRADE BEAM REIN
(TRIPLE @ A.B. i CONT THRU PIER
WITHIN TOP 5_.�:____
(10) #5 VERT (10) #5 VERT • (TRIPLE @ A.B..C.
-✓ i
jWITHIN TOP 5")
I SECTION B -B
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SECTION B -B r ` SECTION D D
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SECTION B -B % `c� SECTION B -B ANCHOR BOLTS
REF TO STEEL
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coc 0 0
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0 0 A 0 0 ,01 e
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ANCHOR BOLTS 10 1!2" `r 0 0 ANCHOR BOLTS 10112" N ^
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DRAWINGS 8 8Le DRAWINGS 8• L. 8'
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10 10 10
2 1/2" 21/2"
EQ EQ _ _ _ — _-_
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ca o 0 1' -8"01 e- a o N
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SEE SECTION 1/S3 " PIER 11
tO SECTION C -C `D 2'- 4"
ANCHOR BOLTS ANCHOR BOLTS SEE SECTION 1/S3
REF TO STEEL REF TO STEEL E
EQ EQ DRAWINGS DRAWINGS EQ EQ
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SEE SECTION 2/S3 SIM °
1, . 2„
SECTION A -A SECTION A -A10
6" 8"
PIER $ PIER 10 0
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1 1/2" CLR $
(TYP) d
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GRADE BEAM REINF @ w
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CONT THRU PIER Z
1 1/2" CLR. ¢
#3 TIES @ 10" O.C. (TYP) (TRIPLE @ A.B.
(TRIPLE @ A -B. WITHIN TOP 5")
WITHIN TOP 5") ANCHOR BOLTS (6) #4 VERT o
SECTION B -B REF TO STEEL
1 DRAWINGS GRADE BEAM REINFZ .
CONT THRU PIER
SECTION A -A SECTION B -B U
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PIER 12 >
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2'-4-
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01-8" 0' . 6 1' $"
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ANCHOR BOLTS 01EQ EQ ANCHOR BOLTS
ANCHOR BOLTS REF TO STEEL REF TO STEEL
DRAWINGS
REF TO STEEL DRAWINGS
DRAWINGS
10' - 8" o'- 6" SECTION A -A
°D
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6• 6• 6• 6• 6
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(TYP) (TYP)
-
#3 TIES @ 10" O.C. 1 1/2" CLR. 1 1/2" CLR (10) #5 VERT (TRIPLE @ AB..C-
(TRIPLE @ A.B. (TYP) (TYP.) I z WITHIN TOP 5")
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WITHIN TOP 5") WITHIN TOP 5") (6) #4 VERT GRADE BEAM REINF (TYP.)
CONTTHRU PIER 5 RT
(6) #4 VERT
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(10) # VE
REF TO STEEL REF TO STEEL
DRAWINGS DRAWINGS _ Y�
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GRADE BEAM REINF GRADE BEAM REINF
CONT THRU PIER ( CONT THRU PIER
SECTION B -B SECTION A -A SECTION $ -B SECTION A -A
SECTION B -B PIER 3 SECTION B -B
secTloN B -B
PIER 5 PIER 4 0 PIER 2 0
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PROJECT NO.
221327
SHEET NO.
S2
OF
FIVE
SEE NOTES FOR
REINF AROUND
FTG OPENING
NO PIPE
THRU FTG
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NO PIPE
`v i THRU FTG
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CONC. FILL TO BE SAME CONIC. FILL TO BE IN PLACE
IDTyy* H� BEFORE FTG. IS POURED IF PIPE OR DUCT INTERFERES
WITH FOOTING AND PIPE OR
DUCT CANNOT BE DROPPED,
PERPENDICULAR TO FOUNDATION CONTACT THE ENGINEER
1'-6" MIN. BACK
FILL
II I II � fl
TRENCH
z
g PIPE OR
is DUCT
III — —
lfl NO EXCAVATIONIII—III
BELOW THIS LINE 6
12
PARALLEL TO FOUNDATION
9 SECTION
S3 DO NOT SCALE
1' 0"
1 1/2" CLR. 8" CONCRETE WALL
(TYP) W/ #4 @ 18" O.C. E.W.
12" SO CONCRETE PIER "`•� •a'
W/4-#4 VERT. DOWELS c
TO FTG. BELOW &
#3 TIES @ 12" O.C.
SECTION E -E
6" MIN.
STEEL BUILDING
BY OTHERS
WOOD COLUMN
(SEE FRAMING PLAN) WALL SHEATHING
(SEE NAILING SCHED.)
2x4 STUD WALL
SG I W/ STUDS @ 16" O.C.
SIMPSON TTEEEL BUILDIN1/2"0 ANCHOR BOLTS
COL. BASE @ 4'-0" O.C.
T.O:WALL ra
CONIC. SLAB
ON GRADE
I`° 2'-0"MIN.
I *11TNM
T.O.SLAB
1i) " EMOLDED
(SEE PLANFILLER
E E #4 REBAR @ 2'-0" O.C.
W/ 4" MIN. EMBED INTO WALL
OR
COMPACT BACK FILL MATERAIL
TO 95°/. STANDARD PROCTOR
i"� GRADE BEAM WALL
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IN IN
SEE PLAN ALTERNATE
HOOK DIRECTION
H SECTION
S3 DO NOT SCALE
WOOD COLUMN
(SEE FRAMING PLAN)
SIMPSON ABU
COL. BASE
so
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DO NOT SCALE
1-1/2" CLR.
12" SO CONCRETE PIER
W/4-#4 VERT. DOWELS
TO FTG. BELOW &
#3 TIES @ 12" O.C.
SECTION A -A
/— GRADE
to
2x WOOD STUD WALL
(SEE FRAMING PLAN)
1/2"0 ANCHOR BOLTS
@ 4'-0" O.C. WALL SHEATHING
(SEE NAILING SCHED)
2x PRESSURE
TREATED SILL PLATE
CONCRETE SLAB
ON GRADE
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WALL SHEATHING
(SEE NAILING SCHED.)
2x4 STUD WALL
STEEL BUILDING W/ STUDS @ 16" O.C.
1/2" PREMOLDED
JOINT FILLER
T.O.WALL 1/2"0 ANCHOR BOLTS
101'-0" @ 4'-0" O.C.
8" CONCRETE WALL CONIC. SLAB
2'
W/ #4 @ 18" O.C. ON GRADEMIN
EAC
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H WAY T. SLAB
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Z! a SEE PLAN
#4 REBAR @ 2'-0" O.C.
ALTERNATE W/ 4" MIN. EMBED INTO WALL
HOOK DIRECTION OR
COMPACT BACK FILL MATERAIL
TO 950/6 STANDARD PROCTOR
M
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SEE PLAN
NO STUD WALL @ SIM SECTION
5 SECTION
S3 DO NOT SCALE
1/2" PREMOLDED
JOINT FILLER
T.O.WALL
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ON GRADE
6" CONCRETE WALL"
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EACH WAY _.1 �T.O.SLAB
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HOOK DIRECTIONOR
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CL
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4 SECTION
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#4 CONT. @ OPENING #4 x 24"@ 2'-O" O.C.
#4 NOSING 24" r
CONCRETE SLAB CONCRETE SLAB
(SEE FDN PLAN) ON GRADE
SLOPE
T.O.SLAB
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All
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JOINT FILLER 8" CONCRETE WALL
2x6 WALL STUDS @ 16" O.C.
WALL SHEATHING
E
8
5/8"0 ANCHOR BOLT
(SEE NAILING SCHED)
@ 4'-0" O.C. W/ 7" MIN. EMBED
ALL DOOR OPENINGS
2x6 PRESSURE TREATED
3
SECTION
S3
SILL PLATE
1/2" PREMOLDED
JOINT FILLER
T.O.WALL
101'-0"
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10 SECTION
S3 DO NOT SCALE
SEE NOTES FOR
REINF AROUND
FTG OPENING
NO PIPE
THRU FTG
z I
NO PIPE
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z
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DUCT CANNOT BE DROPPED,
PERPENDICULAR TO FOUNDATION CONTACT THE ENGINEER
1'-6" MIN. BACK
FILL
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is DUCT
III — —
lfl NO EXCAVATIONIII—III
BELOW THIS LINE 6
12
PARALLEL TO FOUNDATION
9 SECTION
S3 DO NOT SCALE
1' 0"
1 1/2" CLR. 8" CONCRETE WALL
(TYP) W/ #4 @ 18" O.C. E.W.
12" SO CONCRETE PIER "`•� •a'
W/4-#4 VERT. DOWELS c
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SECTION E -E
6" MIN.
STEEL BUILDING
BY OTHERS
WOOD COLUMN
(SEE FRAMING PLAN) WALL SHEATHING
(SEE NAILING SCHED.)
2x4 STUD WALL
SG I W/ STUDS @ 16" O.C.
SIMPSON TTEEEL BUILDIN1/2"0 ANCHOR BOLTS
COL. BASE @ 4'-0" O.C.
T.O:WALL ra
CONIC. SLAB
ON GRADE
I`° 2'-0"MIN.
I *11TNM
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(SEE PLANFILLER
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OR
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i"� GRADE BEAM WALL
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SECTION A -A
/— GRADE
to
2x WOOD STUD WALL
(SEE FRAMING PLAN)
1/2"0 ANCHOR BOLTS
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(SEE NAILING SCHED)
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STEEL BUILDING W/ STUDS @ 16" O.C.
1/2" PREMOLDED
JOINT FILLER
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EAC
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Z! a SEE PLAN
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ALTERNATE W/ 4" MIN. EMBED INTO WALL
HOOK DIRECTION OR
COMPACT BACK FILL MATERAIL
TO 950/6 STANDARD PROCTOR
M
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SEE PLAN
NO STUD WALL @ SIM SECTION
5 SECTION
S3 DO NOT SCALE
1/2" PREMOLDED
JOINT FILLER
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CL
SEE PLAN
4 SECTION
�Mj DO NOT SCALE
#4 CONT. @ OPENING #4 x 24"@ 2'-O" O.C.
#4 NOSING 24" r
CONCRETE SLAB CONCRETE SLAB
(SEE FDN PLAN) ON GRADE
SLOPE
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SHEET NO.
S3
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CONT. THRU PIER . CONC SLAB
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PROJECT NO
221327
SHEET NO.
S3
OF FIVE
GENERAL STRUCTURAL NOTES (MEZZANINE FRAMING)
A. CODES AND SPECIFICATIONS 1 1/2"x71/4" VERSA STUDS G �t
1. International Building Code (IBC) - 2018 Edition @ 2'-0" O.C. S4
2. ANSVAWC National Design Specification (NDS) & Suppl. for Wood Const. - 2018 Edition
3. ASCE 7-16 Min. Design Loads for Buildings and other Structures.
B. DESIGN LOADS UNIFORM (PSF) 2x BOTTOM PLATE I I 2
1. Floor Loads Uniform
a. Upper Live = 80 FLOOR SHEATHING n
Dead = 10 (SEE NAILING SCHED.)
Deck Live = 120
2. Wind (See Steel Building Drawings)
3. Seismic (See Steel Building Drawings)
C. Foundation - See Sheet S1 ?
D. MATERIALS
1. Dimensional Lumber #2 Douglas Fir ((2)) 11M 4"x11 7/8" LVL
2. Glulam Beams (GLB) 24FV4
3. Laminated Veneer Lumber (LVL) E =1.9E6 PSI Fb=2600 WALL SHEATHING
4. Versa -Stud E= 1.7E6 PSI Fb=2400 (SEE NAILING SCHED.)
E. LUMBER ENG. WOOD I BLOCKING @
O.C.
1. Do not notch any structural wood member unless shown on the drawings. -
2. Install and follow all manufacturers guidelines for Engineered Wood 1 members and LVL products. ENG. WOOD ( (' >_ _ _ _
--Do not notch or cut flanges of Eng. Wood I Members.- CONT. RIM JOIST
3. All nails shall be common wire nails. Any nails exposed to weather or moisture shall be
of stainless steel or shall be galvanized. 2x DBL TOP PLATE
4. Nailing to conform to IBC Table 2304.10.1 unless noted otherwise (See Nailing Schedule). (SEE SPLICE DETAIL)
5. Wherever possible nails should be driven perpendicular to the grain instead of toe nail. 5
6. Where wood tends to split, holes for nails shall be bored a diameter smaller that of the nails. 2x6 WALL STUDS @ 16" O.C. TYp)
7. Plywood face grain must be perpendicular to its supports. 2 SECTION
8. Any wood members in contact with concrete or earth shall be pressure -treated wood or wood I (2) 13/4"x11 7!8" LVL
that is decay resistant (redwood or cedar). S4 DO NOT SCALE BEAM
9. Wet use adhesives shall be used on all glulam members subjected to possible moisture.
NAILING SCHEDULE
23/32 APA Rated 48/24 Floor Sheathing Boundary nailing - IOd @ 6" o.c.
Use tongue and groove wood panels or End nailing -1 Od @ 6" o.c.
block all panel edges. Side nailing - I Od @ 6" o.c: 1 1/2"x71/4" VERSA STUDS
Intermediate nailing - 10d @ 10" o.c. @ 2'-0" O.C. SIM
7/16 APA Rated 48/24 Wall SheathingBoundary nailing 8d @ 6" o.c. 7
ry 9 - 2x BOTTOM PLATE
Block all panel edges. See typical End nailing - 8d @ 6" o.c. SS 5 (TYf
Detail (Typical at all exterior walls Side nailing - 8d @ 6" o.c.
unless noted otherwise). Intermediate nailing 8d @ 12" o.c. FLOOR SHEATHING I 117/8' TJ1360 FLOOR JOIST Cc
SHEAR WALLS (SEE NAILING SCHED.) I T.O. SUBFLOOR ELI
See Shear Wall Schedule
GENERAL NOTES I (2) 1 3/4"x11 7/8" LVL.
1. Adequate shoring and bracing of all structural members during construction shall be provided. WALL SHEATHING BEAM
2. Any proposed field changes shall have prior approval from the Engineer. (SEE NAILING SCHED.)
3. Contractor shall verify all dimensions in the field. Any variation from the drawings shall be brought SIM
to the attention of the Engineer. 6
4. Install Simpson hardware as per Manufacturers requirements. ENG WOOD 1 JOIST S5 OPEN!P
5. Details are representations/ depictions only. Follow written callouts. (SEE FRAMING PLAN) I STAIRS
6. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER
ENG. WOOD
CONT. RIM JOIST
2x DBL TOP PLATE S 5 (TYP)
(SEE SPLICE DETAIL) 4ME I I I I i
2x6 WALL STUDS @ 16" O.C.S5
11 7/8" TJI 360 FLOOR JOIST @ 16" O.C. OR EQUIVL.Af
1 SECTION (2) 1 3/4'x91/2" LVL T.O. SUBFLOOR ELEVATION =111'-0
13/4" MIN. 1 3J4" MIN. HEADER
S4 DO NOT SCALE ( I III h I
(2) 1314"x9 112" LVL
6" OR 8" CONC. HEADER
STEM WALL iL I r I -L
N a II
i 1
ANCHOR BOLT MUST BE
CONC. EDGEI I PLACED IN MIDDLE THIRD
OF PLATE
EPDXY ANCHOR BOLT OPTION
SIZE
de
hef
I EPDXY
1/2"
81/2"
5"
SIMPSON SET EPDXY SYSTEM OR EQUIV.
5!8"
10"
5"
1 SIMPSON SET EPDXY SYSTEM OR EQUIV.
5 6 7
Sa 7 IF `-
FRAME WALLS W/
BELOW FLOOR 2x6 STUDS @ 16" O.C.
ABOVE FLOOR 1 1/2"x7 1/4" VERSA -STUDS @ 2'-0" O.C. co
I IY O0 o
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E4"x11 7/8" LVL ( j"I N
f
BEA
5 (TMP)
YP)
OR EQUIVALENT
R _
=171'-0"
NOTES: am[ o > H i ¢
4 ALL HEADER TO BE (2) 2x10 U.N.O. w z w 0 Z w C w w
BEARING WALLS TO BE FRAMED W/ 2x6 @ 16" O.C.
F O Z a. ¢ O 3 L z Z
S5 ALL INTERIOR WALLS TO BE SHEAR WALLS 1 SEE SHEAR WALL SCHEDULE m r O o a O
SIM ofo HZwUOZW�0W
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SILL PLATE I _S5 i (TMP) 3 I 2 I 5 1/8"x12" GLB I 0 x qo 0
1/3 , i/3 1 3/4" MIN. 1 3/4" MIN. (TYP) DOUBLE JOIST S5 (TYP) S5 U o
Z de @COLUMN (TYP)
MIN. 1 2 3 4 5
° s o
SECOND FLOOR FRAMING
' 6" OR 8" CONIC. 1/8" =1$4, vc+CQ�Q a
Z `, STEM WALL
ANCHOR BOLT L
' 8" OR 8" CONIC. DIAPHRAGM BOUNDARY 7 10
STEM WALL U (SEE NAILING SCHED.)-�,IIL. 5/8"Fri MIN
O 16d NAILS " APA HATED WOOD PANEL /3 N
ALLOWED NOTCHING I D y D/3 MAX
POST INSTALLED SHEAR WALL ANCHORS ONLY. -- �n r�v N
CONTINUOUS PANEL JOINT o o O O y o
I (j SUPPORTED PANEL EDGES p o w U$ D
O (SEE NAILING SCHED ) D/3 _ 'UFO �
SHEAR WALL SCHEDULE
UNBLOCKED EDGE
WOOD PANEL SHEATHING FASTNERS -EDGE NAILING a FRAMING MEMBER SIZE
ANCHOR BOLTS
MARK
GRADE
MINIMUM NOMINAL #OF NAILS STAPLES WALL SILL PLATE
THICKNESS LAYERS (SEENOTE+) (7/16" MIN. CROWN STUDS P.T.
BOLT$ SPACING
SHEAR WALL
EMBED. hef
A
APA RATED
1/2" SHEET ROCK #6x1 114^ TYPE
UNBLOCKED ,S OR W SCREWS N/A 2x 2x
@ 7" O.C.
1/2" 4'-0"
A7"
BUILT UP
WOOD COL.
BEA SEEP
UNBLOCKED EDGE
1"
MAX
x O
O Z; l
16" O.C.
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NOTCHING
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WALL
NO BORING
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UNBLOCKED DIAPHRAGM NAILING
Z
ALLOWED
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NOTE: STUDS SHALL BE BUILT-UP AS (SEE FRAMING PLANS)-
REQ'D FOR SOLID BEARING
a
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(SEE NAILING SCHED.) STUDS fn W ri
B. SEE EPDXY BOLT ANCHOR OPTION TYPICAL BUILT-UP POST F APA RATED WOOD PANEL A. SEE INTERMEDIATE NAILING SCHED 'AllHOLE BORING OF ROOF OR FLOOR JOIST E - � < M
NOTE: BLOCK ALL SHEAR WALL PANEL o �-�- �.F- o
ED00
GES. SEE DETAILL f"%/Q11 I CONTINUOUS PANEL JOINT DBL TOP PLATE = N
NOTES: �7 �7 / ► W O
1. NAILS TO BE COMMON OR GALV. BOX NAILS ONLY. (GALV. Z Z w SUPPORTED PANEL EDGES
NAILS MUST BE HOT DIPPED OR TUMBLED). NON-GALV. BOX O 1 m (SEE NAILING SCHED.)
NAILS, SINKERS, ETC. ARE NOT ALLOWED. U Z U Z BLOCKED EDGE
2. FOUNDATION SILL PLATE SHALL BE ATTACHED PER DETAIL -w,
3. ALL EXTERIOR WALLS TO BE U.N.O. ¢ - ¢ SHEAR WALL OR
4. DENOTES A SHEAR WALL
5. LOCATE HOLDOWNS AT CORNERS AND ADJACENT TO
DOOR/WINDOW OPENINGS. (SEE ARCH DRAWINGS)
6. ALL ANCHOR BOLTS TO BE A36/F1554 GRADE 36
C INTERMEDIATE NAILING (FIELD)
STUD
SPACING
MINIMUM PANEL
THICKNESS
FASTNERS - FIELD NAILING
NAILS STAPLES
7116" MIN. CROWN
16" O.C.
7/16"
8d @ 12" O.C. 8" O.C.
a. 0- BUILDING EDGE
(a ¢0
UJ
U
fn O
U� M a..
L _ INTERMEDIATE SUPPORTS I
NOTCHES
MINIMUM COLUMN = BEAM WIDTH xWALL DEPTH (SEE NAILING SCHED.) BLOCKING CUT & FITTED HOLES & O CHES IN BEAMS WALL STUD PROJECT NO.
ARE NOT ALLOWED UNLESS ZZ1327
BETWEEN JOISTS AT PANEL (2) SIMPSON CS 250
ROOF RAFTER/TRUSS, WALL STUD, OTHERWISE APPROVED IN STEEL STRAPS (MIN)
SIDES (TYP.) SHEET NO.
OR OR FLOOR JOIST WRITING BY ENGINEER
MINIMUM COLUMN DETAIL BLOCKED DIAPHRAGM NAILING NOTCHING OF DOUBLE A
eh TOP PLATE w;
C SECTION B SECTION A SECTION
HEAVY HEX St DO NOT SCALE S4 DO NOT SCALE S4 DO NOT SCALE
HEAD
OF FIVE
3 4 5 2" MIN. SEPARATION INTERIOR FINISH
AS PER OWNER
FLOOR SHEATHING r 2x WOOD STUD WALL
(SEE NAILING SCHED.) (SEE FRAMING PLAN)
(2) 2x10 HEADER ENG. WOOD 1 JOIST
(2) 2x10 HEADER (2) 2x10 HEADER W/ (1) TRIMMER STUD 2x BOTTOM PLATE
BLOCKING
W/ (1) TRIMMER STUD A (1) TRIMMER STUD AND (2) KING STUDS FLOOR SHEATHING
AND (2) KING STUDS AND (3) KING STUDS
(TYP) (TYP) 9 STEEL BUILDING
9 10 10 g 1 7/2"x7114" VERSA STUDS (SEE NAILING SCHED.)
S5 S5 55 S5 S5 @ 2'-0" O.C. W
1 1/2"x71/4" VERSA STUDS
@ 2'-D" O.C. I_' 2
ENG: WOOD 1101ST �
(SEE FRAMING PLAN) L oil 0 O
NEW L8x6x7/16" WALL COVERING_ 2x DBL TOP PLATE ENG. WOOD U �
STEEL ANGLE (BY OTHERS) (SEE SPLICE DETAIL) CONT. RIM JOIST ENG. WOOD I JOIST W U) m
SHORT LEG VERTICAL— – —y f t J
2x WOOD STUD WALL (SEE FRAMING PLAN) U] X
(SEE FRAMING PLAN) BLOCKING @ 4'-0" O.C. 00 cr-
�=STEEL BUIDLING STEEL BUIDLING > It
FRAME BY OTHERS FRAME BY OTHERS 4'- 0" MIN. LAP 7 S5 SECTION DO NOT SCALE (SEE
DBL TOP PLATEEE SPLICE DETAIL) wN
- 2x WD STUD WALL
FLOOR OR ROOF .INE
JOIST SPACE (SEE FFRRAMI G PLAN)
2 ROWS 16d NAILS
@ 4" O.C. STAGGERED 2" MIN. SEPARATION INTERIOR FINISH WALL SHEATHING
AS PER OWNER (SEE NAILING SCHED.)
ROOF FRAMING PLAN ( 2x WOOD STUD WALL
1/4" - V -O" (SEE FRAMING PLAN) NO STEEL BUILDING @SIM SECTION
2x BOTTOM PLATE 4 SECTION
S5 DO NOT SCALE
3 4 5 FLOOR SHEATHING
STEEL BUILDING (SEE NAILING SCHED.)
DBL TOP PLATE CHORD MEMBER a U y = a
9' 2' 0,. 9.-0. (2) 5/8"0 LAG w Z w 0 ¢ w C w Cc
w
PENETRATIONN. INTO 2 0" WOOD BEAM � i5 w O w o¢ O 0
SPLICE DETAIL WOOD BEAM (SEE FRAMING PLAN) $ iW J m w Z0 a 3 w
?O v�F�u�?i
A SECTION Ow u .�
S5 DO NOT SCALE ENG. WOOD m ¢ R S o A w 0�
CONT. RIM JOIST ENG. WOOD 1 JOIST 1 1/2" 8" 1 V2" w F �- m ¢ = a z p
SEE FRAMING PLAN __ m oaaVZOv~iwWVWsV
LNGLE 16" STEEL _ —� /'� J ( } d r zxwzm
°J a� ~ O U = 0 vii
c
FILED DETERMINE EAVE EXTENSION 2x DBL TOP PLATE _ I (2) 5/8" BOLTS PER N
7
ANGLE/16" STEEL I STRUCTURAL LINE (SEE SPLICE DETAIL) n o
ANGLE BRACE �Ik
L6x6X5116" STEEL CONN. (TYP.) a W N
ANGLE BRACE 2x WOOD STUD WALL o H j m
(SEE FRAMING PLAN)
--1° / / a: Q
0 11 o N cli
T 1/4" KNIFE PLATE Z
S5 m WALL SHEATHING
(SEE NAILING SCHED,) WOOD COL. F
ih I L6x6X5/16" STEEL w Z
ANGLE i SECTION (SEE FRAMING PLAN) z
NEW LSx6x7/i6" STEEL S5 DO NOT SCALE • NO STEEL BUILDING @ SIM SECTION -'
L6x6X5/16" STEEL ANGLE SHORT LEG VERTICAL 6x6 WOOD 4
ANGLE KNEE BRACE O w
W9 1/2x6 STEEL BEAM PL5/16"x6"x0'-8" STEEL PLATE (2) 5/8"0 THRU BOLTS D m cc
BY STEEL BUILDING W/ (3) 1/4"xi 1/2" SDS SCREWS � >
SUPPLIER O @ EACH STUD BEYOND 2x DBL DECK JOIST Z m W
10/4" O 1 PARAPET SUPPORT 2x DECKING (SEE FRAMING PLAN) w U 3 F
H
1/4" (2) 5/8"O THRU BOLTS @J U a
F -
x
ANGLE W/
STEEL 3 SECTION
ANGLE W/ 114"x3"SDS SCREWS WALL SHEATHING
" 1/4" cr
L6x6X5/16" STEEL @ 8 O.C. (SEE NAILING SCHED.) S5 DO NOT SCALE >
0-
0 N
ANGLE BRACE TOP OF PARAPET 1/4" \ \ \ \ V 6p N
1 1/2"x71/4" VERSA STUDS \ O \ 2x DECKING $ u O
@ z-0" O.C. o N► O ti
1
Lo
PQ LD
4 LD
1 Q
2x BLOCKING
z
1/4" L.
2x DBL TOP PLATE WOOD BEAM
(SEE SPLICE DETAIL) 9 SECTION (SEE FRAMING PLAN) WOOD BEAM
WALL SHEATHING 6x6 WOOD
S5 DO NOT SCALE KNEE BRACE (SEE FRAMING PLAN) 2x DECK JOISTS (SEE
FRAMING PLAN)
WALL SHEATHING
(SEE NAILING SCHED.) 2" MN. SEPARATION INTERIOR FINISH WOOD COLUMN N
{SEE NAILING SCHED.) OR
AS PER OWNER (SEE FRAMING PLAN) ry �
1 112"x7 1/4" VERSA STUDS 2x WOOD STUD WALL -+-
@ 2'-0" O.C. STEEL BUILDING (SEE FRAMING PLAN) 2x DECKING W Q
(2) 5/8"0 THRU BOLTS
2x BOTTOM PLATE Z p N
11 SECTION SECTION A -A 0 }
S5 DO NOT SCALE 6" MIN. FLOOR SHEATHING WOOD BEAM HANGE N LUS
(SEE NAILING SCHED.) (SEE FRAMING PLAN) 2x DECKING HANGER cc
O J
2x DECKING 00
r 2x DECK JOIST w x cn
(2) 5/8"0 LAG 7
(SEE FRAMING PLAN) 0 0
BOLTS W/ 3" MIN.
�p LL
PENETRATION INTO WOOD BEAM w ++ < W
WOOD BEAM (SEE FRAMING PLAN) `W T- p
n F-2 SECTION U) `t
2x DBL DECK JOIST U) W CV
2x DECK JOISTS (SEE ENG. WOOD I JOIST (SEE FRAMING PLAN) S5 DO NOT SCALE � H n
PL5/i6"x6"x0'-8" STEEL PLATE EACH SIDE W
FRAMING PLAN) (SEE FRAMING PLAN) E' u.. <
W/ (3)1/4"x1 1/2" SDS SCREWS 0
EACH SIDE @ 2 PLY KING STUD � O
W/ (3) 1/4"x3" SDS SCREWS 2' - 0" rr--� a- = N
WOOD BEAM FLOOR SHEATHING ✓ H
O EACH SIDE @ 3 PLY KING STUD (SEE FRAMING PLAN) 2x DBL TOP PLATE (SEE NAILING SCHED.} W
(SEE SPLICE DETAIL) z � 10/) Z
CONT. RIMWOOD 2x WOOD STUD WALL L� r a
NEW L8x6x7/16" STEEL 1/4" JOIST (SEE FRAMING PLAN) 6x6 WOOD
ANGLE SHORT LEG VERTICAL WOOD COL. KNEE BRACE
WALL SHEATHING WALL SHEATHING (SEE FRAMING PLAN)
(SEE NAILING SCHED.) (SEE NAILING SCHED.) ENG. WOOD I JOIST 7P(LAN)4
PROJECT NO.
1 112"x71/4" VERSA STUDS NO STEELBUILDING @SIM SECTION
FRAMINGWOOD BEAM 221327
KING STUDS 8 SECTION (2)5/8"0 THRU BOLTS (SEE FRAMING PLAN)
SIMPSON IUS JOIST HASHEET NO.
1 O SECTION S5 DO NOT SCALE 5 SECTION 1 SECTION S5
S5 DO NOT SCALE S5 DO NOT SCALE S5 DO NOT SCALE
OF FIVE