HomeMy WebLinkAboutPLANS - 23-00722 - Jensen Storage Bldg - 10 Units40
'
-
0
"
UNIT 1 UNIT 2 UNIT3 UNIT 4 UNIT 5 UNIT 6 UNIT 7 UNIT 8 UNIT 9 UNIT 10
1
A1
1D 2D 3D 4D 5D 6D 7D 8D 9D 10D 11D
40
'
-
0
"
12x12 OVERHEAD
DOOR (TYP)
12x12 OVERHEAD
DOOR (TYP)
7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"7' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
TYP.
14' - 0"
10 Bys @ 14' - 0" = 140' - 0"
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"
5/8"
12"
12
'
-
0
"
12x12 OVERHEAD
DOOR (TYP)
A1
2
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"
BOTTOM PLATESLAB ON
GRADE
METAL SKIN
DBL TOP PLATE
(SEE STRUCT. DWG)
EDGE PURLINS
(SEE FRAMING PLAN)
METAL ROOFING
2x ROOF PURLINS
(SEE FRAMING PLAN)
ANCHOR BOLT
(SEE STRUCT DWG'S)
2'
-
8
"
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PROJECT NO.
SHEET NO.
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PRELIMINARY NOT FOR CONSTRUCTION
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9/
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7
/
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3
1/8" = 1'-0"
FIRST FLOOR PLAN
SECTION
DO NOT SCALEA1
1
SECTION
DO NOT SCALEA1
2
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"2'
-
0
"
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"
5/8"
12"
T.O. CONC. FLOOR
100' -0"
T.O. WALL
112' -0"
5/8"
12"
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PROJECT NO.
SHEET NO.
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9/
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/
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3
1/8" = 1'-0"
Front Elevation
1/8" = 1'-0"
Rear Elevation
1/8" = 1'-0"
Left Elevation
1/8" = 1'-0"
Right Elevation
2x PRESSURE TREATED
PLATE
WALL SHEATHING OR
METAL SKIN @
BACKWALL
(SEE NAILING SCHED)
WALL FRAMING
(SEE FRAMING PLAN)
GRADE
0'
-
5
"
M
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.
#4 x 24" @ 2'-0" O.C.
24"
2'
-
8
"
M
I
N
.
0' - 6"
6" CONC. WALL
W/ #4 @ 24" O.C. VERTICAL
3"
C
L
R
.
#4 TOP AND BOTTOM OF WALL
180° HOOK
ANCHOR BOLT
(SEE SCHED)
1' - 0"(2) #4 LONGIT
CONCRETE SLAB
ON GRADE
ANCHOR BOLTS
(SEE SCHED)
2x PRESSURE
TREATED SILL PLATE
2x WOOD STUD WALL
(SEE FRAMING PLAN)
0'
-
8
"
.
1' - 0".3"
C
L
R
.
WALL SHEATHING
(SEE SHEAR WALL SCHED.)
0'
-
4
"
(2) #4 LONGIT.
2x WOOD STUD WALL
(SEE FRAMING PLAN)
WALL SHEATHING
(SEE SHEAR WALL SCHED.)
DBL TOP PLATE
(SEE SPLICE DETAIL)
29 GA. ROOF DECK
(SEE FRAMING PLAN)
2x ROOF PURLINS
(SEE FRAMING PLAN)
BLOCKING
SIMPSON H2.5A
HANGER @ EACH PURLIN
(TYP. @ SHEAR WALLS ONLY)
REBAR LAP SPLICE
SCHEDULE
TYP. SPLICES
BAR SIZE
NO. DIA.
f'c = 3000 PSI
LENGTH (L)
4 0.500 22"
5
6
0.625
0.750
28"
33"
L
STANDARD HOOK DETAILS
180° HOOK DIMMENSIONS
BAR SIZE A J D LE
#4 6" 4" 3"2 1/2"
#5 7" 5"3 3/4" 2 1/2"
#6 8" 6"4 1/2"3"
90° HOOK DIMMENSIONS
BAR SIZE A D LE
#4 8" 3" 6"
#5 10"3 3/4" 7 1/2"
#6 1'-0" 4 1/2"9"
A
J
LE
Ddb
A
db
LE
D
UNBLOCKED DIAPHRAGM NAILING
ROOF RAFTERS/TRUSS OR FLOOR JOISTS
INTERMEDIATE
SUPPORTS
(SEE NIALING SCHED.)
SHEAR WALL
OR
BUILDING EDGE
UNBLOCKED EDGE
DIAPHRAGM
BOUNDARY
(SEE NAILING SCHED.)
SUPPORTED PANEL
EDGES
(SEE NAILING SCHED.)
WOOD PANEL
CONTINUOUS PANEL JOINT
METAL ROOF DIAPHRAGM
ROOF PURLINS
DIAPHRAGM BOUNDARY
#10 SCREWS @ 4 1/2" O.C.
29 GA. (MIN.)
METAL PANEL
PANEL JOINT
#10 SCREWS @ 9" O.C.
@ WALL
#10 SCREWS @ 9" O.C.
@ EA. PURLIN
EAVE PURLIN
WALL
4
S1
TYP5
S1
SIDE LAP FASTENERS
#10 @ 15" O.C.
INTERIOR
SHEARWALL
(SEE PLAN)
2x WOOD STUD WALL
(SEE FRAMING PLAN)WALL SHEATHING
(SEE SHEAR WALL SCHED.)
DBL TOP PLATE
(SEE SPLICE DETAIL)
29 GA. ROOF DECK
(SEE FRAMING PLAN)
2x ROOF PURLINS
(SEE FRAMING PLAN)
BLOCKING
SIMPSON H2.5A
HANGER @
EACH PURLIN
#10 SCREWS @ 4 1/2" O.C.
2x WALL GIRTS @ 2' - 0" O.C.
DBL TOP PLATE
(SEE SPLICE DETAIL)
2x ROOF PURLINS
(SEE FRAMING PLAN)
29 GA. ROOF DECK
(SEE FRAMING PLAN)
BLOCKING
EDGE PURLIN
METAL SKIN
#10 SCREWS @ 4 1/2" O.C.
2x PRESSURE TREATED
PLATE
WALL SHEATHING
(SEE NAILING SCHED)
WALL FRAMING
(SEE FRAMING PLAN)
0'
-
5
"
M
I
N
.
0'
-
8
"
1' - 0"
0' - 7 1/4"
GRADE
(2) #4 LONGIT
#4 x 24" @ 2'-0" O.C.
24"
2'
-
8
"
M
I
N
.
0'
-
1
1
/
2
"
0' - 6"
CONC. SLAB
ON GRADE
3"
C
L
R
.
6" CONC. WALL
W/ #4 @ 24" O.C. VERTICAL
#4 TOP AND BOTTOM OF WALL
180° HOOK
0'
-
5
"
M
I
N
.
0'
-
8
"
1' - 0"
0' - 7 1/4"
GRADE
(2) #4 LONGIT
#4 x 24" @ 2'-0" O.C.
24"
2'
-
8
"
M
I
N
.
0'
-
1
1
/
2
"
0' - 6"
CONC. SLAB
ON GRADE
3"
C
L
R
.
6" CONC. WALL
W/ #4 @ 24" O.C. VERTICAL
#4 TOP AND BOTTOM OF WALL
180° HOOK
ANCHOR BOLT
(SEE SCHED.)
2x WOOD STUD WALL
(SEE FRAMING PLAN)
DBL TOP PLATE
(SEE SPLICE DETAIL)
2x ROOF PURLINS
(SEE FRAMING PLAN)
29 GA. ROOF DECK
(SEE FRAMING PLAN)
BLOCKING
EDGE PURLIN
WALL SHEATHING
(SEE NAILING SCHED.)
#10 SCREWS @ 4 1/2" O.C.
SPLICE DETAIL
JOIST SPACEFLOOR OR ROOF LINE
(2) 16D NAILS @ 4" O.C.
DBL TOP PLATE CHORD MEMBER
4' - 0" MIN. LAP
GENERAL STRUCTURAL NOTES (DRAWING NOTES)
A. CODES AND SPECIFICATIONS
1. International Building Code (IBC) - 2018 Edition
2. ACI 318-14 Building Code Requirements for Reinforced Concrete
3. ANSI/AF&PA National Design Specification (NDS) & Suppl. for Wood Const. - 2018 Edition
4. ASCE 7-10 Min. Design Loads for Buildings and other Structures.
B. DESIGN LOADS UNIFORM (PSF)
1. Roof Loads
a. Live Load 20 PSF
b. Snow Load
Design Snow Load 35 PSF
Flat Roof Snow Load Pf = 42
Ce = 1.0; Ct = 1.20; Is = 1.0
Ground Snow Load 50.0
Sloped Roof Ps = 42 Cs = 1.0
2. Lateral Loads
a. Wind Load 115 MPH (3 Sec Gust) Risk Cat= II; EXP = C
Encl. Cat. - Partially Enclosed Building
Internal Pressure Coef. +/- 0.55
Components & Cladding = 12.3 PSF
b. Seismic Load: Risk Cat: II Importance Factor = 1.0
Ss = 38.50% G; S1 = 14.40% G
Site Class = D
Sds = 0.383; Sd1 = 0.222
Seismic Design Category = D
Basic Seismic System = Bearing wall System
Design Base Shear V = 0.059 W
Seismic Response Coef. Cs = 0.059
Response Modification Factor R = 6.5
Analysis Procedure = Equivalent Lateral - Force Analysis
C.FOUNDATIONS
1. Bearing pressure taken as 2000 PSF for column and wall footings, based on a sandy
gravel and/or gravel (Table 1806.2, Class of Materials #4). Notify Engineer if conditions
encountered are different.
2. Bear footing on same type of undisturbed soil or rock throughout the entire structure.
D. MATERIALS
1. Dimensional Lumber #2 Douglas Fir
2. Concrete f'c - Ftgs, Floors 4500 PSI Exposure Class = F1 Air Content 6%
- Max Water-Cement Ratio 0.55
- Max Aggregrate size 3/4"
3. Reinforcing Steel ASTM A615 - Grade 60
4. Anchor Bolts 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 C150
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 that one-third the slab
thickness.
F. REINFORCING STEEL
1. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of
Standard Practice for Detailing Reinforced Concrete Structures (ACI 315). All reinforcement
to be supported in the forms and space with wire or plastic bar supports. Reinforcement in
footings shall be supported on precast concrete block supports conforming to the Concrete
Reinforcing Steel Institute Manual of Standard Practice.
2. Splice of reinforcement at points of maximum stress shall be avoided wherever possible.
See Table.
3. All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
4. 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.
5. Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318)
6. Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
G. LUMBER
1. Do not notch any structural wood member unless shown on the drawings.
2. All nails shall be common wire nails. Any nails exposed to weather or moisture shall be
of stainless steel or shall be galvanized.
3. Nailing to conform to IBC Table 2304.9.1 unless noted otherwise (See Nailing Schedule).
4. Wherever possible nails should be driven perpendicular to the grain instead of toe nail.
5. Where wood tends to split, holes for nails shall be bored a diameter smaller that
of the nails.
6. Plywood face grain must be perpendicular to its supports.
7. Any wood members in contact with concrete or earth shall be pressure-treated wood or wood
that is decay resistant (redwood or cedar).
NAILING SCHEDULE
SHEAR WALLS
See Shear Wall Schedule
GENERAL NOTES
1. Adequate shoring and bracing of all structural members during construction
shall be provided.
2. Any proposed field changes shall have prior approval from the Engineer.
3. Contractor shall verify all dimensions in the field. Any variation from the
drawings shall be brought to the attention of the Engineer.
4. Install Simpson hardware as per Manufacturers requirements.
5. Details are representations/ depictions only. Follow written callouts.
6. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER
STAPLES
(7/16" MIN. CROWN)
STUD
SPACING
A INTERMEDIATE NAILING (FIELD)
NAILS
MINIMUM PANEL
THICKNESS
16" O.C.7/16"
FASTNERS - FIELD NAILING
8d @ 12" O.C. 8" O.C.
24" O.C.7/16"8d @ 6" O.C.4" O.C.
24" O.C.15/32" 8d @ 12" O.C. 8" O.C.
STAPLES
(7/16" MIN. CROWN)
WALL
STUDSGRADE
SHEAR WALL SCHEDULE
1
MARK
WOOD PANEL SHEATHING
BOLT ØNAILSMINIMUM NOMINAL
THICKNESS
APA RATED 7/16"
FASTNERS - EDGE NAILING
C
8d @ 6" O.C. 1 1/2" 16 GA. @ 4" O.C.
FRAMING MEMBER SIZE
2x
SILL PLATE
(P.T.)
2x
ANCHOR BOLTS
1/2"
SPACING
4'-0"
SHEAR WALL
EMBED. (hef)
7"
# OF
LAYERS
1
1
A. SEE INTERMEDIATE NAILING SCHED
NOTES:
1. NAILS TO BE COMMON OR GALV. BOX NAILS ONLY. (GALV.
NAILS MUST BE HOT DIPPED OR TUMBLED). NON-GALV. BOX
NAILS, SINKERS, ETC. ARE NOT ALLOWED.
2. FOUNDATION SILL PLATE SHALL BE ATTACHED PER DETAIL
3. ALL WALLS TO BE U.N.O.
4. ALL ANCHOR BOLTS TO BE A36/F1554 GRADE 36
(SEE NOTE 1)
WIND COMPONENT AND
CLADDING SCHEDULE
WIND PRESSURE (PSF)10 SF
+10.4, -27.7
50 SF 100 SF
ROOF AT LEAST 8'-0"
AWAY FROM ANY EDGE +10.0, -24.1 +10.0, -22.6
+10.4, -46.1ROOF WITHIN 8'-0"
OF ANY EDGE +10.0, -37.0 +10.0, -33.1
+1.45, -1.54WALL AT LEAST 4' -0"
AWAY FROM ANY CORNER +16.5, -14.1
+1.45, -1.81WALL WITHIN 4' -0"
OF ANY CORNER +16.5 -16.2 +15.9, -18.3
+15.9 -17.0
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223216
S1
09
/
2
6
/
2
3
TWO
CS
SECTION
DO NOT SCALES1
2
SECTION
DO NOT SCALES1
3
SECTION
DO NOT SCALES1
4
SECTION
DO NOT SCALES1
A
SECTION
DO NOT SCALES1
B
SECTION
DO NOT SCALES1
5
SECTION
DO NOT SCALES1
6
SECTION
DO NOT SCALES1
1SECTION
DO NOT SCALES1
7
SECTION
DO NOT SCALES1
C
12'-0" x 12'-0"
OVERHEAD DOOR
1D 2D 3D 4D 5D 6D 7D 8D 9D 10D 11D
8x12 SHOVEL FOOTING
W/ (2) #4 LONGIT (TYP)
8x12 FOOTING
W/ (2) #4 LONGIT (TYP)
8x12 FOOTING
W/ (2) #4 LONGIT (TYP)
8x12 FOOTING
W/ (2) #4 LONGIT (TYP)
NOTES: INTERIOR WALLS TO BE FRAMED W/ 2x6@ 2'-0" O.C.
EXTERIOR WALLS TO BE FRAMED W/ 2x6 @ 2'-0" O.C. U.N.O.
~4" CONCRETE SLAB ON GRADE~
ELEV. = 100'-0"
3
S1
TYP
2
S1
TYP
1
S1
TYP
2
S1
TYP
1 ALL WALLS TO BE SHEAR WALLS (SEE SHEET S1) U.N.O.
1 1 1 1 1 1
2
S1
TYP
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR 12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
12'-0" x 12'-0"
OVERHEAD DOOR
BACK WALL TO BE FRAMED
W/ 2x6 WALL GIRTS @ 2'-0" O.C.
40
'
-
0
"
(10) BAYS @14'-0" = 140' - 0"
1D 2D 3D 4D 5D 6D 7D 8D 9D 10D 11D
29 GA ROOF DECK ATTACH W/
#10 SCREWS @ 4 1/2" O.C. EDGES
#10 SCREWS @ 9" O.C. FIELD
SIDE LAP FASTENERS
#10 SCREWS @ 15" O.C. (TYP)
(SEE DETAIL B/S1)
5/8:12 SLOPE
4
S1
TYP
5
S1
6
S1
7
S1
T.O.W. =112'-0"
T.O.W. =114'-0"
@
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T.O.W. = VARIES
T.O.W. = VARIES
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I
D
A
H
O
223216
S2
09
/
2
6
/
2
3
TWO
CS
1/8" = 1'-0"
FOUNDATION PLAN
1/8" = 1'-0"
ROOF FRAMING PLAN