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DBL TOP PLATE
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METAL SKIN
ANCHOR BOLT
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I UNIT 9
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UNIT 10
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TYR
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FIRST FLOOR PLAN
2 SECTION 1 /$" = 1'-0° NOTE:
Al DO NOT SCALE 1. LANDINGS AT DOOR$ MUST MEET THE REQUIREMENTS OF ISC SECTION 1010.1.5 AND 1010.1.6
2. NO FIXED-0R BUILT IN STORAGE ELEMENTS ARE PART OF THIS. IBC SECTION i109.9 DOES NOT APPLY.
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PROJECT NO.
223216
SHEET NO.
Al
OF TWO
12
Left Elevation
1/8" = 1'-0
1/8" = 1'-0"
T.O. WALL _n
112' - 0" V
T.O. CONC. FLOOR OL
100, - 0"
Rear Elevation
1/8" = 1'-0"
12"
Right Elevation
1/8" = 1'-0"
T.O. WALL
112'-0"
T.O. CONC. FLOOR
100, -oil
T.O. WALL
112'-0"
T.O. CONC. FLOOR
100' - 0"
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PROJECT NO.
223216
SHEET NO.
A2
OF TWO
GENERAL STRUCTURAL NOTES (DRAWING NOTES)
A. CODES AND SPECIFICATIONS 4'- 0" MIN: LAP
1. International Building Code (IBC) - 2018 Edition
2.. ACI 318-14 Building Code Requirements for Reinforced Concrete
3. ANSVAF&PA National Design Specification (NDS) & Suppl. for Wood Const. - 2018 Edition
4. ASCE 7 10 Min. Design Loads for Buildings and other Structures: JOIST SPACE
B. DESIGN LOADS UNIFORM (PSF) FLOOR OR ROOF INE
1. Roof Loads
a. Live Load 20 PSF (2) 16D NAILS @ 4" O.C.
b. Snow Load
D' S L d 42 A PSF
;
es
now oa
SHEAR WALL SCHEDULE
WOOD PANEL SHEATHING
FASTNERS - EDGE NAILINGc
FRAMING MEMBER SIZE
ANCHOR BOLTS
MARK
GRADE
MINIMUM NOMINAL
# OF
NAILS
STAPLES
WALL
SILL PLATE
BOLTfL
SPACING
SHEAR WALL
THICKNESS
LAYERS
(sEENOTEI
(7/16" MIN. CROWN
STUDS
P.T.
EMBED. hef
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APA RATED
7/16"
1
8d @ 6" O.C.
1 1/2" 16 GA. @ 4" O.C.
2x
2x
1/2"
4'-0"
7"
Flat Roof Snow Load Pf = 42
Ce = 1.0; Ct = 1.20; Is = 1.0
SIDE LAP FASTENERS EAVE PURLIN
A. SEE INTERMEDIATE NAILING SCHED
Ground Snow Load 50.0
#10 @ 15" O.C.
Sloped Roof Ps = 42.0 Cs = 1.0
#10 SCREWS @ 9" O.C.-
NOTES:
2. Lateral Loads
DIAPHRAGM BOUNDARY @ WALL
1. NAILS TO BE COMMON OR GALV. BOX NAILS ONLY. (GALV.
a. Wind Load 115 MPH (3 Sec Gust) Risk Cat= 11; EXP = C
#10 SCREWS @ 41/2" O.C.
NAILS MUST BE HOT DIPPED OR TUMBLED). NON-GALV, BOX
Encl. Cat. - Partially Enclosed Building
NAILS, SINKERS, ETC. ARE NOT ALLOWED.
Internal Pressure Cost+! 0.55
I
DEL TOP PLATE CHORD MEMBER
2. FOUNDATION SILL PLATE SHALL BE ATTACHED PER DETAIL
3. ALL WALLS TO BE & U.N.O.
Components &Cladding = 12.3 PSF
I I I I f
b. Seismic Load: Risk Cat: II Importance Factor = 1.0
I I I ( I
4. ALL ANCHOR BOLTS TO BE A36/F1554 GRADE 36
Ss = 38.50% G; Sl = 14.40% G
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Site Class = D
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Sds = 0.383; Shc = 0.222
j . . I .1 . i j . I .1. . i . I .I
SPLICE DETAIL
Seismic Design Category = D
#10 SCREWS @ 9" O.C. {
C
Basic Seismic System = Bearing wall System
@ EA. PURLIN I I I 1
SECTION
Design Base Shear V = 0.059 W
I I I I
S1 DO NOT SCALE
Seismic Response Cost Cs - 0.059
PANEL JOINT I l I
Response Modification Factor R = 6.5
An I si Procedure - E iv I nt Lat ral - Force Anal is
5 I TYP
a y s - qu a e e o ce Y. I I 1 4
C.FOUNDATIONS S1 I ( I I 1 (, I Si 29 GA. ROOF DECK
1. Bearing pressure taken as 2000 PSF for column and wall footings, based on a sandy 29 GA. (MIN.) I I I DIAPHRAGM (SEE FRAMING PLAN)
gravel and/or gravel (Table 1806.2, Class of Materials #4). Notify Engineer if conditions METAL PANEL I • I '1, BOUNDARY 2x ROOF PURLINS WALL FRAMING Z
encountered are different. I I (SEE NAILING SCHED.) (SEE FRAMING PLAN) (SEE FRAMING PLAN) WALL SHEATHING OR W
2. Bear footing on same type of undisturbed soil or rock throughout the entire structure. INTERIOR #10 SCREWS @ 4 1/2" O.C. METAL SKIN @
D. MATERIALS WALL SHEARWALL WOOD PANEL BACKWALL Z
1. Dimensional Lumber #2 Douglas Fir (SEE PLAN) EDGE PURLIN 2x PRESSURE TREATED (SEE NAILING SCHED) W
2. Concrete Pc - Ftgs, Floors, walls 4500 PSI Exposure Class = F1 Air Content b- ROOF PURLINS CONTINUOUS PANEL JOINT
- Max Water -Cement Ratio 0.55 SUPPORTED PANEL PLATE ANCHOR BOLT
- Max Aggregrate size 3/4" EDGES #4 x 24" @ 2'-0" O.C. (SEE SCHED)
3. Reinforcing Steel ASTM A615 - Grade 60 (SEE NAILING SCHED.) -1 24"
4. Anchor Bolts A36 / F1554 GRADE 36 2x BLOCKING @ 4'-0" O.C.
UNBLpCKED Ep�E GRADE m o m
E. REINFORCED CONCRETE SHEAR WALL w w ( m
1. Concrete shall be of ready mix type conforming to ASTM C94. OR DBL TOP PLATE Z w 0 D w
METAL SKIN - Z =p > ¢ h 0 z
2. Portland Cement to comply with ASTM C150 METAL ROOF DIAPHRAGM BUILDING EDGE (SEE SPLICE DETAIL) v . 0 O z O- � z -
3. Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is INTERMEDIATE n s , ;, ;��: w w m ¢ w -Wz
expected to drop below 400 F for 3 or more successive days. Place no concrete against SUPPORTS 2x WALL GIRTS @ 2'- 0" O.C. a ' " � w O x p _ w
frozen earth. (SEE NIALING SCHED.) ROOF RAFTERS/fRi1CCn0 FLOOR JOISTS rn m a= u. u' w cc w
4- Comply with ACI 305 Hot Weather Concrete Standards. B SECTION u. w ❑ Z < 3 m
p g, UNBLOCKED DIAPHRAGM NAILING (2) #a LONGIT O 0 m w o a U_
5. Conduct all compression tests according to ACI Standard Recommended Practice for :� � z O m � � � a
S 1 DO NOT SCALE 3 = U 0 w O
Evaluation of Compression Test Results of Field Concrete (ACI 214) .v Z a � F w O z cc F
6. Control joints in large areas of slab on grade shall be placed in checkerboard fashion ¢ m m a a z
in lengths not to exceed 20 feet in an direction. 6" CONC. WALL r `• m w 0 O y W w w
9 y A SECTION 6 SECTION E w
7. All construction joints shall be located so as not to impair the strength of the structure. W/ #4 @ 24" O.C. VERTICAL to $ _ 0 U ¢ d w = O
Unless noted on the drawings, all reinforcement shall be continuous through the joints. S 1 DO NOT SCALE S 1 DO NOT SCALE #4 @ 24" O.C. HORIZONTAL o- _ O 0 x P 0
Each construction joint shall be keyed. WITH 1 IN TOP 6" i• o,
B. No aluminum products shall be embedded in the concrete. Electrical conduit shall be #10 SCREWS @ 4 1/2" O.C. d g
placed at mid -height of the slabs and shall have an O.D. less that one-third the slab _cJiL cr)
thickness. 29 GA. ROOF DECK 1800 HOOK i� LLi N
F. REINFORCING STEEL (SEE FRAMING PLAN) 0'- 6" S2 f- p m m
Standard Practice for on and
cingo f reinforcing bars shall conform to the ACI Manual of 2 SECTION 0 p o W
1. All detailing, fabrication and placing of ref
g Concrete Structures (ACI 315). All reinforcement BLOCKING m r
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. lice of reinforcement at points of maximum stress shall be avoided wherever possible.
Sp po
See Table.
3. All continuous reinforcement shall terminate with 90 degree return or hook or separate
comer 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).
A INTERMEDIATE NAILING (FIELD)
STUD
SPACING
MINIMUM PANEL
THICKNESS
FASTNERS - FIELD NAILING
NAILS
STAPLES
7/16" MIN. CROWN
16" O.C.
7116'
Sd @ 12" O.C.
8" O.C.
24" O.C.
7/16"
Bid @ 6" O.C.
4" O.C.
.C.
Lio
15/32"
8d @ 12" O.C.
8"-0.C.
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WIND COMPONENT AND
CLADDING SCHEDULE
WIND PRESSURE (PSF)
10 SF
50 SF
100 SF
ROOF AT LEAST 8'-0"
AWAY FROM ANY EDGE
+10.4, -27.7
+10.0, -24.1
+10.0, -22.6
ROOF WITHIN 8'-0"
OF ANY EDGE
+10.4, -46.1
+10.0, -37.0
+10.0, -33.1
WALL AT LEAST 4' -0"
+1,45, -1.54
+16.5, -14.1
+15.9 -17.0
AWAY FROM ANY CORNER
WALL WITHIN 4'-0"
+1.451-1.81
11
+16.5 -16.2
+15.9, -18.3
OF ANY CORNER
S1 DONOTSCALE No
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Lu
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SIMPSON H2.5A
2x ROOF PURLINS
z
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HANGER @
EACH PURLIN
(SEE FRAMING PLAN)
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w
WALL FRAMING
m
w
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Z
(SEE SPLICE DETAIL)
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N
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4. Wherever possible nails should be drroen perpendicular to the grain instead of toe nail S1 DO NOT SCALE ;r, " �� d,, en
of the nails. shall be bored a diameter smaller that 5. Where wood tends to split, holes for nails y
6. Plywood face grain must be perpendicular to its supports. 29 GA. ROOF DECK 4 p N
(SEE FRAMING PLAN) (2) #4 LONGIT ' -~ w o m
7. Any wood members in contact with concrete or earth shall be pressure -treated wood or wood
that is decay resistant (redwood or cedar). BLOCKING
NAILING SCHEDULE 4 r . z
-2 ' o
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.
11 1 tall Sim hardwar s per Ma acturers r uirement
Det ' r r ions/ ons o low it
callow
6" CONC WALL
W/ #4 @ 24" O.C. VERTICAL in
#4 @ 24" O.C. HORIZONTAL
WITH 1 IN TOP 6"
J
SIMPSON H2.5AJr2xROOFPURLINS HANGER @ EACH PURLINEE FRAMING PLAN) 180°HOOK 0'-6"°'
(TYP. @ SHEAR WALLS ONLY) OP PLATE
(SEE SPLICE DETAIL)
ep 2x WOOD STUD WALL
6. NO ANGES P OMITTED ITHOUT XPRESS RIT' EN P RMISSION F ENGIN ER (SEE FRAMING PLAN)
7. Dampproofing/Waterproofing to comply with IBC Section 1805. ---- WALL SHEATHING 0'- 7 1/4"
8. Accessible Entrances are to comply with IBC Section 1105. (SEE SHEAR WALL SCHED.)
L
#4 x 24" @ 2'-0" O.C.
-( 24"
CONC. SLAB
4 SECTION ON GRADE z GRADE
900 HOOK DIMENSIONS
BAR SIZE
A
D
LE'
#4
8"
3"
6"
#5
10"
33/4"
71/2"
#6
1'-0"
41/2"
7771
REBAR LAP SPLICE
SCHEDULE
BAR SIZE
f'c =-3000 PSI
TYP. SPLICES
NO.
DIA.
LENGTH L
4
0.500
22"
5
0.625
28"
6
0.750
33"
1800 HOOK DIMENSIONS
BAR SIZE
A
J
D
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#4
6"
4"
3"
2 1/2"
#5
7"
5"
3 3/4"
2 1/2"
#6
8"
6'
4 1/2"
3"
e
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STANDARD HOOK DETAILS
29 GA. ROOF DECK N
#10 SCREWS @ 41/2" O.C. S1 DO NOT SCALE ?
(SEE FRAMING PLAN) g
2x BLOCKING 4'-0" O.C. ti•,
WALLSHEATHING •-I ( 'O
2x ROOF PURLINS (SEE SHEAR WALL SCHED.) j' o
(SEE FRAMING PLAN) (2) #4 LONGIT
EDGE PURLIN 1 _0„ " . M
ANCHOR BOLTS -
WALL SHEATHING
(SEE NAILING SCHED..
2x WOOD STUD WALL
(SEE SCHED)
z
_- 2
(SEE FRAMING PLAN)
6" CONC. WALL
2x PRESSURE
W/ #4 @ 24" O.C. VERTICAL
o
TREATED SILL PLATE
CONCRETE SLAB
#4 @ 24" O.C. HORIZONTAL
ON GRADE
WITH 1 IN TOP 6"
1
DBL TOP PLATE
-a
,,•„ -0
(SEE SPLICE DETAIL)
1800 HOOK
0'- 6"
tb
2x WOOD STUD WALL
o •
`v
(SEE FRAMING PLAN)
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1 7 'SECTION 3 SECTION SECTION
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PROJECT NO.
223216
SHEET NO.
S1
OF TWO
TYP
I I I SX72 1'W I INN I I I
S1 W/ (2) #4 LONG IT (TYP)
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NOTES: INTERIOR WALLS TO BE FRAMED W/ 2x6@ 2'-0" O.C. c
{ I I { EXTERIOR WALLS TO BE FRAMED W/ 2x6 @ 2'-0" O.C. U.N.O. I I I I I
ALL INTERIOR WALLS TO BE SHEAR WALLS (SEE SHEET S I) U.N.O.
- O
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FOUNDATION PLAN 2
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I SIDE LAP FASTENERS
#10 SCREWS @ 15" O.C. (TYP)
(SEE DETAIL B/S1)
I I I I 1 1
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