1291 BEACH AVE RES17-0311 DWGS01STRUCTURAL RETROFITTING FRAMING LEGEND
1- BM1 INDICATES (2)PLY 1 3/4" x9 %4" LVL BEAM TO INSTALLED
BELOW EXISTING CEILING PLATE
2- BM2 INDICATES (2) PLY 1 3/4" X 9y4" LVL BEAM TO INSTALLED
ABOVE EXISTING CEILING PLATE
3- BM3 INDICATES (3) PLY 1 3/4" X11 �/$" LVL RIDGE BEAM
4- BM4 INDICATES (2) PLY 1 3/4" X 9 %4" LVL RIDGE BEAM
5- INDICATES EXISTING 2X ROOF RAFTERS ON 24" O.C. (MAX)
�3J's
3J's,
Clip Top & Bottom of (3)J's
w/ H2.5A "Simpson" Clips
Structural Retrofitting of Existing Conventional Roof Rafter Support to
Account for Planned Interior Bearing Walls Removal
Y4 1 1-011
OFFICE COPY
REVISION
BP# r2
DATE_/ S /
SIGNED
w
W �
Q Z
z �
M Q
o n-,,
C o
JOB NUMBER
SHEET NUMBER
Q—I
LO
N
O
Z
N
0
V)
<C
n�
O
7-
m
Z
mCD
Y
W
m
L. j
V)
M
�0
H
Q
0
ww
v
w
o
cvi�
Lu
Uf
CLIc
IUD
w
M
�o
Lu
Lu
w
Lu
O
m
0
0
WQo
o
o
0
ffij
ffi
g
M
LCI
w
z
z
z
z
z
z
w
W �
Q Z
z �
M Q
o n-,,
C o
JOB NUMBER
SHEET NUMBER
Q—I
LO
N
O
Z
N
0
V)
<C
n�
O
7-
m
Z
mCD
Y
W
m
L. j
V)
M
�0
H
Q
0
o
v
<c
o
cvi�
w
W �
Q Z
z �
M Q
o n-,,
C o
JOB NUMBER
SHEET NUMBER
Q—I
LO
�o
n�
L
�0
w
IUD
oE-
0
M
�o
WQo
w
w
w
W
�
�
a
w
�
o
�
w
a
�
w
W �
Q Z
z �
M Q
o n-,,
C o
JOB NUMBER
SHEET NUMBER
Q—I
Existing mPlate
(81:00" +0
(2) ply 1 3/4" x 9 Y4 If 4"
LVL BM
Existing Roof
Rafter/Top Plate
SDWC15600"Simpson
screws on 12" o. c.
777 LVL/ Top Plate
6 (2) ply 1 3/4 x
9 %4°' LVL BM
HTS 16 "Simpson" Twist
BM
(6)2x4 Jacks
Section
Exist_ Ridae Plate
Exist.
HTS16 "Sir
Twist Tie
3/411 = 11_011
Exis.
Existir
Floor
HTSM16
"Simpson"
Twist Stral
**Crop Rafter &
Ridge Plate as
* needed to bear on
:Rafter new LVL Plates
/4X 9 Y4" LVL
1 3/4 if x 11 %If
idge Bm
Section
3/411 = 1 1.011
1 3/4"x 9 %4" LVL Bm
FYicfing Roof
/Top Plate
15600 "Simpson" Screws
O.C. LVL /Top Plate
Section
2
S-2
3/411 = 11_011
(2) Ply 1 3/4„ X 9 y4"
LVL BM
5 "Simpson" Twist Tie
Jacks * * *
�
xisting Floor Decking / 2x12 2x4 P.T. sole
oor Joist/Brick Stem wall
Existing Finish i
Floor (0.00')
i
itural Grade
HTSM16
"Simpson"
Twist Strap
**Crop Rafter &
Ridge Plate as
needed to bear on
new LVL Plates
Exist. 2X Rafter _
* `� *OPTIONAL USE
4x4 POST IN LIEU
OF (3)2x4J's
HTS16 "Simpson"
Twist Tie
(3)2x4 Jacks
MSTAM36 ----
"Simpson" Tie
Jacks/CMU
Pier
1-:: 7III... III
3
S-2
Section
3/411 1 1.011
H3 "Simpson" Chips
Every Exist.
1 � Exist. 2X Rafter
(2) Ply 1 %a'x V/4" LVL
Ridge Bm
(3)2x4 Jacks
LSTA36 "Simpson" Tie
Exist Floor Deck/ 2 x 12 Floor Joist
d
Natural
Grade
8"x8"x16" Fully grouted
Pier w/(2) # 4Rods
- (3)#4 Rods
r- o
iF
Both ways
3000si x --20"x20"-4
p
concrete mix 5
S-2
Section
3/411 = 1 1_011
Existing Floor
Decking / 2x12
Floor Joist/Brick
Stem wall
Natural Grade
9
OFFICE COPY
REVW"l
Com' �1s1�«9
l Pl
,
�-
------,,
LI
Q
J
MSTAM
36
�o
Q
m
U
c
N
"Simpson"
Tie
SHEET�
Existing Finish
qq�
a
Q
JACKS/ CMU PIER
00
Floor .
Lo
Q
W
Ce
WUj
_
O
U
Exist Floor Deck/
LU
Uj
Uj
M
000000
m
0�3
cn
CZEZ
U�WC�Q
�:D
U
�D
N
2x Floor Joist
W
rl-�
S
W
Q
U E
CD
D
U
+
Exist 4x6 P.T.
°
(2) #4 Rod
Estabi sh
w
E-4
-
CD
grade rade Bm
Pier
Natural
Height
Grade
CV
8"x8"x1 6" Full y
4
(3)#4 Rods
Grouted Pier
3000
CD
psi
a
Both ways
concrete mix x --20"x20"-4
Section
Exist_ Ridae Plate
Exist.
HTS16 "Sir
Twist Tie
3/411 = 11_011
Exis.
Existir
Floor
HTSM16
"Simpson"
Twist Stral
**Crop Rafter &
Ridge Plate as
* needed to bear on
:Rafter new LVL Plates
/4X 9 Y4" LVL
1 3/4 if x 11 %If
idge Bm
Section
3/411 = 1 1.011
1 3/4"x 9 %4" LVL Bm
FYicfing Roof
/Top Plate
15600 "Simpson" Screws
O.C. LVL /Top Plate
Section
2
S-2
3/411 = 11_011
(2) Ply 1 3/4„ X 9 y4"
LVL BM
5 "Simpson" Twist Tie
Jacks * * *
�
xisting Floor Decking / 2x12 2x4 P.T. sole
oor Joist/Brick Stem wall
Existing Finish i
Floor (0.00')
i
itural Grade
HTSM16
"Simpson"
Twist Strap
**Crop Rafter &
Ridge Plate as
needed to bear on
new LVL Plates
Exist. 2X Rafter _
* `� *OPTIONAL USE
4x4 POST IN LIEU
OF (3)2x4J's
HTS16 "Simpson"
Twist Tie
(3)2x4 Jacks
MSTAM36 ----
"Simpson" Tie
Jacks/CMU
Pier
1-:: 7III... III
3
S-2
Section
3/411 1 1.011
H3 "Simpson" Chips
Every Exist.
1 � Exist. 2X Rafter
(2) Ply 1 %a'x V/4" LVL
Ridge Bm
(3)2x4 Jacks
LSTA36 "Simpson" Tie
Exist Floor Deck/ 2 x 12 Floor Joist
d
Natural
Grade
8"x8"x16" Fully grouted
Pier w/(2) # 4Rods
- (3)#4 Rods
r- o
iF
Both ways
3000si x --20"x20"-4
p
concrete mix 5
S-2
Section
3/411 = 1 1_011
Existing Floor
Decking / 2x12
Floor Joist/Brick
Stem wall
Natural Grade
9
OFFICE COPY
REVW"l
Com' �1s1�«9
l Pl
,
Imm-Imm Iof
�-
------,,
LI
Q
J
Lj
J
�o
Q
m
U
c
N
O
Z
co
SHEET�
Q
qq�
a
Q
00
Q
Lo
Q
W
Ce
WUj
_
O
U
LU
LU
Uj
Uj
M
000000
m
0�3
cn
CZEZ
U�WC�Q
�:D
Imm-Imm Iof
J
�-
------,,
LI
Q
J
Lj
J
�o
Q
m
U
c
N
O
Z
co
SHEET�
Q
Q
00
Q
Lo
Q
a�
O
z
_
O
U
<
F--
m
m
M
M
m
0�3
cn
CZEZ
U�WC�Q
�:D
U
�D
N
J #
W
rl-�
S
W
Q
U E
CD
D
U
Q
O
Cn
w
E-4
J
�-
------,,
LI
Q
z
Iz
Q
�o
Q
m
U
c
NUMBERS
co
SHEET�
Q
Q
W
�
Lo
Q
a�
co
z
_
O
U
<
F--
w
�i
LijU
0�3
cn
0-)rn
�:D
0 l
�D
N
o
C
0
�
W
w
E-4
Z
coo
w
�
w
a
w
a
c�
J
�-
LLU
C
Q
z
Iz
Q
W
Q
m
U
JOB
NUMBERS
z
SHEET�
Q
Q
W
,
Q
6661
z
_
O
U
<
F--
w
LijU
cn
0-)rn
0 l
N
w
LLi
�-
7;
C
Q
z
Iz
M
Q
oto
JOB
NUMBERS
SHEET�
NUMBER
General Structural Notes:
1. It is the intent of the Engineer that this work
be in conformance with all requirements of the
authorities having jurisdiction over this type of
construction and occupancy. All Contractors shall do
their work in conformance with all applicable codes
and regulations.
2. The Contractor shall verify all conditions and
dimensions at the job site prior to commencing work.
3. Contractor shall supply, locate and build into
the work all inserts anchors angles, dates
r r g r p r
openings, sleeves, hangers, slab depressions, and
pitches as may be required to attach drawings and
accommodate other work.
4. All details and sections shown on the drawings
g
are intended to be typical and shall be construed to
apply to any similar situation elsewhere in the work
except where a different detail is shown.
5. Subsurface soil condition information is not
available. Foundations are designed for 2000 psf soil
bearing capacity. ,
ca ty. Contractor shall report any
differing conditions to the Designer prior to
commencing work.
6. It is the Contractor's sole responsibility to
determine erection procedure and sequence to ins -Lire
the safety of the building and its component parts
during erection.
Construction Notes:
Foundations:
1. Footings shall bear upon undisturbed soil or upon
structural fill compacted to a density of at 95% of
Standard Proctor Maximum Dry Density (ASTM D1557) for
a depth of at least one foot (11) below the bottom of
the footing.
2.Where shown, cores of block masonry shall be
filled with coarse grout or pea gravel concrete with
minimum compressive strength of 2500psi at 28 days.
3. Reinforcing steel shall. be ASTM A-615 Grade 60
steel conforming to ACI 301, ACI 315, ACI 318 and CRSI
Manual of Standard Practice, latest editions.
4. All continuous vertical and horizontal
reinforcing steel in footings shall be lap spliced a
minimum of 48 bar diameters or 30", whichever is
greater unless otherwise noted..
5. The following minimum concrete cover shall be
provided for reinforcement:
Footings.................. ...................3
inches
Slabs
OnGrade.................................Centered
6. Horizontal beam and footing bars shall be bent 11-
0" around corners or corner bars with 21-0" lap shall be
provided.
7.. Contractor shall provide spacers, chairs,
bolsters, etc. necessary to support reinforcing steel.
Support items which bear on exposed concrete surfaces
shall have ends which are plastic tipped or stainless
steel.
CONCRETE
1. The latest edition of the following ACI Standards apply:
ACI 318 (CODE)
ACI 304 (PLACING)
ACI 306 (WINTER CONCRETING)
ACI 315 (DETAILING)
ACI 305 (HOT WEATHER CONCRETING)
ACI 347 (FORM WORK)
ACI 211.1 (MIX COMPRESIVE)
ACI 301 (SPECIFICATIONS)
2. The required concrete strength based on age of 28 days for elements in the structure
shall not be less than: 3000 PSI
REINFORCING STEEL.
I. CRSI and ACI standards apply.
2. All deformed bars shall conform to ASTM A615, Grade 60.
3. All welded wire fabric shall conform to ASTM A185.
4. Submit for review shop drawings of reinforcing steel details prior to fabrication
reinforcing steel.
5. Lap all welded wire fabric a minimum distance of one cross wire spacing plus two
inches.
6. All reinforcing steel shall be supported on standard accessories, held rigidly and
accurately in place, and protected against displacement before and during placement
of concrete.
7. Reinforcement chair legs that rest on concrete surfaces that will be exposed in the
finished structure shall be fabricated of stainless steel or shall be plastic coated.
Where splice lengths are not specified, use 50 bar diameter
ROUGH CARPENTRY
1. All sawn lumber shalle o
b visually graded No. 2 Southern pine Vii? 19 /o max moisture
content.
2. Provide light gauge metal fasteners indicated. Secure per fastening schedule publish
in the MFG. catalogue for the maximum capacity U.N.O. Fasteners exposed to
ambient conditions shall be stainless steel and secured with stainless steel nails.
Fasteners at all other locations shall be galvanized steel. Substitutions are permitted
provided that they have an equal or greater capacity then the specified fasteners
and catalogue data is submitted for approval by the architect.
3. Install rough carpentry work to comply with N.F.P.A.11 "Manual for wood frame
construction," Form E30- "APA Design/construction Guide- Residential and
commercial," and the recommendations of engineered wood products
manufacturer.
4. Use pressure treated lumber with writer borne preservatives to comply with AWPA
C2 for all members in contact with masonry or concrete, exposed framing, and all
curbs and blocking used in connection roofing and waterproofing.
5. Provide continuous wood framing members of size and spacing indicated. Do not
splice structural members between supports.
3. Mix proportions and design: proportion mixes complying with mix design
procedures specified in ACI 301.
a. Limit blast furnace slag (ASTM C989) (NEW CHEM) to not exceed
50% of content by weight.
b. Limit use of fly ash (ASTM 0618 TYPE C OR F) to not exceed 25%
of Portland cement (ASTM C150 TYPE 1 OR 2) content by weight.
Do not use flyash in conjunction with blast furnace slag.
c. Design mixes to provide normal weight concretewith the following
properties:
1) Water -cement ratio, 0.55 Maximum
2) Air entrainment (ASTM C 260): 3% +/- 1 %
d. Slump limits: proportion and design mixes to result in concrete slump
at point of placement as follows:
1) Ramps and sloping surfaces; not more than 3 inches.
2) Other concrete: 4 inches +/-1'"
e. Fine and course aggregates shall be per ASTM C33.
4. Site added water is permitted within the 1St 15 minutes that the truck arrives on
the job site provided that the water cement ratio and the slump limits are not
exceeded however not more than one gallon of water per cubic yard of concrete
may be used to adjust the mix at the jobsite.
S. Consolidate all concrete, other than slabs on grade using mechanical vibrating
equipment.
6. Do not place concrete during rain or of rain is likely to occur prior to concrete
hardening.
7. The contractor shall engage a testing agency acceptable to the architect to
perform for each 50 cubic yards or each days pour of each type of concrete.
a. A slump test (ASTM C143)
b. An air entrainment test (ASTM 0173)
c. Compressive strength tests (ASTM C39), provide one set of 4 cylinder
specimens per ASTM C31. One specimen is to be tested at seven days,
two specimens at 28 days, and one specimen retained if later testing is
required. Submit copies of testing to architect.
d. Concrete density for lightweight concrete.
"SIMPSON" FACEMOUNT HANGERS SCHEDULE "F"
1 - SINGLE 2X8, 2X10, 2X12 JOISTS - USE LUS28
2 - DOUBLE 2X8, 2X10, 2X12 BEAMS - USE LUS28-2
3 - TRIPLE 2X8, 2X10, 2X12 BEAMS - USE LUS28-3
4 - DOUBLE PLY 11 7/8" LVL BEAMS - USE HGUS410
5 - DOUBLE PLY 14" THRU 24" LVL BEAMS - USE HGUS414
6 - THREE PLY 11 7/8" LVL BEAMS - USE HGUS5.5/10
7 - THREE PLY 14" THRU 24" LVL BEAMS - USE HGUS5.5/14
8 - FOUR PLY 14" THRU 24" LVL BEAMS - USE HGUS7.25/14
9 - TJI/PR0560 16" DEEP -20" DEEP - USE MIU 3.56/16
"SIMPSON" FASTENERS:
MODEL No. NUMBER AND TYPE OF FASTENERS
LSTA36 (26) 10d COMMON NAILS, USE HALF OF THE NAILS IN EACH MEMBER BEING CONNECTED
LSTA24 (18) 10d COMMON NAILS, USE HALF OF THE NAILS IN EACH MEMBER BEING USED
LU 28 8) 10d COMMON NAILS TO HEADER
�6) 1 Od x 1 1/2" TO JOIST
HU210 (8) 16d COMMON NAILS TO HEADER
(4) 10d x 1 1/2" TO JOIST
H2.5A (5) 8d TO RAFTER
(5) 8d TO TOP PLATES
H3 (4) 8d TO RAFTER
(4) 8d TO TOP PLATES
MSTAM36 (13) 10d COMMON NAILS TO WOOD
SPH (5) 1/4' x 1 1/4' �pSCREWS TO CMU BLOCK
HGUS7.24/14 �66) 16d COMMON NAILS TO SUPPORTING GIRDER
(22) 16d COMMON NAILS TO SUPPORTED BEAM
HGUS7.25/10 (46) 16d COMMON NAILS TO SUPPORTING GIRDER
(16) 16d COMMON NAILS TO SUPPORTED BEAM
HTT16 (18) 16d COMMON NAILS TO SUPPORTING GIRDER 1/2" 0 x 8" LONG EPDXY GROUTED BOLT
HTT22 (32) 16d COMMON NAILS TO SUPPORTING GIRDER 1/2" 0 x 8" LONG EPDXY GROUTED BOLT
411 V�� t \ ' ' ' *- \ h A 1 ' r r--� , r-! I1 , !1 r , , = 9-1
1
B A , � = 1 1 r t1 1\ 1 �9 1 \%�4=11+1,
T^�I%\
V- n� n e i n r� r-�Ti- n v-�
Design Criteria
I. Live Loads (Per Section 1607 of FBC 2017)
Roof ........... 20 psf, Attic Storage .......... 30 psf
2. Dead Loads (Per Section 1606 of FBC 2017)
Bottom Chord of roof trusses or Rafters .... 10 psf,
Top of roof trusses or Rafters ...... 7 psf
Bottom of Ceiling joists ...... 5 psf, Top of Ceiling joists .......... 10 psf
3. Wind Loads (Per Section 1609 of FBC 201
Ultimate Design Wind Speed, Valt=132 mph, Wind Exposure "D", Risk
Category "W' Structure, GCPi=(+)Or(-)0.18 ( Enclosed Structure), Roof Pitch
is between 27 degrees to 45 degrees, Structure MRH is less than 30 ft.
3.1 Components & Cladding Design Pressures ***
Roof: a= 4'-4"
Zone Effective Wind Area (sq. ft) Pressure (psf)
1 10 47.0
1 20 45.7 -48.9
1 50 44.0 -45.4
1 100 42.7 -42.7
2 10 47.0 -60.3
2 20 45.7 -57.6
2 50 44.0 -54.2
2 100 42.7 -51.5
3 10 47.0 -60.3
3 20 45.7 -57.6
3 50 44.0 -54.2
3 100 42.7 -51.5
Roof Overhang: a=4'-4"
Zone Effective Wind Area (sq. ft.) Pressure (psf)
2 10 -87.1
2 20 -84.7
2 100 -78.6
3 10 -87.1
3 20 -84,7
3 100 -78.6
Walls : a=4'-4"
Zone Effective Wind Area ( sq. ft.) Pressure (psf)
4 10.0 51.5 -55.8
4 20.0 49.1 -53.6
4 50.0 47.1 -50.4
4 100.0 43.8 -48.1
5 10.0 51.5 -68.8
5 20.0 49.1 -64.3
5 50.0 47.1 -58.0
5 100.0 43.8 -53.5
'** plus and minus signs indicate acting toward and away from the building
surfaces respectivoly
3.2 MWFR System Design Wind Pressures per Simplified Method 2 of ASCE 7-
2010
Edition
4. Roof Snow Load ( Per section 1608 of FBC 2017)
Not Applicable, Pg= zero
5. Seismic Design Criteria (per Section 1613 OF FBC 201
Risk Cateogry II, Importance Factor le=1.0, Ss=0.1
SD=0.06, Site Class "D", Fa=1.6, Fv=2.4, SMs=0.16,
SM14,144, SDS=0.107, SD1=0.095
Seismic Design Category "A" (Short Period)
Stud Frame Wood Bearing Walls=, R=6.5
Cs= (SDS)/ (R/le)=0.0165 But Not Less Than (0.044)(SDS)(le)=0.0047
Or 0.01
0.0165 > 0.01 ; Thus, Cs= 0.0165
V=Base Shear=(0.0165)(W)
At Roof Level,
V=(Roof dead load over Horizontal Tributary Area)(0.0165)
+ (Half of Wall Dead Load Over Vertical TributaryArea)(0.0165)
N
USE (2) ROWS r
OF 1 O COMMON
NAILS 0 12" O.C.
cV
TYPICAL OF (2) 2x6 THRU (2) 2x12
SOLID SAWN LUMBER
CV
USE (2) ROWS OF
SDW2238 "SIMPSON"
SCREWS ® 12" O,C.
N
F
N
USE (3) ROWS
wc� OF 12d COMMON
NAILS ® 12" O.C.
Ci STAGGER NAILS
ON BOTH SIDES.
N
TYPICAL OF (3) 2x10 THRU (3) 2x12
SOLID SAWN LUMBER
I
CY USE (3) ROWS
UJ OF SDW22500 "SIMPSON"
SCREWS @ 12" O.C.
d STAGGER SCREWS
UJ ON BOTH SIDES.
N
(2) 1-3/4" PLY LVL (3) 1-3/4" PLY LVL
N
ow 1/2"0 A307 MACHINE
r ff\
BOLTS w/ NUT AND
2"0 STEEL WASHERS
o ® 16" O.C.
rz
N
(4) 1-3/4" PLY LVL
MULTIPLE MEMBER
CONNECTION DETAIL 'M"
(N.T.S.)
FASTENERS
Expansion bolts shall be HILTI KWIK BOLT 3 or approved equal. Embedment in
concrete or solid grouted masonry shall be 7 bolt diameters minimum, 11 .N.O.
Epoxy adhesive shall be HILTI HIT-HY 150 max cartridge system (IIILTI HIT -RE 500, if
hole is cored instead of drilled) or approved equal, ITNO'. embedment shall be 12 bar
diameters, LTNO. Hole diameter shall be no greater than recommended by manuf. hole
shall be brushed out with bottle brush and then blown out with air using a compressor with
a functional oil trap. Installation shall be in accordance with manufacturers printed
instructions.
power actuated fasteners (PAP) shall he HILTI X -DNI 0.14.5" diameter or equal. embed
min 1-1/4" into concrete and emu. do not place within 1" of emu mortar joint. PAF shall
completely penetrate structural steel.
WOOD TRUSSES
Truss manufacturer shall submit shop drawings indicating actual truss layout, design,
wind uplift at bearing locations, number and types of trusses, etc. shop drawings and
calculations shall be signed and sealed by a registered professional engineer. Truss
manufacturer shall coordinate and verify all truss dimensions and designs wih architect's
drawings.
Roof framing plan and truss types are diagrammatic and are intended to indicate design
concept only for roof configuration.
Trusses shall be designed, fabricated, and erected in accordance with ANSI/TP11 "national
design standards for metal -plate -connected wood truss construction."
Temporary truss bracing shall be installed in accordance with "recommended design
specifications for temporary bracing of metal plate connected wood trusses" (TPI-DSB)
and "commentary and recommendations for handling, installing, and bracing metal plate
connected wood trusses" (TPI -HIB). Install all web bracing required by the truss designer.
Temporary bottom chord and web bracing shall remain permanently in place. The bottom
chord bracing shall not exceed 10' spacing for trusses where no sheathing is attached to the
truss bottom chord or with truss bottom filler. Provide 2x4 lateral bracing @ 36" under
piggyback trusses. All bracing shall be nailed with 2-16d nails to trusses.
At trusses requiring web bracing, provide 2x4 diagonal brace (approx 45 degrees) (a 20'
maximum spacing. Nail one end of diagonal to web of truss at roof, nail middle of diagonal
to truss web at lateral bracing location and the other end of diagonal to bottom of web at
third truss.
CONCRETE NIASONRY:
1. The following codes and specifications apply:
a) ACI 5301 ASCE 5 building code requirements for masonry structures.
b) ACI 530.1/ ASCE 6 specifications for masonry structures.
2. Concrete masonry units shall be load bearing type conforming to ASTM C-90, Type
2, having a minimum compressive strength of 1900 PSI (net area). See architectural
drawings for fire rating requirements. f m=1500 psi.
3. Fill cells as noted on drawings with coarse grout conforming to ASTM C-476 having
a slump range of 9" +/-1".
4. Provide galvanized wire truss type horizontal joint reinforcing at 16" OC. (9 Gage
durawall minimum) unless noted otherwise. Provide prefabricated tee, corner joint
reinforcing.
5. The beams cast on masonry walls shall be constructed so to key and bond into block
cells. The use of building paper or sheet plastic to close to voids below is not allowed
All masonry walls shown on the structural drawings have been designed to resist the
require code vertical and lateral' forces in the final constructed configuration only. It is the
responsibility of the contractor to brace the walls for vertical and lateral loads
FASTENING SCHEDULE "B" (UNLESS NOTED OTHERWISE ON PLANS
WOOD STRUCTURAL PANEL ROOF & WALL SHEATHING AND
<
CONNECTION
FASTENER
1/2" OR LESS
BAND JOIST TO SILL OR TOP PLATE, TOE NAIL
8d
8d COMMON (ROOF)
JOIST TO BAND JOIST, FACE NAIL
16d COMMON
15/16" - 1/2-
JOIST TO SILL OR GIRDER, TOE NAIL
8d COMMON
TATE
BRIDGING TO JOIST, TOE NAIL EACH END
8d COMMON
00
LEDGER STRIP
16d COMMON
16 Go. GALVANIZED WIRE STAPLES. 3/8"
1" x 6" OR LESS SUBFLOOR TO EACH JOIST, FACE NAIL
8d COMMON
AR
OVER 1" x 6" SUBFLOOR TO EACH JOINT, FACE NAIL
8d COMMON
PARTICLEBOARD THICKNESS
2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL
16d COMMON
1/2" REGULAR
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
16d COMMON
GALV. ROOFING NAIL 1-1/2" LONG
TOP OR SOLE PLATE TO STUD, END NAIL
16d COMMON
1/2" STRUCTURAL
STUD TO SOLE PLATE, TOE NAIL
8d COMMON
GALV. ROOFING NAIL 1-1/2" LONG
DOUBLED STUDS, FACE NAIL
10d COMMON
25/32" STRUCTURAL
DOUBLED TOP PLATES, FACE NAIL
10d COMMON
GALV. ROOFING NAIL 1-3/4" LONG
TOP PLATES, LAP AND INTERSECTIONS FACE NAIL
-
GYPSUM SHEATHING
CONTINUOUS HEADER, TWO PIECES
16d COMMON
11 ga. 1-1/2" GALVANIZED
CEILING JOISTS TO PLATE, TOE NAIL
8d COMMON
5/8"
CONTINUOUS HEADER TO STUD, TOE NAIL
8d COMMON
7/16" HEAD
CEILING JOISTS, LAP OVER PARTITIONS, FACE NAIL
-
1/2"
CEIUNG JOISTS TO PARALLEL RAFTERS, FACE NAIL
-
1-1/2" DRYWALL NAIL
RAFTER TO PLATE, TOE NAIL
8d COMMON
W
1" BRACE TO EACH STUD AND PLATE, FACE NAIL
8d COMMON
m
1" x 8" OR LESS SHEATHING TO EACH BEARING, FACE NAIL
8d COMMON
OVER 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL
8d COMMON
BUILT-UP CORNER STUDS
16d COMMON
BUILT-UP GIRDERS AND BEAMS, OF THREE MEMBERS
20d COMMON
I
2" PLANKS
16d COMMON
STUDS TO SOLE PLATE, END NAIL
16d COMMON
Z
WOOD STRUCTURAL PANEL SUBFLOORING"
O
15/32". 1/2". AND 7/16"
16d COMMON, ANNULAR OR
�../
SPIRAL THREAD
LiJ
19/32", AND 3/4"
8d COMMON OR 6d COMMON
co
OR SPIRAL THREAD
1", AND 1-1/8"
10d COMMON OR
in
0
8d ANNULAR OR SPIRAL THREAD
�
15/32", 1/2", AND 7/16"
16 Go. GALVANIZED WIRE STAPLES, 3/8"
MINIMUM CROWN 1-5/8" LENGTH
19/32% AND 5/8"
16 Ga. GALVANIZED WIRE STAPLES, 3/8"
MINIMUM CROWN 1-5/8" LENGTH
WOOD STRUCTURAL PANEL ROOF & WALL SHEATHING AND
<
PARTICLEBOARD WALL SHEATHING
LO
1/2" OR LESS
16d COMMON (WALL)
J
8d COMMON (ROOF)
19/32" OR GREATER
8d COMMON
15/16" - 1/2-
16 Go. GALVANIZED WIRE STAPLES, 3/8"
MIN. CROWN. LENGTH OF 1" PLUS 8" O.C. INTERME
TATE
Ld
WOOD STRUCTURAL PANEL OR
00
PARTICLEBOARD THICKNESS
19/32" - 3/4"
16 Go. GALVANIZED WIRE STAPLES. 3/8"
14
MIN. CROWN. LENGTH OF 1" PLUS
AR
WOOD STRUCTURAL PANEL OR
PARTICLEBOARD THICKNESS
FIBERBOARD SHEATHING1
1/2" REGULAR
6d COMMON NAIL OR 11 Go.
LO
C�2
GALV. ROOFING NAIL 1-1/2" LONG
or_,
WITH 7/16" HEAD
1/2" STRUCTURAL
8d COMMON NAIL OR 11 Go.
rn
V J
GALV. ROOFING NAIL 1-1/2" LONG
�
WITH 7/16" HEAD
25/32" STRUCTURAL
8d COMMON NAIL OR 11 Go.
z
GALV. ROOFING NAIL 1-3/4" LONG
W
WITH 7/16" HEAD
GYPSUM SHEATHING
W
1/2"
11 ga. 1-1/2" GALVANIZED
7/16" HEAD
5/8"
11 ga. 1-3/4" GALVANIZED
7/16" HEAD
GYPSUM WALLBOARD
1/2"
1-3/8" DRYWALL NAIL!
5/8"
1-1/2" DRYWALL NAIL
NUMBER OR SPACING
6" O.C.
3
3
2
3 AT EACH JOINT
2
3
2
16" O.C.
2
4
24" O.C.
16" O.C.
(2) 16d OR (3) 10d COMMON
16" O.C. ALONG EACH EDGE
3
3
(3) 16d OR (4) 10d COMMON
(3) 16d OR (4) 10d COMMON
3
2
2
3
24" O.C.
32" O.C. AT TOP AND
BOTTOM AND STAGGERED
2 ENDS AND AT EACH SPLICE.
2 EACH BEARING
2 EACH END
6" O.C. EDGES AND
12" O.C. INTERMEDIATE
6" O.C. EDGES AND
12" O.C. INTERMEDIATE
6" O.C. EDGES AND
6" O.C. INTERMEDIATE
4" O.C. EDGES AND
7" O.C. INTERMEDIATE
2-1/2" O.C. EDGES AND
4" O.C. INTERMEDIATE
6" O.C. EDGES AND
12" O.C. INTERMEDIATE
6" O.C. EDGES AND
12" O.C. INTERMEDIATE
4" O.C. EDGES AND
2" O.C. EDGES AND I OFFICE OOP,
5" O.C. INTERMEDIATE
6" O.C. AT EDGES, 12" O.C.
AT OTHER BEARING AREAS
3" O.C. AT EDGES, 6" O.C. tb
AT OTHER BEARING AREAS Vf
3" O.C. AT EDGES, 6" O.C.
AT OTHER BEARING AREAS
4" O.C. AT EDGES
8" O.C. AT OTHER BEARINGS
4" O.C. AT EDGES
8" O.C. AT OTHER BEARINGS
7" O.C. ON CEILINGS p
8" O.C. ON WALLS 1
7" O.C. ON CEIUNGS
8" O.C. ON WALLS
z
<
0
LO
a
J
F-
ry
o
5
rr ,,•
Ld
z
CN
0
co
co
14
a
N04
Z
F -i
LO
C�2
�,
or_,
z
00
0
rn
V J
�
W
0
U
z
LL__0
W
-
=
W
n
�D
0
m
M
W
m
W
m
E-
z
<
0
LO
a
J
F-
ry
o
O
rr ,,•
Ld
z
CN
0
co
co
14
a
N04
Z
F -i
LO
C�2
�,
or_,
z
00
0
rn
V J
�
W
0
U
z
LL__0
-
=
W
n
�D
0
M
W
m
W
m
E-
a
I
wa
�
Z
U
O
J
�../
p
LiJ
co
ad
Ca
in
0
�
cvn
z
<
0
LO
Q
F-
ry
d'
O
rr ,,•
Ld
z
0
co
co
14
a
C\2
0
F -i
LO
C�2
�,
or_,
z
00
0
rn
V J
�
W
U
z
LL__0
-
=
W
n
�D
W
W
��
QO
E-
a
I
�
�../
p
co
WwME-
Z
w
z
<
0
Q
F-
ry
0
U
z
Ld
z
0
V)U
/W
W
z
0
V)
W
(/)
or_,
z
0
rn
V J
�
U
z
LL__0
-
=
W
n
W
J �
W
75 0
Q z
z _
0 ry
� Q
JOB NUMBER
SHEET
NUMBER