2530 Magnolia Ave - 97-002388 (NEW BATHROOM ADDITION) (A)0 D") (k o-- U
ZONE DATE
CONTRACTOR �YYA E5 P
ADDRESS Ca 0 - n 17 16-X A L Cid �f�l C�1
PHONE#
LOCATION 2) O
OWNER
ADDRESS
PHONE #
PLUMBING CONTRACTOR
ADDRESS _ _ --
PHONE #
ELECTRICAL CONTRACTOR
ADDRESS
PHONE #
MECHANICAL CONTRACTOR
ADDRESS
PHONE .#
MISCELLANEOUS CONTRACTOR
ADDRESS
SEPTIC TANK PERMIT NO,
SOIL TEST REQUIREMENTS (_)
FINISHED FLOOR
ELEVATION REQUIREMENTS
ARCH ITECTURAL APPROVAL
DATE:
C_c4P
SUBDIVISION:
PERMIT # _ LOT NO.
JOB Ell � .I Y I t- t;� BLOCK:
SECTION:
COST $ ��
SQUARE FEET:
FEE $ MODEL:
STATE NO.
FEE $
F E E Vt.._
FEE $
OCCUPANCY CLASS
INSPECTIONS
TYPE DATE OK REJECT BY
FEE $ ENERGY SECT. EPI:
CERTIFICATE OF OCCUPANCY
ISSUED #
FINAL DATE
DATE.
FEE $ ENERGY SECT. EPI:
CERTIFICATE OF OCCUPANCY
ISSUED #
FINAL DATE
DATE.
5CALFz: 1/2" z 1'-0'
MIRROR
GRAB BARS
'r
—n
51NK
TOILET
�7-
l -ro
MAX.
01
I
, +
/ 4' CONC. SLAB W/ 6x6; UP r'
ON CLEAN COMPACTED FILL y
/ UJ/ & MIL VAPOR 15ARRIER CONT. j.
/ W/12' Tp 1=DGI✓ UJ/ 1- 05 CONT.'
_ TRlL JE CER
L------_ �
--- 8' MASONRY 'L' 5!-
5TEM WALL ON 16' x '
CONC. FTG, U1/ 2 - "5's CONT.
a II
EXTE SLAB !l f I +
1.1/2' DOOR TY�
J
CB 66 PT 6at6 CO.
22'-0'
I'
SCALE: 1/4' - V -O'
.r
I
r
I
i
i
"I u
1
SLOPS ACORpING TO INT�R5I=GTION
OF EXl5TlNCx HIP Rc70F INTRSfrCTION
EXISTING STRUCTUrRE
ITH BI L\44T I ON
SCALE: 1/4' - 1'-0'
,r
f
r.
T 1-I1 EXTERIOR PLYWD
.51DING
�— -- 1x4 TRIM fo COFNER
4�t►�
5CALE: I/4" im P -O"
I
T•' low %% / �w✓ rml;74 F— lom 0-� I N
5CAL3=: 1/4" - P -O'
TUUThi R.� NI ADI�'I�
1
1
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m
z
m
O
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1
1
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i
L6
51
T DEF,Gf21PTI0N
LN1�18A3 FE LOAD MR
LINEAL FOOT. (FILLED)
2'-10'
U LINTELS
5314 Ibs
3'-6'
U LINT/ 5
""PROJECT: LAMES E. LEE 4 51D YOUN(-s
-0'
ARCHITECT: MARK NA$RALLAH A.I.A.
6408 lbs
GENERAL CONSTRUCTION NOTES AND SPECIFICATION$
'
5tructur•al Design Criteria
5'-4'
1,
Codes: - Standard 5uilding Code 1594 Edition
5'-110'
U LINTEL$
- Standard l3ullding Code 55T5 I0-93
11x,
2,
Design Live Loads:
I'-&'
U LINTEL$
Roof --16- psf
V-4'
U LINTEL$
Residential Areas --40- psf
IO' -h' ,.V
3.
Design Wind Speed: -100- mph
DOOR 1 EAUEi� AND Exw wibE oPE. woe
4,
Seismic zone: -N/A,- (code)
6408 Ibs
5.
Aliowablp $oll Fearing Pressure: -20010 psF l minimum )
i,
General Construction Notes
RECESSED
L
The General Contractor shall review all project documents,
RE_CE5$ED
32614 lbs
prior to fabrication and start of construction, and report any
i.:
_288'1Ibs
discrepancies to the Architect prior to proceeding with the
R-C�ED
�I141Ibs
work
EXTRA
2,
The General Contractor shall provide all measures necessary to
r.
1304 lbs
protect the structure and workers during construction,
-
909Ibo
including adequate bracing of structural members, walls and
- WIDE
9(09 lbs
other non-structural elements to withstand construction loads
FRE $TRE55ED
-- 911 Ibe
including wfnct
PRS 5TRE$5ED
3.
The General Contractor shall protect all existing fac(Iltles,
1'Pl sTRE$aED ^
- 911 1ba
structures and utility lines from damage during construction.
F'R� 3TRES�S
4.
No structural member shall be cut, notched or otherwise
T,. AI(F above lime a exceedd e requlmmente.,
905
reduced in size or strength without prior approval in writing
525 -
from the Architect.
-
SCALE =NONE
5.
All details and sections on the Drawings are intended to be
typical and shall be construed to apply to'any similar
NOTE: A PASLOAD 2 1/4" X .099 COATED SCREW $HANK NAIL
situation elsewhere on the project except where a separate
ri..
detail 16 shown.
6.
The- intention of the Plans and Specifications is to provide
all necessary details to construct a complete structure, When
specific Information Is missing or is in conflict, the General
5ottom Chord Dead Load ---5- psF
Contractor shall use a similar detail and/or the more costly
Total Load - Duration Factor 1.0 (1.33 for wind loads)
item of conflict. The, conflicts shall be brought to the
1
Fabricator to design trusses and supply additional brfdgincy as
attention of the Architect in writing.
Shallow Foundations
'I
I.
Soil shall by stripped, compacted and tested in accordance
s
with the recommendations of ASTM D-1551.
2.
Center all footings under their respective columns or walls,
unless otherwise shown on plans. Maximum misplacement or
eccentricity shall be 2', Tolerance for mislocation of column
dowels or anchor bolts to per ACI or A150 standards.
3.
Horizontal joints in Footings shall not be permitted.
4,
*(5i re vertical construction joints occur in continuous
footings, provide a minimum continuous 2' by 4' keyway across
joint.
5.
The General Contractor shall notify the Architect if soil
`1
conditions are uncovered that prevent the required soil
bearing pressure From being obtained.
_
6.
Coordinate plumbing lines with the footing locations to avoid
interference, Individual footings shall be lowered and wall
footings stepped (with the prior written approval of the
Architect) to avoid such interrerence.
1.
Excavating under or near 1n -place Footings or foundations
which disturbs the compacted soil beneath shall not be
'
permitted.
Reinforced
Concrete
I.
All concrete design and placement shall be in strict
r
accordance with the ACI '5uilcifn2 Code Requirements For
Reinforced Concrete', ACI 318.
2.
Structural concrete shall conform to ACI 301 specifications
'
and develop a minimum compressive strength of 2500 psi l slabs 4
ftgs.) - 4000 psi (a beams 4 cols.) at 28 days.
3.
Use regular weight concrete for all structural members,
minimum of 140 pcf.
4.
Aggregates shall be clean and well graded and sized as
follows. Concrete mixes shall be designed for the following
slumps:
Location $lump Aggregate Size
Pumped Structural Concrete 4' t 1' ASTM 151
Masonry Fill 8' t 1" A5TM #d9 Pearock
Consolidate all concrete with a vibrator. The use of
jitterbugs to consolidate concrete shall not be permitted.
6.
All pumped concrete shall contain a high range water reducing
agent (HRWR). Minimum size of discharge shall be 4' for S1
and 2' for 089 aggregate.
:.
1.
Chamfer all exposed edges 3/4' unless noted otherwise on the
Drawings.
\
8.
All reinforcing steel shall be detailed, fabricated and
�a
Installed in accordance with ACI 315-89 and ACI detailing
Manual of Standard Practice, ACI 315-98.
9.
Reinforcing steel shall be new deformed bars, free from rust,
scale and oil, conforming to ASTM A-615, Grade 40, with a
minimum yield strength or 40,000 psi.
10,
U.lelded wire Fabric shall conrorm to A5TM A-IS5.
Il,
Lap continuous reinforcement 30 bar diameters (1'-6' minimum)
or as noted otherwise. Lap continuous beam bottom steel over
,..
supports and continuous top steel at mid- span , unless
otherwise directed on the Drawings.
12.
Terminate all discontinuous top bars with standard 90 degree
�.
hook (placed vertically) unless otherwise noted on the
t =.
Drawings.
'
13,
Provide the Following concrete coverage over reinforcing:
Footings 5ottom and unformed 3' clear
edges
Top 2' clear
beams and Columns Ties 3/4" clear
Slabs 51neie mat, u.n.o. centered
Double mat, interior 3/4' clear
Double mat, exterior 1-1/2' clr
I �x
'
lUalls As noted, but not less than 1-1/2' cir
;V
14. Sleeve all penetrations through beams and slabs individually.
Core drilling will not be permitted. Submit location and size
of sleeves through beams to Architect for review prior to
castincg concrete.
15. No reinforcing barb shall be cut to accommodate the
installation or anchors, Embeds or other itpms.
16. Use the ;structural Drawings (including revisions and addenda)
in conjunction with reviewed Shop Drawinggs for placement of
re(nforcine.
11. At changes in direction of concrete walls, beams and strip
footings, provide corner bars of same size and quantity
(u.n.o.) as the horizontal steel. Refer to typical detail.
18. All embedded items shall be securely tied In place prior to
concrete placement.
Masonry
I. All masonry construction shall conform to AGI '50ding Code
Requirements for Masonry Structures' ACI 530 and
'Specifications for Masonry Structures' ACI 530.1, except
as amended below.
2. This structure has been designed as a bearing wall structure.
All masonry units shall be laid prior to concrete placement of
columns, beams, and slabs for the same story.
3. Use type 'S' or 'M' mortar with minimum compressive strength
of 1800 psi.
4, Masonry units shall conform to ASTM C 90 with a minimum
compressive strength of 1900 psf on net section, to provide
net area compressive strength of masonry (f'm) of 1500 psi.
5, Provide rein Forced filled cells as shown on plans. In
addition, provide reinforced filled cells adjacent to all
openings, at anchorage of connections.
6. Provide full mortar bedding around all filled cells with
vertical reinforcing.
1. Reinforcing for Filled cells shall conform to ASTM ,615, grade
40. Provide the Following lap splices For, reinforcing:
94 bars 24' laps
15 bars 30' laps
06 bars 36' laps
8. All Filled cells and columns shall be poured at least two (2)
hours prior to pouring beams and lintels.
9. Concrete for Filled cells shall be vibrated during placement
using a 'pencil' type vibrator.
10. Unless noted otherwise, provide the following precast lintels
over all masonry wall openings:
MINIMUM CAPACITY TA5LE
WINDOW L
L6
51
T DEF,Gf21PTI0N
LN1�18A3 FE LOAD MR
LINEAL FOOT. (FILLED)
2'-10'
U LINTELS
5314 Ibs
3'-6'
U LINT/ 5
5120 Ibs
-0'
U LINTEL$
6408 lbs
4'-6'
U LINTEEL$ -
4015 lbs
5'-4'
_-
U LINTEL..$
3144 be,
5'-110'
U LINTEL$
3144 Ibo
_6W_
U LINTEL$32601
lbs
I'-&'
U LINTEL$
2881 Ibs
V-4'
U LINTEL$
_
1141 Ibs
IO' -h' ,.V
LINTEL$
1333 Ibs
DOOR 1 EAUEi� AND Exw wibE oPE. woe
4'-0'
RECE$$ED
6408 Ibs
4'4'
RECE$9ED
4815 Ibs
5'- '
RECESSED
3144 Ibs
6'76'
RE_CE5$ED
32614 lbs
1'-6'
I�ECE$$iED
_288'1Ibs
9'-4'
R-C�ED
�I141Ibs
II' -4'
EXTRA
_
_ 1483 Ibs
12'-0'
_ /
1304 lbs
13'-4'
-
909Ibo
14'-0'
- WIDE
9(09 lbs
14'-8'
FRE $TRE55ED
-- 911 Ibe
15'4
PRS 5TRE$5ED
911 Ibs
Il' -4'
1'Pl sTRE$aED ^
- 911 1ba
19'-�'
F'R� 3TRES�S
823 Ibs -
i, ActUicaa a coTpoelte beam wIth an 8'�crfineter beam-
one 15 bar in the fntel, one Ta bar in t1x; beam.
T,. AI(F above lime a exceedd e requlmmente.,
A$ MANUR 5Y QUALITY PP.E-CAST
ALLIED, POIt'ER$, CA$TCRETF.
ALTERNATE LINTEL SrY$TEM; A 'POLUERS
STEEL LINTEL' MAY 5E USED IN LIEU OF
A PC I. -INTEL IN ACCORDANCE WITH
MANUR LOAD-fABLE:�
5i5CCl P5T 4 Eel REPORT NO' 93-132
Provide minimum end bearing of V. Cut out bottom of lintel
at end to allow continuation of filled cell reinforcing.
II. The top course of all cmu walls, partitions and parapets shall
be constructed of knock -out blocks reinforced with I -S
horizontal bar in grouted bond beam. Send bars with standard
hook at all corners and intersections.
Wood
I. All wood construction and connections shall conform to AITC
'American Institute of Timber Construction' manual,
and the 'National Design Specifications for Wood
Construction', and the most current adopted edition or the
Standard building Code - Chapter 23,
2. All member sizes are to be as shown on Drawings and provide,
the following minimum properties:
Member Species Fb (psi) E (ksi)
Posts SYP 1200
F3eams 5YP 12100
Joists 5YP 1200
Studs HFIR 815
other HFIR 815
3. All wood in contact with concrete or masonry shall be pressure
treated.
4, All bolts for bolted connections shall conform to A5TM A301.
Use washers between wood and bolt heads and nuts.
5. All metal wood connectors shall be as manufactured by Simpson
Strong Tie Co. (or approved equal) and shall be galvanized.
6. All joists shall be laterally supported at ends by solid
blocking.
1. Stud walls shall be 2 x 4's at 16' o.c. MIN. Provide
horizontal blocking in stud walls at 4'-0' o.c.
8. Unless noted otherwise on plans, provide double studs at all
jambs of openings up to 6'-0'. Use triple studs For openings
greater than 6'-0' and less than 110'-0'.
9. Were beams or columns are formed of 2 or more members they
shall be full length and fastened together per the standard
5ullcifne Code.
10. Exterior walls shall have 1/2' 0$5 or better plywood nailed
with 10d galvanized box nails at 6' o.c, maximum at all panel
edges. Space nails at 12' c.c. maximum along intermediate
Framincc{{. 15lock all panel edges. A 2 1/4' x .099 P -Nall may be
used _rn lieu of an 10d nail.
11. Roof plywood shall be 5/8' 0$5 with 8d nails at 6' a.c.
maximum at all supported edges. Space nails 12' o.c, along
Intermediate framing members. An 2 1/4' x ,099 P -Nail
may be used in lieu of an 8d nail.
Pre -Engineered Wood Trusses
I. Design of metal connected roof trusses shall comply with:
MODEL
No.
DIMN51ON5
N
FASTENERS
ALLMAKE
ut-L.iFr LOAcxs'
TAP12
16
pl�-1P�d
1336
TAP12�
16
a -16d
-1456
TAPI4
18
I® -10d16`10
TAP14
IS-
10-16d
1136
T PI6
20
it -led
_T 1136
TAPI6
2Q� _._
Il -16d
1136
18 ga
5-8d
5-8d
-3)
ETA20
16
f3 -10d 2/xl2ixl
11�a03
ETA22IS
4-6d
8-10dx1 7 _
11110
TATIS
14
(-10dXlr
1010
ETAT20�16
4-8d
S-10dx 21 21
1160
ETAT2218
165
8-10dx --
1110 _-
MODEL
NO.
MODEL.
U)
MAX ALL0WA19L5 LOA51'2
NO.
TO
PLATES
TO
a
STUDS
T$$2
P/
F,
T6$2-2
3'/e
TS54
35is
4-Sd
MODEL
NO.
MAIL
FA9TENF,ft
MAX ALL0WA19L5 LOA51'2
TO
RAFTEr
TO
PLATES
TO
a
STUDS
UPLIR
LATERAL
F,
-
P2
HliS
Aja
6-8dxl'/2
4-Sd
----
520
485
165
H2
16 ga
5-8d
----
5-acl
335
--__
...
H2.�a
18 ga
5-8d
5-8d
-3)
415
150
150
H3
18 ea
4-6d
4-Sd
._--
460
125
160
H4
20 ga
4-8d
4-8d
:.___
360
165
160
H5
iS ga
4-8d
4-5d,n
.....
465
115
200
H6
16 �a
__ _
a -ad
8 -act
950
650
-----
H'1
16 ga
4-8d
2-8d
8 -ad
935
400
----
HI0
18 ga
8-6d
S -8d
905
585 _
525 -
registered in the state of Florida.
3. Signed and sealed shop drawings showing truss configuration 02
with member sizes and connections, truss layout with piece --- - -
marks, required truss to truss connections, design loads,
duration factors and erection details must be submitted for ` r�
review prior to fabrication. If required, submit copies to
- d
10d 64121
ALTERNATE NAIL. SPACING /0 TOP 4 BOTTOM PANEL-. EDGE6
6' 4' 3u 6u L�u I 3u 6n �In " 6n 4' 3'
the building department at time of permftting.
0
94
4.
Pre -Fabricated wood trusses shall be Fabricated From Southern
Pine (5P15) kiln dried *2 or better For chords and 113 grade or
RIDGE
231w
a Standard l3uildfng Code (see Design Criteria).
-�
\ �J
5.
No wane, skips or other defects shall occur in the plate
F5,oF,5,�
2
189
contact arca or scarfed area of web members. Plates shall be
566
4.'-�
4'
-110
o NFPA's 'National Design Specification for Stress Graded
S� MC �AISAMPSON
TRUES -)SE p/�G�IGHOR
-
`�
Lumber and Its Fastenings'.
4.
-3)
p'ca r�
S NAPSO \l HUR G' �
p \ 4 \
(� ANE ANC HORj EJ
o Truss Plate Institute's 'Design Specifications for Light
SCALE :NONE
0
vCALE - NONE
----
Metal }date Connected Roof Trusses.'
Structural and Architectural Drawings for outline shape and
O
or A-301.
2. Pre-engineered pre -fabricated wood trusses and their
O
G
O
will locations at all balconies and porches.
connections to each other shall be designed For the loads
'note a
��
g
-�-��
certified welders in accordance with ACUS 'Structural Welding
5,
1867
5'
Permanent truss bracing or bridging members shall be 2' x 4'
I�
Indicated in 8 below by professional engineer
V
minimum southern pine with minimum locations as noted on
�Y
ROOF EDGE
plans. Additional bracing required to strengthen truss
(Grind all exposed welds smooth.)
500
components should be noted on the erection drawfngs in
registered in the state of Florida.
3. Signed and sealed shop drawings showing truss configuration 02
with member sizes and connections, truss layout with piece --- - -
marks, required truss to truss connections, design loads,
duration factors and erection details must be submitted for ` r�
Overhang p --10- psF Q shingle roof
Overhang, --6- psF Q the roof
#UpII Ft to btm, cord of all balconies or porch trusses.
Provide design calculations, signed and bearing the embossed
seal of an engineer registered in the state of Florida,
verifying design for uplift stresses.
9. Handling, erection and bracing of wood trusses shall be in accordance
with the Truss Plate Institute, latest Edition, and as noted below.
10. Minimum permanent bridging criteria for pre-engineered
trusses: '
5'
NAIL SWAGING REaUIRC D FOR SHEARWALL DE51GN
review prior to fabrication. If required, submit copies to
- d
10d 64121
ALTERNATE NAIL. SPACING /0 TOP 4 BOTTOM PANEL-. EDGE6
6' 4' 3u 6u L�u I 3u 6n �In " 6n 4' 3'
the building department at time of permftting.
0
94
4.
Pre -Fabricated wood trusses shall be Fabricated From Southern
Pine (5P15) kiln dried *2 or better For chords and 113 grade or
RIDGE
231w
better for webs.
-�
\ �J
5.
No wane, skips or other defects shall occur in the plate
F5,oF,5,�
2
189
contact arca or scarfed area of web members. Plates shall be
566
4.'-�
4'
-110
connected with one required each side of truss.
(2
��
�
�lJ C�
6.
Number of panels and direction of web members to suit
Z
4.
Unless noted otherwise, all bolts shall be 3/GL-" diameter
680 M
--
O
continuous or simpie span truss design requirements. See
O O
0
0
ILI
Q
5.
Structural and Architectural Drawings for outline shape and
O
or A-301.
anq special conditions/locations of panel points. Note bearing
O
G
O
will locations at all balconies and porches.
All shop and field wplding *hall be done by currently
---�-w- -
0
certified welders in accordance with ACUS 'Structural Welding
5,
1867
1.
Permanent truss bracing or bridging members shall be 2' x 4'
I�
ALT. NAIL 5FACiNC
V
minimum southern pine with minimum locations as noted on
�Y
18C 7
plans. Additional bracing required to strengthen truss
(Grind all exposed welds smooth.)
500
components should be noted on the erection drawfngs in
ZONE I: ad NAIL. iz 12' O.C. AT Ep 6 AND � SUPPORTS
accordance with truss manufacturer's recommendations.
grade 5, with a minimum yield strength of 36 ksl.
ZONE 2: ad NAiL 0 6' O.C. AT EDGE5 AND 12" O.C. n 5UPP)RT5
8.
Truss design loads as Follows:
ZONE 3: Sd NAIL a0 4' O.C. AT EDGES AND 6' O.G. � 5UPPORT5
510 ep d To Chord Truss, x:12 (see plans)
-p
� I���: �i I�I� �r�
lf"��"-�� S � pI�GQ, u f�" Du �1Cv �NG=�10�, ZONE
Tap Chord Dead Load �-20- oaf
-
SCALE =NONE
Live Load --16- psf
5ottom Chord Dead Load ---5- psF
NOTE: A PASLOAD 2 1/4" X .099 COATED SCREW $HANK NAIL
Total Load - Duration Factor 1.33
in accordance with 'Handling and Erecting Wood Trusses' (HET -80)
MAY BE USED IN L.IIEU OF AN Fd NAIL
and 'Bracing Wood Trusses: Commentary and Recommendatlons' by
Flat, Chord Trus
Top Chord Dead Load --20- psF
Live Load --20- psf A RooF
Live Load --410- psF 0 Residential floor load
5ottom Chord Dead Load ---5- psF
Total Load - Duration Factor 1.0 (1.33 for wind loads)
Fabricator to design trusses and supply additional brfdgincy as
required to resist a net uplift force as follows:
TA5LE 30552
Interior Poor S an --24- sF
Overhang p --10- psF Q shingle roof
Overhang, --6- psF Q the roof
#UpII Ft to btm, cord of all balconies or porch trusses.
Provide design calculations, signed and bearing the embossed
seal of an engineer registered in the state of Florida,
verifying design for uplift stresses.
9. Handling, erection and bracing of wood trusses shall be in accordance
with the Truss Plate Institute, latest Edition, and as noted below.
10. Minimum permanent bridging criteria for pre-engineered
trusses: '
5'
NAIL SWAGING REaUIRC D FOR SHEARWALL DE51GN
6da6 412 ad 412 oc �4 411
- d
10d 64121
ALTERNATE NAIL. SPACING /0 TOP 4 BOTTOM PANEL-. EDGE6
6' 4' 3u 6u L�u I 3u 6n �In " 6n 4' 3'
UPLIFT CAPACITY (pfl)
0
94
189
0
118
231w
NIA
0
IIS-
_0
F5,oF,5,�
O
189
3` 1
566
231
4-14
-110
118
355
592
285
5olts'.
Z
Provide 2' x 4' continuous horizontal bridging at top and
bottom chords and intermittent cross bridging at 10 Ft spacing
at the Following minimum locations: -
r
A. at ridges
5. at 10 Ft o.c. horizontally - at panel point
locations
G, at'all deep (18') bearing ends. 5 \f
Provide continuous 2' x 4' at 48' o.c, perpendicular to
trusses at top chord where roof plywood is not rigidly
attached to top chord of truss. -
Provide continuous 2' x 4' at 48' o.c, at bottom chord where vlNGtiv NAiL EDGE SPACING
a rigid ceiling fs not firmly attached directly to the bottom DOUBLE NAIL EDGE 5PAC
chord.
5TRUCTUR4 5TEEL
I.
Fabrication and erection of structural steel shall conform to
FA5TENER5
O
the AISC 'Manual of Steel Construction', ninth edition and the
O
TOP
AISC 'Specification for Structural Steel bulldines'
PARALLEL
To PLATE
O
most recently adopted edition.
0
2.
All structural and miscellaneous steel shall conform to ASTM
4020
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A-36 with minimum yield strength of 36 ksl,
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3.
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830_
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4.
Unless noted otherwise, all bolts shall be 3/GL-" diameter
680 M
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A-325 and shall be bearing type connections.
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5.
All bolts cast into concrete shall conform to A5TM A-36
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or A-301.
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6.
All shop and field wplding *hall be done by currently
MA515
0
certified welders in accordance with ACUS 'Structural Welding
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1867
Code', latest edition.
500
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1.
Use E10XX electrodes for all welding, unless noted otherwise.
18C 7
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500
8.
Pipe columns shall conform to A51M A-501 or A53, types E or S,
grade 5, with a minimum yield strength of 36 ksl.
NAIL 5PACING 9
INTFRM. FRAMING
/,� 12' 0.0
NAILS -SINGLE ROW
NAIL,5-DOU15LE ROW
9. Tube columns shall conForm to ASTM A-500, grade 5, with a PER TAPLE 30552
minimum yield stress of 46 ksf..
NO.I7EL
0000000000000000
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9. Tube columns shall conForm to ASTM A-500, grade 5, with a PER TAPLE 30552
minimum yield stress of 46 ksf..
NO.I7EL
SILL
SIZE
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AVE,
ULT.
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60156 _
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TOP
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PER R
TO PLATE
MA5
2x4k
2-10dx1l/2
4-10dx1l/2
4020
990
120
940
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2x4
?.-10dx1l/2
2-10dxlr/2
2655
830_
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1180
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3x4
4-10dx1l/2
2-10dxll/2
----
1060
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