HomeMy WebLinkAbout0879.95.17GENERAL NOTES
I. BUILDING CODES: BOLA Building Code, 1993 American Institute of Steel Construction,
ASD 9th Edition American Concrete Institute, 318 -89
2. DESIGN LOADS:
Roof Live Load = 35 psf with drifting.
Floor Live Load = 80 ppssf.
Storage Live Load = 125 psf.
Wind Load. Basic Speed = 80 mph,
Exposure B Seismic Load: Zone I Occupancy I
3. The contract structural drawings represent the finished structure. They do not indicate
the method of construction. The contractor shall provide all measures necessary to protect
the structure during construction. Such measures shall include, but not limited to
brannq, shoring, etc. Observation visits to the site by the architect shall not include
inspection of the above items nor will the architect be responsible for the contractor 's,
means, methods, techniques, sequences for procedure of construction, or the safety
precautions and the programs incident thereto.
4. Ali contractors are required to coordinate their work with all disciplines to avoid
conflicts. The mechanical, electrical and plumbinq aspects are not in the s of these
drawings. Locations, sizes and numbers of all openings may not be completely indicated in
the structural drawings, the respective contractors shall verify their work with all other
disciplines.
5. Notes and details shall take precedence over general structural notes. Where no details
are shown, construction shall conform to similar work on the project. Ty i I details may
not necessarily be cut on the plans, but apply unless noted otherwise. Where discrepancies
occur between the plans, details, and general structural notes, the greater requirement
shall govern.
MASONRY NOTES
1. Mnimum 28 day compressive strength of concrete masonry units shall be 1900 p s.i. based
on net area o the unit. Specified design compressive strength of masonry shall be
fm = 1500 P.5, j.
2. All mortar shall be Type S. No admixtures may be used unless a9roved by architect/en ''cur
ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS OTHERWISE
NOTED ON PLANS.
3. Course grout shall be used where grouting is required. Slump shall be 9" +/- I ". Minimum
grout compreres ssive strength shall be 2500 p.s.. All groutin shall be placed in the
vertical co of the masonry units utilizinq the ON lift growing method set forth in
AGI 531.1 -79 (revised 1981)
4. All reinforcingq shall be ASTM A615 Grade 60 (r-y=60 ksi). Lap all reinforcing a minimum
of 40 bar diameters.
5. See architectural and specifications for all control joint locations. See typical detail
for bond beam at control joints.
6. shall be #Provide truss type horizontal joint reinforcement at 16" o.c. Side rods and cross rods
9 wire, galvanized, see specifications. Gut joint reinforcement at control
joints.
7. Provide corner bars at all bond beam corners as required.
8. EN cores of block solid with grout two full courses below the bearing of all beams or
lintels supported on masonry.
9. All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors,
unless noted otherwise. Anchors shall be installed per manufacturers recommendations.
10. In exterior walls place one reinforcing bar (some size as in adjacent wall) in routed
core extending_ full height of wall for all window and door openings up to 8 feet wide.
For openings 8 feet to 16 feet wide place two reinforcing bars in two grouted cores each
side of openinq.
II. All beams bearing on masonry walls shall have a bearing plate. Mnimum plate size 3 /8x6x8
with 2 -1/2" da x 6 long anchors.
12. In all reinforced masonry walls, provide vertical reinforcing bars full height of wall
at corners, intersections, wall ends, beam bearings, jambs and each side of control
joints and at intervals not to exceed 72" o.c. unless otherwise noted on the plans.
MASONRY LINTEL NOTES
1. For all openings and recesses in block or brick, with lintels not shown on structural plans,
provide either of the following lintels:
A. Concrete Block Lintel: Use bond beam lintel block. Fill with concrete or grout. All lintel
block to be 8" deep by the wall thickness. Extend &ntel 16" into wall on each side of
opening. Concrete or grout to have minimum fc = 4000 p s.1. Provide 2 - #5 top and bottom.
lrnteil shall be shored in the center for 28 days. MAXIMUM LINTEL CLEAR SPAN = 10' -0"
B. Precast Concrete Lintel: Lintels shall be in multiples of 8" deep by 4" wide, equal to wall
thickness. Lintels shall be scored to match block. Concrete shall be normal weight (145 pr-f)
with minimum fc = 3000 p.si. Provide I - #5 t and bottom. Provide 8" bearinq at eoch end.
Lintel shall be shored in the center for 3 days. MIMUM LINTEL CLEAR SPAN = 6' -8 ".
SHALLOW FOUNDATION NOTES
I. Allowable Soil Bearing Pressure:
�p� read footings - 2000 psf
Wall footings - 1500 psf
2. Footings shall bear on firm, undisturbed soil or on a neered fill. Engineered fill shall
be compacted to a minimum dry density of 95% of fhe Modified Proctor maximum dry density
(A5TM- D1557), placed in 6" to 8 lifts.
3. The contractor shall retain the services of a soils engineer to monitor all backfilfing
operations and to inspect footing bearing material. A report certified by the soils
engineer shall be furnished to the architect /engineer verifying that all foundations were
placed on a material capable of sustaining the design bearing pressures.
4. If dewaterinq is required, sumps shall not be placed within the foundation excavation.
5. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to I
vertical. Maintain a 2 horizontal to i vertical slope next to existing foundations to avoid
undermining foundations.
6. No horizontal joints are permitted in any foundation. Vertical joints are permitted only
in wall footings.
7. Provide dowels for all horizontal reinforcing at corners in walls, footings, etc. to
maintain continuous reinforcing.
REINFORCED CONCRETE NOTES
I. All concrete shall have the following 28 day compressive strengths:
Wolf Footings, Spread Footings - 3000 psi (2X air entrain.)
Exterior Slabs, Piers, Walls, Columns, Grade Beams (Cori. exposed to freeze /thaw)
- 4000 psi (6x air entrain.)
Interior Slabs - 4000 psi (2x air entrain.)
2. All reinforcinngg steel shall be detailed, supplied and placed in accordance with
AGI 315 -88 and CRSI M5P -90.
3. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired
together and conform to ASTM A -615, Grade 60.
4. Chamfer edges of exposed concrete 3/4 ", unless noted otherwise.
5. Contractor shall make four, 6" x 12" test cylinders for each 50 cubic yards of concrete
poured for each days operation. Break one at 7 days, two at 28 days and retain one spare.
6. All welded wire fabric shall conform to ASTM A185 Fy(min) of 65 ksi. All welded wire
fabric laps shall be 8 ".
7. All finished concrete, concrete formwork and falsework shall be in accordance with
AGI 301 -89. Contractor is solely responsible for the design and construction of all
formwork, falsework and shoring.
8. Provide the following coverages over rpi'nforcinq: Footings:
Bottom and Unformed Edges - 3
Formed Edges and Top - 2 "
Slab on Grade - Welded Wire Fabric - Upper Third
9. Coordinate with appprropriate trades for installation of all required sleeves, inserts, etc.
All items passing #hrough concrete shall be sleeved.
#55 @ 4' -0" O.G. VERT. REINF. -
LAP BARS 30 BAR D
SPLICES AND AT VER
EXTENDING OUT OF C
FDN. WALL
HORIZ. REINF. @ 16" C
VERT. - DISC,ONTINUE
AT CONTROL JOINTS
BLOCK GORES WITH E
TO BE FILLED WITH G
THE FULL HEIGHT OF
NOTE:
WALL REINF. IS TYP. AT ALL
EXTERIOR WALLS AND BEARING
WALL5, UNLESS NOTED OTHERWISE -
ALL NON - BEARING WALLS TO HAVE
HORIZ. REINF.
VERT. REINF. (CONT.
THRU BOND BM.)
GORE FILLED SOLID
WITH FINE GROUT
HORIZ.
REINF.
GMU BOND BM
W
#3 SPACERS @ 48" O.G.
TYP* BOND BEAM e
SCALE: NONE
SCALE: NONE
•
1
N
I' -6"
6" DIA. STEEL POST
FILLED W/ CONCRETE
CONCRETE PIER
45 BAR WELDED TO POST
7
31
5
312
- �-- �- �-- �- -� -�-- BOND BEAM AT TOP WALL � 1
VERT. REINF.
STEEL LINTEL 1
- _ 1 PREG/tST LINTEL - -
TO MATCH
1 t WALL REINF. fi
CL ._ ._ 0" (TYP.) / t - -- BRG. PLATE -------------- _ - --
5
_ _. ._._ -,.. (TYP.) _ --
MASONRY MASONRY
i O, \ 1 - -- - - -1 - 1
_' _. G I -,- _-' -- fi -- OPENING 1
- r - ---- --
_...� - - _ - -1 - _ --- -- ---. _.1 _. - - - - - --
--
_ - - - - - - - - - - -- - -
8" DEEP BOND BEAM
(OMIT @ DOOR OPN'G.)
'YP. MAS(
SCALE: 3/8 "- I' -O"
GMU WALL
'A' TYPICAL CORNER
VERT. WALL REINF.
INTERIOR
OR EXTERIOR
LOAD -BRG.
GMU WALL
WIRE MESH
WALL TIE
'B' TYPI CAL INTERSECTION
SCALE. 1 " -1' -0"
PLAN
CONTROL JOI NT
MATERIAL
:0E
VERT. WALL REINF
(SEE PLAN)
S12
VERT. WALL REINF. GMU WALL
Ei'
'C' TYPICAL BEAM BEARI NG
VERT. WALL
REINF.
'D' TYPICAL JAMB
NOTES:
I. REINFORCING SHOWN IS IN ADDITION
TO REINFORCING SHOWN ON PLANS
AND SPECIAL DETAILS.
2. REINFORCING TO MATCH WALL
REINFORCING INDICATED ON PLANS.
T54x4xO.375
5TUCTURAL COLUMN
I I
SEE TYP. COLUMN
2' -0"0 GONG. PIER , , BASE PLATE DETAIL
I I
i I
100' -o"
II II II TOP PIER
��o�
#2 TIES @ 10" O.G. N i i i i (4) 1' -6" LONG 7/8"4) ANCHOR BOLTS
I. I
(4) #6 BARS
VERT. REINF'G.
1 1 (4) #5 BARS EA. WAY
5„ 1 1 5„ HORIZ. REINF'G.
O
m
SOOTING SECTIONe
� I
I �
SEE TYP. COLUMN
BASE PLATE DETAIL
GONG. PIER
(SEE PLAN VIEW)
it ii -
-1-ri---�+i-
i ►' ' it
I l
3.. �5"
SCALE: 3/4 ": I' -O"
5
31
TS4x4xO.375
STRUCTURAL COLUMN
NOTE:
I. BOND BEAM REINFORCING
SHALL NOT BE LAPPED WITHIN
8' -0" OF CONTROL JOINT.
2. HORIZONTAL JOINT REINFORCING
TO BE DISCONTINUOUS AT
CONTROL JOINTS.
SCALE: NONE
DIMENSION
n►.ir- 41 .` ca PER PLAN
O
SEE TYP. COLUMN
BASE PLATE DETAIL
i l
� I
n n
II II
n u
I y
SEE SCHEDULE FOR PAD SIZE
T54x4xO.375
5TUGTURAL COLUMN
(4) #5 BARS
VERT. REINF'G. 1
N
(4) #5 BARS EA. WAY
HORIZ. REINF'G.
TION e
eye c
0
W
cip
: Z
T
°D W
c W
o Z
LU
cc
t
3 Z
1-0%
W W
V
Li.
L16
o W
3 ...�
W
z J
L�
q 0
c
a
U
COLUMN ISOLATION JOINT
9 tV Q
GONG. SLAB (SEE FOUND.
PLANS FOR THICKNESS)
U 't
o"
99 4 %0
TOP PAD
N
r
to r
F
�
HORIZ. REINF'G. (SEE SGHED.) >0 F
r<
THICKEN FOOTING TO
PROVIDE 3" COVER AT -
ANCHOR BOLTS (AS REQ'D.) m
C E R T i F I
N
.\\`���I EV/4N
S�
TYP . FOOTING SECTION No. _
SCALE: 3/4 " =I' -O" 31 - �t $$0 149
STATE OF
q•��DI
STEEL COLUMN
g12 3/4" BASE PLATE ; i PER PLAN
I I
R E V I S 1 0
1/4" LEVELING PLATE
I I
i I
1 1 /2" i i 1/211
EXTENSION
3/4 NON- SHRINK,
NON-METALLIC I I -
GROUT T /FTG.
OR PIER
II II
(4) 3/4 "m A307 i i i i z
DRAWN BY: HAI
ANCHOR BOLTS II II p
- W CHECKED BY: I
II II cfl m
DATE: 8 /I4
COMM. NO: 9
DRAWING
'T`�/t" 5 � x'11 1 NCI► 1 f� A C S 1'11�T 1 1 � � �,
� I
� I
1