HomeMy WebLinkAbout4833-3GENERAL
CONCRETE
1
SEE ARCHITECTURAL DRAWINGS FOR DOORS, WINDOWS, NON BEARING
1
ALL CONCRETE AND REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE
INTERIOR AND EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS.
WITH GOOD QUALITY STANDARD PRACTICE. CONCRETE AND MASONRY SHALL BE
DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHED, ETC.
ADEQUATELY CURED BEFORE REMOVING SHORING.
APPROVED JOIST HNGR.
2
ALL WORKMANSHIP AND MATERIALS SHALL BE GOOD QUALITY. WHERE NOT
2
MINIMUM CONCRETE STRENGTH SHALL BE:
SHOWN ON THE PLANS THE CONTRACTOR SHALL MEET INDUSTRY STANDARDS
A CONTINUOS FOOTINGS, PADS AND SLABS ON GRADE 2500 psi
o
FLUSH WOOD BM.
(PER PLAN)
SIMPSON ST -22 TIE
AND LOCAL CODES.
B BEAM AND CAISSONS 3000 PSI GRADE
SYMPSON CC
PLYWOOD EVERY OTHER RR
3
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE
CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRE FOR ALL
COLUMN CAP o
SHEATHING
SITE AND NOTIFY THE ENGINEER OF ALL DISCREPANCIES.
CONCRETE DESIGNED WITH fc >2500 PSI.
'
4
THE DETAILS ON THESE DRWG'S SHALL BE USED WHEREVER APPLICABLE UNLESS
3
CEMENT SHALL CONFORM TO ASTM C150, TYPE II OR III PORTLAND CEMENT.
SYMPSON CC
-4*
SIMPSON RR SIMP. A35
'
OTHERWISE NOTED ON THE DRAWINGS NOTES AND DETAILS ON DRAWINGS
4
HARD -ROCK AGGREGATES SHALL CONFORM TO ASTM C33. THEIR MAXIMUM
POST SEE PLAN COLUMN CAP
/� ® 16 O.C.
RIDGE BOARD
SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
SIZE SHALL BE 11/2 INCHES FOR FOOTINGS, CAISSONS AND GRADE BEAMS AND
5
CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTION IN AND
1 INCHES FOR ALL OTHER WORK.
RAFTER
AROUND JOB SITE AND OR ADJACENT PROPERTIES.
5
LIGHTWEIGHT AGGREGATES (CONFORM TO ASTM C330) SHALL BE APPROVED
BEAM PER PLAN
PER PLAN
6
OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVE SHALL NEITHER
AND THEIR MAXIMUM SIZE SHALL BE 112 INCH.
BE CONSTRUCTED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.
6
A STATEMENT OF MIX DESIGN SHALL BE MADE FOR CONCRETE DESIGNED BY
+
BEAM PER PLAN
METHOD 11. THE AVERAGE TRIAL BATCH STRENGTH SHALL EXCEED THE
MAIN BEAM BEAM
PER PLAN PER PLAN
SPECIFIED STRENGTH, fc, BY 25% OR 900 PSI, WHICHEVER IS LEAST. DESIGN
¢ ¢
SHALL BE SUBMITTED TO THE OWNER, ARCHITECT, ENGINEER, AND BUILDING
DEPARTMENT FOR APPROVAL BEFORE USE.
7
ONLY ONE GRADE OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.
8
CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS:
A POURED AGAINST EARTH 3112 INCHES
ST0702b
ST0208b
sTo3os
KING POST TO BEAM CONNECTION
SCALE
1
BEAM TO BEAM CONNECTION
SCALE
1
ROOF RAFTERS TO RIDGE BOARD
SCALE
3
B EXPOSED TO EARTH, BUT POURED AGAINST FORMS 2 INCHES
�_
FF
�!
9
ALL REINFORCINGSHOWN CONTINUOS SHALL BE LAPPED 30 DIAMETERS
(GRADE 40) OR 36 DIAMETERS (GRADE 60) AT SPLICES AND SHALL BE MADE
1" _ �"
_ 1,_OFF
1
_ it -Opp
SYMP. A35
FRAMING
AWAY FROM POINTS OF MAXIMUM STRESS. MINIMUM LAP SHALL BE 24" LONG.
® 16 O.C.
10
BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER
B.N.
1
ALL LUMBER SHALL BE DOUGLAS FIR -LARCH GRADED PER GRADING RULE 16. W.C.L.1.6
PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS,
SIZES AS DEFINED IN P.S. 20-70 AND MUST BE GRADE MARKED PER CALLS. UNLESS
ETC., RELATING TO WORK.
2X R.R. @ 16"
o
OTHERWISE NOTED ON PLANS, THE FOLLOWING MINIMUM SHALL APPLY.
11
ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE
2
CATEGORY GRADE LIGHT FRAMING STANDARD STRUCTURAL LIGHT FRAMING #1
LOCATED BY THE TRADES INVOLVED AND SHALL BE APPROVED BY THE
T. 2X,��
BLOCKING
OCKINNGG
o 0
�,� ^�
o
STRUCTURAL JOIST AND PLANKS (BEAM 4" WIDE), #1 BEAMS OVER 4" WIDE AND
STRINGERS #1 POST AND TIMBERS #1.
12
ENGINEER.
DRY PACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART
o °
��
� 2x R. BD. OR
�° BM. PER PLAN
3
ALL PLYWOOD SHALL CONFORM TO P.S. 1-95, DOUGLAS FIR -LARCH, STRUCTURAL
SAND, WITH SUFFICIENT WATER TO ALLOW A SMALL AMOUNT OF PASTE TO
C
6,
��ti ��"
48
I (OR CDX). ALL PLYWOOD SHALL BE BONDED WITH EXTERIOR GLUE. ALL
COME TO THE SURFACE.
PLATE A 0 y°x6y" W/2 -%"O
PLYWOOD DIRECTLY EXPOSED TO THE WEATHER SHALL BE EXTERIOR TYPE13
CONCRETE GROUT SHALL BE NON -SHRINKING WITH SUFFICIENT WATER TO
A BOLTS ® EACH HIP
# +
PLYWOOD. UNLESS OTHERWISE NOTED ON THE PLANS, ALL LUMBER MUST BE
ALLOW POURING ULTIMATE COMPRESSIVE STRENGTH (fc) AT 28 DAYS SHALL
GRADE MARKED. THE FOLLOWING MINIMUM STANDARDS SHALL APPLY. (ROOF &
EQUAL 2000 psi.
p
H3 SIMPSON TIE 2x6 C.J.
AT EACH R.R.
414
I I
FLOOR SHEATHING: SEE DETAIL 51S2
14
ALL BOLT HOLES SHALL BE DRILLED 1132" TO 1/16" OVERSIZED.
IF REQ.
ESR -2613 & 2523 — — — — — — —
—
I I
w= a SYMPSON CC CCC CCT
I I
4
UNLESS OTHERWISE NOTED ON PLANS, ALL EXTERIOR WALLS, INTERIOR BEARING
15
HOLD DOWNS RE -TIGHTENED PRIOR TO COVERING WALL FRAMING.
COLUMN CAP OR USE
I I
WALLS AND MAIN CROSS WALLS SHALL BE BRACED BY THE FOLLOWING METHOD:
Y" PLATE WITH THE
WHERE INTERIOR WALL COVERING IS 518" GYPSUM BOARD, NAIL WITH 6d
STRUCTURAL STEEL
BEAM PER PLAN
32"
I I SAME SPECIFICATION
COOLER NAILS AT 7" O.C. AT ALL STUDS AND AT TOP AND BOTTOM
PLATES. NO EDGE BLOCKING REQUIRED.
1
CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST AISC STANDARD
¢ :�
N
5
ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE
PRACTICES.
TREATED.
2
FIELD WELDING TO BE DONE BY WELDERS MUST BE CERTIFIED BY THE LA
°
-
6
ALL POST IN WALLS SHALL HAVE POSTS IN WALLS BELOW CONTINUOUSLY TO
CITY BUILDING DEPARTMENT. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR
-�..�.�
F� F?
4X HIP
PER PLAN
FOUNDATION.
IS REQUIRED.
7
UNLESS OTHERWISE NOTED ON PLANS, FLOOR JOIST SHALL BE DOUBLED
3
STEEL: STRUCTURAL STEEL ASTM (A36) A(992). STRUCTURAL ASTM A53 GRADE B,
ST0310
ST0309
ST0701
ROOF RATER -BEAM CON.
SCALE
4
RIDGE - HIP CONNECTION
SCALE
s
WOOD BEAM TO POST
SCALE
9
UNDER ALL PARALLEL PARTITIONS.
TUBING ASTM A501. REINFORCING BARS A615.
» )_
» f_ f)
�, ._ "
8
BLOCKING SHALL BE PROVIDED PER LOCAL CODES.
4
BOLTED CONNECTIONS USED SHALL CONSIST OF UNFINISHED BOLTS
_
1- 1 0
_
1- 1 0
_
9
WHERE PLUMBING, HEATING, OR OTHER PIPES NECESSITATE THE CUTTING OF
CONFORMING TO ASTM A307, UNLESS OTHERWISE NOTED. BOLTS SHALL BE
SILLS OR TOP PLATES, THE CUT SILL OR TOP PLATE SHALL BE TIED AS SHOWN IN
314" DIAMETER, UNLESS NOTED OTHERWISE.
DETAIL 11/S2 . MORE 2" DIA. HOLE OR 2"x5112" CUTOUT IS NOT ALLOWED ANDA
5
ALL FABRICATION SHALL BE DONE IN THE SHOP OF A FABRICATOR LICENSED BY
FURRED OUT WALL SHALL BE CONSTRUCTED.
THE CITY OF LOS ANGELES OR UNDER CONTINUOUS INSPECTION.
STEEL COL.
10
PRIOR TO COVERING ALL NAILING OF ROOF OR FLOOR SHEATHING SHALL BE
6
SUBMIT SHOP DRAWINGS FOR REVIEW BY STRUCTURAL ENGINEER PRIOR TO
FABRICATION.
CONC. SLAB I I CONCRETE WHERE
A B
INSPECTED AND APPROVED BY THE BUILDING INSPECTOR. WHERE USED AS
SHEATHING FOR SHEAR WALLS PER SHEAR WALL SCHEDULE OR AS WALL
7
WELDING SHALL BE DONE BY WELDERS CERTIFIED BY BUILDING DEPARTMENT,
( I
BRACING PER NOTE NUMBER OF THIS SECTION. THE NAILING OF ALL GYPSUM
USING E-60 ELECTRODES.
°
BOARD SHALL BE INSPECTED AND APPROVED PRIOR TO TAPING OF JOIST.
8
THE SEISMIC DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL
`� I I
I I
11
GLUED -LAMINATED BEAMS SHALL BE DOUGLAS FIR. COMBINATION 24F,PER
BE IN ACCORDANCE WITH PART I, PART III, AND SUPPLEMENT NO.2 OF THE
"SEISMIC
° 3 1 /2 CLR.
.......• •�,�• 6 ...... 2 • • • • • • • • • 4 • • • • • • • 2 • • • • • • 6 • • •.• .. .
A1TC 117-71. GLM MUST BE FABRICATED IN LA CITY BLDG. DPT. LICENSED
PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", APRIL 15,1997,
I I
°
R&5
SHOP.
PUBLISHED BY AISC. THESE PROVISIONS SHALL BE APPLIED IN CONJUNCTION WITH
° CONIC. POST FOOTING6x12
3 5
12
PROVIDE MINIMUM 114" CLEAR AT SIDES OF GLASS TO FRAME AND 112" CLEAR
CHAPTER 22, DIVISION II. 2210
�y�O� o�°`Q, � _ �Q
AT TOP OF GLASS TO EDGE OF FRAME.
9
WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WPS AS REQUIRED IN
1 /4 8"X8"X3/8" PL.
4 RB
4
13
PARTICLEBOARD: ANSI A 208.1-1989, MOISTURE PROTECTION IS REQUIRED.
AWS D1.1,2000 AND APPROVED BE THE ENGINEER OF THE RECORD.
d-
�.r, STEEL PLATE OVER
-1
swats 4x10 6�'B
14
LAG BOLTS: PROVIDE LEAD HOLE 40% TO 70% OF TREADED SHANK DIA. AND
10
ALL COMPLETE JOINT PENETRATION GROOVE WELDS USED IN THE SEISMIC FORCE
1 DRYPACK W/
4-1/2 A.B. x 10 LONG
m x ti y�
FULL DIA. FOR SMOOTH SHANK PORTION. 97 NOS
SYSTEM SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM CHARPY V-
°
�Q• m x - m x 2
E
15
BEARING WALL STUDS CAN NOT BE NOTCHED MORE THAN 25% OF THEIR
NORCH TOUGHNESS OF 20 FT -LBS AT MINUS 20° F.- AISC I -7.3b
4
a_ RB -5
WIDTH. BORED HOLES CAN NOT HAVE A DIAMETER GREATER THAN 40% OF THE
11
DISCONTINUITIES IN WELD CREATED BY ERRORS OR BY FABRICATION OR
N ° #5 BAR @ 6 O.C.
�� 6x12 G�
6 6
STUD WIDTH.
ERECTION OPERATION, SUCH AS TACK WELDS, ERECTION AIDS, AIR -ARC
ALL AROUND
i
• _ • • • . • , • , , , • 2 . • . • • • • 4 • • .. • • . 2 . • • . • • • • • • • • ,
16
STUCCO AND/OR STUCCO WITH VENEER OVER A PLYWOOD SHEAR WILL BE
WATERPROOFED WITH A MINIMUM (2)15# FELT UNDERLAYMENTS.
GAUGING AND FLAME CUTTING, SHALL BE REPAIRED AS REQUIRED BY THE
ENGINEER OF RECORD.
COL.
I ��� I
Cf: NSSuWS•
12
FOR CONNECTION WITH WELDED FLANGE JOINTS, WELD BACKING AND RUN-OFF
30"
TABS SHALL BE REMOVED AND REPAIRED INCLUDING THE USE OF A REINFORCING
FILLET WELD, EXCEPT THAT THE TOP FLANGE BACKING IS PERMITTED TO REMAIN
ST0102
IN PLACE IF IT IS ATTACHED TO THE COLUMN FLANGE WITH A CONTINUOUS FILLET
FLAG POLE FOUNDATION
SCALE
7
FRAMING PLAN
WELD ON THE EDGE BELOW THE COMPLETE -JOINT- PENETRATION GROOVE WELD.
3/4" = 1'—o"
SCALE: 1/4" = 1•-0"
REINFORCING STEEL
FOUNDATIONS
DESIGN VALUES
1
ALL REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS
1
NO SOILS REPORT.
ROOF LOADS: SEISMIC DATA:
CONFORMING TO ASTM A615 AS FOLLOWS UNLESS OTHERWISE SHOWN:
GRADE
2
3
ALLOWABLE SOIL PRESSURE: 1000 PSF PADS.
ALL BACK FILL SHALL BE COMPACTED TO A MINIMUM OF 90% OF MAXIMUM
COVER = 6 PSF I -1.0
SHEATHING = 3 PSF Ss & S1 =1.5 & 0.6
A TIL
21'-0"
a CONTINUOUS FOOTINGS, PADS, SLABS ON GRADE 40
RELATIVE DENSITY.
FRAMING = 3 PSF SDS & SD1 =1.0 & 0.6
b STRUCTURAL SLABS, BEAMS, GIRDERS & COLUMNS 60
4
ALL FOOTINGS EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE
CEILING = 3 PSF DESIGN CATEGORY :D
19'-6"
c WALLS & BLOCK WALLS 40
INSPECTOR PRIOR TO PLACING STEEL. IF THERE IS SOIL REPORT, SOIL
TOTAL DEAD LOAD =15 PSF RESISTING SYSTEM :Cantilever Column
ENGINEER SHALL ALSO VERIFY THE FOOTINGS.
ROOF LIVE LOAD = 20 PSF DESIGN BASE SHEAR =176 Ib
2
ALL BARS SHALL BE FREE OF LOOSE FLAKY RUST AND SCALE, GREASE, OR
5
PROVIDE RAIN GUTTERS AND CONVEY RAIN WATER TO THE STREET.
Cs =0.384
OTHER MATERIAL WHICH MIGHT AFFECT OR IMPAIR BOND.
6
IF ADVERSE SOIL CONDITION ARE ENCOUNTERED, A SOIL INVESTIGATION
R =1.2
�2 —
3
WELDING OF REINFORCING STEEL: FIELD WELDING OF REINFORCING STEEL
REPORT IS REQUIRED.
ANALYSIS PROCEDURE : E.L.F.
SHALL BE PERFORMED BY WELDER SPECIFICALLY CERTIFIED FOR
7
CONCRETE STRENGTH FOR FOUNDATION SHALL BE 2500 psi MINIMUM.
REDUNDANCE FACTOR =1.0
REINFORCING STEEL. PRIOR TO WELDING , THE "CARBON EQUIVALENT`' (CE) OF
8
MINIMUM FOOTING REINF. SHALL BE TWO #4 BAR -TOP & TWO #4 BAR -BOTTOM
Basic Wind Speed (mph) = I 100,
I `� ?
STEEL SHALL BE DETERMINED. REINFORCING STEEL WHOSE "CE" CAN NOT BE
UNLESS NOTED OTHERWISE.
Kd = 0.85
IDENTIFIED OR EXCEEDS 0.757 SHALL NOT BE WELDED. EXCEPT FOR
9
MINIMUM ANCHOR BOLT SIZE AND SPACING SHALL BE 5/"A.B. @ 48" O.C., WITH
Ex osure C & H<12'
p - - -
REINFORCING STEEL SHALL NOT BE PREHEATED AS SHOWN IN TABLE 1 OF RGA
3-77. IN ADDITION, STEEL WITH "CE" BETWEEN 0.667 AND 0.757 SHALL BE
7" EMBEDMENT, AND 2 2"x2 2"x%" PLATE WASHERS. ANCHOR BOLTS SHALL BE
LOCATED A MAXIMUM OF 12" AND 7" MINIMUM FROM THE END OF THE PLATE.
I _ -1 - - -- - - - - - - -- - - - - - -
Kzt - 1 H/L,, < 0.2
�—
c v�
WELDED ONLY WHEN PRIOR QUALIFICATIONS TESTS VERIFY AN ACCEPTABLE
Kz = 0.85 j
G = J 0.85
4
WELDABILITY.
ALL BENDS TO BE MADE COLD.
_J
Open Building
FOUNOATgVNOTES
aM
qh = 1 18.50 j(O.00256Kz.Kzt.Kd.V .I)
®,�.C.M� =N&qm"
5
DO NOT WELD GRADE 60 REINFORCING UNLESS SPECIAL APPROVED IS
CN = I 1.2 I I
Papmnw
EI
Y/Etk IFA4YSSPEDALrSPEC
6
OBTAINED FROM STRUCTURAL ENGINEER.
GRADE 40 REINFORCING MAY BE WELDED WHEN REQUIRED.
P= 18.87 '(gh.G.CN) Ph = 17.41;psf
)Oti%i LF-FOBE
SP��NL116PECTlON 9fALL8EFRQI'DEOPE� C6C EIIT,
BP
CfADTE"'T'
7
CONCRETE STRUCTURAL MEMBERS (SLAB BEAMS ETC.) SHALL NOT BE
I� Pv - �� 7.261 psf
FOUNDATION PLAN
STRIPPED UNTIL THE CONCRETE HAS REACHED ITS DESIGN STRENGTH.
LWind Load @ Roof = Ph.(h1).L = U 1672; Ib
SCALE : 1/4" = V-0"
QR�ESS/ "
OCN
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ISSUE DATE :03/13/09
DRAWING TITLE
PREPARED BY:
Q
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REVISIONS
0
0
S"i
OF 1
PROJECT NO: 09-165