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GRAVITY LOADS:
DEAD LOADS
S =S =S =S =I =
S
1
DS
D1
DC-4
DC-6 WIND DESIGN:
DC
DC-1
DESIGN CRITERIA
DC-2
DC-3
LIVE LOADS
SEISMIC DESIGN:THE STRUCTURE HAS BEEN EVALUATED IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE.
DC-5
ALLOWABLE NET SOIL PRESSURECOEFFICIENT OF FRICTION PASSIVE RESISTANCE
*ALLOWABLE SOIL BEARING PRESSURES ARE FOR FOOTINGS HAVING A DEPTH EQUAL TO
NEW SOIL RETAINING STRUCTURES HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA.
ACTIVE/PASSIVE EQUIVALENT FLUID PRESSURES:RESTRAINED RETAINING WALLS =65 PCF
CANTILEVERED WALL (12' MAX) =45 PCF
FOUNDATION DESIGNS ARE IN ACCORDANCE WITH RECOMMENDATIONS
SHALLOW FOUNDATIONS
MIN PILE DIAMETER =24"PILE EMBED INTO BEDROCK =10' (FIXITY AT 3')SKIN FRICTION =700 PSF (1/3 INCREASE FOR SHORT DURATION LOADING)FILL DOWNHILL CREEP =1000 PCFPASSIVE EARTH PRESSURE =400 PCFMAX ALLOWABLE EARTH PRESSURE =6000 PSF
FRICTION PILES
FOUNDATION DESIGNS ARE IN ACCORDANCE WITH THE MINIMUM DESIGN RECOMMENDATIONS FOUND IN CHAPTER 18 OF THE CALIFORNIA BUILDING CODE.
ROOF = 44 PSF (REDUCIBLE)UPPER LEVEL = 14 PSFMAIN LEVEL = 14 PSF
ROOF = 20 PSF (REDUCIBLE)UPPER LEVEL = 40 PSF TYP, 60 PSF AT BALCONYMAIN LEVEL = 40 PSF TYP, 60 PSF AT BALCONY
2.4230.8691.6151.3041.0 FOR OCCUPANCY CATEGORY (II)
SEISMIC DESIGN CATEGORY = ESITE CLASS = DANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCERHO = 1.3
LFRS = SPECIAL CONCRETE SHEAR WALLSR = 5.0OVERSTRENGTH = 2.5Cs = 0.323
BASIC WIND SPEED, V = 110MPH (3 SECOND GUST)EXPOSURE CATEGORY = BGUST EFFECT FACTOR = 0.85Kd = 0.85ENCLOSURE CLASSIFICATION = ENCLOSED
LFRS = TIMBER SHEAR WALLSR = 5.0OVERSTRENGTH = 2.5Cs = 0.323
APPLICABLE CODE: 2016 CALIFORNIA BUILDING CODE
PROJECT TYPE: NEW SINGLE FAMILY RESIDENTIAL
=3000 PSF=0.5=400 PCF
18".
PROVIDED IN "GEOLOGIC AND SOILS ENGINEERING EXPLORATION PROPOSED RESIDENCE AND POOL"DATED OCT, 3, 2018 BY IRVINE GEOTECHNICAL.
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EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
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C I V IL
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ABBREVIATIONS
HORIZ HORIZONTAL
INT INTERIOR
LWC LIGHTWEIGHT CONCRETE
MAX MAXIMUM
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
NO. OR # NUMBER
NS NEAR SIDE
OC ON CENTER
OH OPPOSITE HAND
OMF ORDINARY MOMENT FRAME
PC PILE CAP
PEN PENETRATION
PJP PARTIAL JOINT PENETRATION
PL PLATE
RC REINFORCED CONCRETE
REINF REINFORCEMENT OR REINFORCING STEEL
REQ'D REQUIRED
SCBF SPECIAL CONCENTRICALLY BRACED FRAME
SCHED SCHEDULE
SHTHG SHEATHING
SIM SIMILAR
SMRF SPECIAL MOMENT RESISTING FRAME
SOG SLAB ON GRADE
STD STANDARD
SYM SYMMETRIC
T TOP BAR(S)
T&B TOP AND BOTTOM
T.O. TOP OF
THK THICK / THICKNESS
TOC TOP OF CONCRETE
TOD TOF OF DECK
TOF TOP OF FOOTING
TOFR TOP OF FRAMING
TOG TOP OF GRADE
TOPC TOP OF PILE CAP
TOS TOP OF STEEL
TOW TOP OF WALL
TYP TYPICAL
UON UNLESS OTHERWISE NOTED
VERT VERTICAL
WP WORK POINT
ABBREVIATIONS
(E) EXISTING
(N) NEW
[UP] UPSTANDING BEAM
[VIF] VERIFY IN FIELD
AB ANCHOR BOLT
ARCH ARCHITECTURAL
B BOTTOM BAR(S)
BLKG BLOCKING
BM BEAM
BN BOUNDARY NAILING
BOE BASE OF EXCAVATION
BOT BOTTOM
CA COLUMN ABOVE
CB COLUMN BELOW
CJP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR CLEAR
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
DBL DOUBLE
DEG DEGREE(S)
DIA DIAMETER
DWG DRAWING
EA EACH
EF EACH FACE
ELEV ELEVATION
EMBED EMBEDDED OR EMBEDMENT
EN EDGE NAILING
EQ EQUAL
ES EACH SIDE
EW EACH WAY
EXT EXTERIOR
FDN FOUNDATION
FG FINISHED GRADE
FN FIELD NAILING
FS FAR SIDE
FTG FOOTING
GA GAUGE
GB GRADE BEAM
HDR HEADER
HGR HANGER
SU SUBMITTALS
SU-1 SUBMITTAL REVIEW FOR ITEMS DESIGNED BY NOUS, 10 BUSINESS DAY REVIEW TIME IS REQUIRED UNLESSOTHERWISE AGREED.
SU-2 RFI REVIEW: ALLOW 5 BUSINESS DAY RESPONSE UNLESS OTHERWISE AGREED.
SU-3 SUBMIT COPIES OF REQUIRED SUBMITTALS TO OWNER'S REPRESENTATIVE FOR REVIEW.
SU-4 CONCRETE REINFORCING STEEL:
- A. SUBMIT CERTIFIED MATERIAL CERTIFICATES FOR REINFORCING STEEL SIGNED BY THE MANUFACTURERAND CONTRACTOR.
- B. SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT OF CONCRETE REINFORCEMENT INACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
SU-5 CAST-IN-PLACE CONCRETE:
- A. SUBMIT MIX DESIGNS PREPARED, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED INTHE STATE OF CALIFORNIA FOR EACH CLASS OF CONCRETE. INCLUDE RESULTS OF SLUMP, SHRINKAGE ANDCOMPRESSION TESTS USED TO ESTABLISH MIX PROPORTIONS. ALSO INCLUDE CERTIFIED MATERIALCERTIFICATES FOR EACH COMPONENT OF THE MIX.
- B. SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS FOR REVIEW.
- C. SUBMIT PRODUCT DATA FOR CURING MATERIALS.
- D. SUBMIT PRODUCT DATA FOR NON-SHRINK GROUT.
SU-6 STRUCTURAL STEEL:
- A. SUBMIT MILL CERTIFICATES FOR STRUCTURAL STEEL SHAPES INDICATING STRUCTURAL STRENGTH ANDCHEMICAL COMPOSITION FOR EACH HEAT OF STEEL
- B. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION. INCLUDE AT A MINIMUM ASTM MATERIAL DESIGNATIONS,MEMBER SIZES, SIZES AND TYPES OF WELDS, SIZES AND TYPES OF BOLTS AND DIMENSIONS.
- C. SUBMIT MILL CERTIFICATES FOR FASTENERS AND THREADED RODS.
- D. SUBMIT WELDING PROCEDURE SPECIFICATION FOR EACH TYPE OF WELD TO BE USED AND PRODUCT DATAFOR WELDING ELECTRODES.
- E. SUBMIT MANUFACTURERS PRODUCT DATA FOR PRIMER AND FINISH PAINT INCLUDING COLOR CHARTS.
SU-7 MECHANICAL ANCHORS: SUBMIT PRODUCT DATA FOR EACH TYPE OF ANCHOR USED.
SU-8 ADHESIVE ANCHORS: SUBMIT PRODUCT DATA FOR EACH TYPE OF ADHESIVE ANCHORING SYSTEM USED.
GR GENERAL REQUIREMENTS
GR-1 MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2016 EDITION OF THE CALIFORNIA BUILDING CODE,WITH CITY OF LOS ANGELES AMENDMENTS AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
GR-2 REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S INSTRUCTIONS ORREQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THEDATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN.
GR-3 VERIFY ALL DIMENSIONS, ELEVATIONS, & SITE CONDITIONS BEFORE STARTING WORK. NOTIFY STRUCTURALENGINEER OF DISCREPANCIES.
GR-4 REFER TO ARCHITECTURAL & CIVIL DRAWINGS FOR EXTERIOR SLABS.
GR-5 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOTSPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, USE SIMILAR DETAILS OFCONSTRUCTION, SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE.
GR-6 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND FOR CHECKINGDIMENSIONS. NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES AND RESOLVE BEFOREPROCEEDING WITH THE WORK.
GR-7 DO NOT SCALE THE DRAWINGS.
GR-8 PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURESINCLUDE, BUT MAY NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN AREGISTERED CIVIL ENGINEER WHOM IS PROPERLY QUALIFIED TO DESIGN BRACING, SHORING, ETC. VISITS TOTHE SITE BY THE OWNER'S REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS.
GR-9 REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR, ROOF AND WALL OPENINGS NOTSHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE THE SIZE AND LOCATION OF OPENINGS ASSOCIATEDWITH, BUT NOT LIMITED TO, ELECTRICAL, MECHANICAL AND PLUMBING TRADES. SUBMIT FINAL SIZING ANDLOCATION REQUIREMENTS OF OPENINGS TO THE OWNER'S REPRESENTATIVE FOR REVIEW.
GR-10 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TO WORK AND MEETING THEREQUIREMENTS OF ALL APPLICABLE JURISDICTIONS. EXECUTE WORK TO ENSURE THE SAFETY OF PERSONSAND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITHTHIS WORK.
FN FOUNDATION AND SITE WORK
FN-1 GROUNDWATER WAS NOT ENCOUNTERED DURING EXPLORATION AND IS NOT EXPECTED TO BE A FACTOR INDEVELOPMENT OF SITE.
FN-2 LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER CONSTRUCTION.
FN-3 REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEW CONSTRUCTION, UNLESSOTHERWISE INDICATED.
FN-4 NOTIFY THE OWNER'S REPRESENTATIVE IF ANY BURIED STRUCTURES NOT INDICATED, SUCH AS CESSPOOLS,CISTERNS, FOUNDATIONS, ETC., ARE FOUND.
FN-5 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING,UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.
FN-6 REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE.
FN-7 EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACINGREINFORCING AND CONCRETE. NOTIFY THE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FORINSPECTION.
FN-8 PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS ATTAINED FULL DESIGNSTRENGTH. BRACE BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORSAND SLABS ON GRADE ARE COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH.
FN-9 COMPACT EXCAVATION BACKFILLS IN LAYERS PER THE GEOTECHNICAL REPORT. FIELD OBSERVATION ANDTESTING SHALL BE PERFORMED BY THE SOILS ENGINEER DURING GRADING TO ASSIST THE CONTRACTOR INOBTAINING THE REQUIRED DEGREE OF COMPACTION AND PROPER MOISTURE CONTENT.
FN-10 IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, NOTIFY GEOTECHNICAL ENGINEER AND ADDITIONAL SOILSREPORT MAY BE REQUIRED.
STRUCTURAL DRAWING LIST
Sheet Number Sheet Name
000 GENERAL NOTES - BASE
_SH0.00* SHORING GENEREAL NOTES BASE
NE_REFERENCE
SS2.2 TYPICAL FRAMING PLAN
SS2.3 TYPICAL SHEAR WALL & POST PLAN
S0 SERIES: SHEET LIST, GENERAL NOTES, TYPICAL DETAILS
S0.00 GENERAL NOTES, ABBREVIATIONS, & SHEET LIST
S0.01 GENERAL NOTES
S0.10 TYPICAL CONCRETE DETAILS - REBAR
S0.11 TYPICAL CONCRETE DETAILS - FOUNDATIONS & SLAB ON GRADE
S0.12 TYPICAL CONCRETE DETAILS - ELEVATED SLAB REINFORCING
S0.13 TYPICAL CONCRETE DETAILS - WALL REINFORCING & COLUMNS
S0.30 TYPICAL WOOD DETAILS - GENERAL FRAMING & STUD WALLS
S0.31 TYPICAL WOOD DETAILS - SHEAR WALLS
S0.32 TYPICAL WOOD DETAILS - HORIZONTAL DIAPHRAGMS
S1 SERIES: RETAINING WALL PLAN
S1.00 RETAINING WALL PLAN
S2 SERIES: FOUNDATION PLAN, FRAMING PLAN, AND SLAB REINFORCING PLANS
S2.00 BASEMENT FOUNDATION PLAN
S2.01 MAIN LEVEL FRAMING PLAN
S2.01R MAIN LEVEL REINFORCEMENT PLAN
S2.02 UPPER LEVEL FRAMING PLAN
S2.02R UPPER LEVEL REINFORCEMENT PLAN
S2.03 ROOF FRAMING PLAN
S3 SERIES: LATERAL FRAME ELEVATIONS AND BUILDING SECTIONS
S3.00 BUILDING SECTIONS
S3.01 BUILDING SECTIONS
S3.02 BUILDING SECTIONS
S3.10 STAIR PLANS AND DETAILS
S4 SERIES: POOL SUPPORT
S4.00 POOL PLANS AND SECTIONS
S5 SERIES: PROJECT SPECIFIC DETAILS
S5.00 PROJECT SPECIFIC DETAILS
SH SERIES: SHORING NOTES, DETAILS, PLANS
SH0.00 SHORING GENERAL NOTES
SH0.10 TYPICAL SHORING DETAILS
SH1.00 SHORING PLAN
IO STRUCTURAL TEST AND INSPECTIONS
IO-1 AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED BY THE OWNER TOPERFORM THE FOLLOWING TESTS AND INSPECTION. PROVIDE ACCESS AND FURNISH SAMPLES TO THEAGENCY AS REQUIRED BY THE CONTRACT DOCUMENTS.
IO-2 CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT AS LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENTOF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORKON SUCH A SYSTEM OR COMPONENT PER 1704.4.
IO-3 IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY REVEAL THAT ANY PORTION OFTHE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, ANDNECESSARY REPAIRS WILL BE MADE AT THE CONTRACTOR'S EXPENSE.
IO-4 THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE REQUIREMENTS OF THECHAPTER "STRUCTURAL TEST AND INSPECTIONS" OF THE CODE OF THE GOVERNING JURISDICTION AS NOTEDIN THE GENERAL SECTION OF THESE GENERAL NOTES. AN "X" PRESENT IN COLUMN "C" INDICATES CONTINUOUSINSPECTION & "X" PRESENT IN COLUMN "P" INDICATES PERIODIC INSPECTION.
CAST IN PLACE DEEP FOUNDATIONS
VERIFICATION AND INSPECTION C P
1. 1.OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATERECORDS FOR EACH ELEMENT.
X -
2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS,BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IFAPPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY, RECORD CONCRETEOR GROUT VOLUMES.
X -
3. FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCEWITH SECTION 1704.4.
- -
CONCRETE
VERIFICATION AND INSPECTION C P
1. INSPECTION OF REINFORCING STEEL, PRESTRESSING TENDONS, AND PLACEMENTS. - X
2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1704.3ITEM 5B OF IBC/CBC.
- -
3. INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURINGPLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED ORWHERE STRENGTH DESIGN IS USED.
X -
4. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE. (i.e. POST INSTALLEDANCHORS).
- X
5. VERIFYING USE OF REQUIRED DESIGN MIX. - X
6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FORSTRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THETEMPERATURE OF THE CONCRETE.
X -
7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATIONTECHNIQUES.
X -
8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE ANDTECHNIQUES.
- X
ROUGH CARPENTRY
VERIFICATION AND INSPECTION C P
1. SHEARWALL HOLDOWNS AND SILL ANCHORS. - X
2. SHEARWALL NAILING WITH NAIL SPACING LESS THAN 4" OC. - X
3. DIAPHRAGM NAILING WITH NAIL SPACING LESS THAN 4" OC. - X
4. STRAPS AT DIAPHRAGM INSTALLATION. - X
SOILS
VERIFICATION AND INSPECTION C P
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE TO ACHIEVE THEDESIGN BEARING CAPACITY.
- X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHEDPROPER MATERIAL.
- X
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURINGPLACEMENT AND COMPACTION OF COMPACTED FILL.
X -
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THATSITE HAS BEEN PREPARED PROPERLY.
- X
STRUCTURAL STEEL
VERIFICATION AND INSPECTION C P
1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, AND WASHERS:
a. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - X
b. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THEAPPROVED CONSTRUCTION DOCUMENTS.
- X
2. INSPECTION OF HIGH-STRENGTH BOLTING:
a. SNUG-TIGHT JOINTS. - X
b. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCHMAKING,TWIST-OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION.
- X
c. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUTMATCHMAKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.
X -
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:
a. FOR STRUCTURAL STEEL IDENTIFICATION MARKINGS TO CONFORM TO AISC 360. - X
b. FOR OTHER STEEL, IDENTIFICATION MARKINGS CONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.
- X
c. MANUFACTURER'S CERTIFIED TESTS REPORT. - X
4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:
a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVEDCONSTRUCTION DOCUMENTS.
- X
b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - X
5. a INSPECTION OF WELDING - STRUCTURAL STEEL:
1. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS. X -
2. MULTIPASS FILLET WELDS. X -
3. SINGLE-PASS FILLET WELDS > 5/16". X -
4. PLUG AND SLOT WELDS. X -
5. SINGLE-PASS FILLET WELDS < 5/16". - X
6. FLOOR AND ROOF DECK WELDS. - X
SO STRUCTURAL OBSERVATIONS
SO-1 NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS IN ADVANCE AND PROVIDE ACCESSFOR THE FOLLOWING STRUCTURAL OBSERVATIONS:
- A. FOUNDATIONS
1. REINFORCEMENT
- B. STEEL FRAMING
1. GENERAL
- C. WOOD FRAMING
1. GENERAL
2. SHEAR WALLS AND HOLD-DOWNS
3. DIAPHRAGMS AND COLLECTORS
- D. CONCRETE
1. WALL REINFORCEMENT
2. SLABS AND SLABS-ON-GRADE
A COPY OF THE LARR AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE.
1901
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sclie
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p:31
0.92
9.78
15in
fo@
dom
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net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
GE
NE
RA
L N
OT
ES
S0.
01
Aut
hor
01/0
4/1
9
DP DRILLED PIERS
DP-1 DESIGN AND PROVIDE A FULL-LENGTH WATERTIGHT TEMPORARY STEEL CASING, AS REQUIRED, TO MAINTAINSHAFT WALLS WITHOUT DISPLACING AND TO WITHSTAND COMBINED COMPRESSIVE AND WITHDRAWALSTRESSES. WITHDRAW CASING AS CONCRETE IS PLACED MAINTAINING A HEAD OF CONCRETE BETWEEN 5 AND 10FEET ABOVE THE CASING BOTTOM.
DP-2 EACH DRILLED PIER MUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE ANDREINFORCING STEEL. ADJUST SHAFT LENGTHS UNDER DIRECTION OF THE GEOTECHNICAL ENGINEER AND THEOWNER'S REPRESENTATIVE BASED ON SOIL CONDITIONS OBSERVED AT TIME OF DRILLING.
DP-3 PLACE REINFORCING STEEL IN ONE CONTINUOUS UNIT AND ACCURATELY HOLD SECURELY IN FINAL POSITIONUSING CHAIRS OR SPACERS DURING CONCRETE PLACEMENT.
DP-4 KEEP EXCAVATIONS FREE OF WATER BEFORE PLACING CONCRETE UNLESS OTHERWISE APPROVED BY THEGEOTECHNICAL ENGINEER. IF UNABLE TO SEAL OFF WATER FLOW AND APPROVED BY THE GEOTECHNICALENGINEER, ALLOW WATER LEVEL TO ATTAIN ITS NORMAL LEVEL AND PLACE CONCRETE BY THE TREMIE METHODOR OTHER APPROVED METHOD.
DP-5 USE AN ELEPHANT TRUNK, TREMIE PIPE, OR OTHER APPROVED METHOD TO PLACE CONCRETE IN A CONTINUOUSAND SMOOTH FLOW WITHOUT SEGREGATING THE CONCRETE. DO NOT ALLOW CONCRETE TO FREE FALL MORETHAN 5 FEET.
DP-6 MECHANICALLY VIBRATE AT LEAST THE TOP 25 FEET OF CONCRETE AT EACH PIER.
DP-7 WHEN THE TREMIE METHOD IS ALLOWED, MAINTAIN AT LEAST 5 FEET OF CONCRETE HEAD ABOVE THE END OFTHE TREMIE PIPE DURING THE ENTIRE CONCRETE PLACING OPERATION.
CC CAST IN PLACE CONCRETE
CC-1 PROPORTION, MIX, TRANSPORT, AND PLACE CAST-IN-PLACE CONCRETE IN ACCORDANCE WITH ACI 301"SPECIFICATIONS FOR STRUCTURAL CONCRETE," UON.
CC-2 CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE REINFORCING IS NOTSPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWNFOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE.
CC-3 ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH AMPLITUDE AND CLEAN OF LAITANCE,FOREIGN MATTER, AND LOOSE PARTICLES. LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS.SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOT SHOWN TO THE OWNER'S REPRESENTATIVE FOR REVIEWAND APPROVAL PRIOR TO PROCEEDING WITH THE WORK.
CC-4 AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.
CC-5 AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY, THOROUGHLY ROUGHEN CONTACTSURFACES BY LIGHT SANDBLASTING OR OTHER SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER,AND LOOSE PARTICLES.
CC-6 REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF ADDITIONAL CONCRETE CURBSAND HOUSEKEEPING PADS NOT SHOWN.
CC-7 CONTINUOUSLY MOIST CURE CONCRETE SLABS-ON-GRADE FOR 7 DAYS MINIMUM. WATER FOG SPRAYS,PONDING, SATURATED ABSORPTIVE COVERS, OR MOISTURE RETAINING COVERS MAY BE USED. CURINGCOMPOUNDS CAN BE USED BASED ON SATISFACTORY PERFORMANCE ON PREVIOUS APPLICATIONS.CONTRACTOR TO SUBMIT SPECIFICATIONS FOR REVIEW AND APPROVAL.
CC-8 NON-SHRINK GROUT: NON-METALLIC AGGREGATE TYPE, COMPLYING WITH ASTM C1107 AND CAPABLE OFDEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI AT 28 DAYS.
CC-9 CONCRETE TYPES:
CC-10 CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS:
LOCATION CLEAR COVER
CONCRETE CAST AGAINST AND PERMANENTLYEXPOSED TO EARTH
- ALL BARS 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
- #6 THROUGH #18 BARS 2"
- #5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
- SLABS, WALLS, JOISTS: #14 AND #18 BARS 1 1/2"
- SLABS, WALLS, JOISTS: #11 AND SMALLER 3/4"
- BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS ANDHOOPS
1 1/2"
CLASS LOCATION 28 DAY f'c TYPEW/C
RATIO
MAX AGGREGATE
SIZE
A DEEP FOUNDATIONS, WALLS 3000 PSI NORMAL WEIGHT
B SHALLOW FOUNDATIONS, MISCCURBS, PADS, ETC. SLABS ONGRADE
2500 PSI NORMAL WEIGHT
C SUSPENDED SLABS 5000 PSI NORMAL WEIGHT
RE REINFORCING STEEL
RE-1 FABRICATE AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING CONCRETEREINFORCING" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE," UON.
RE-2 ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK,CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METALCHAIRS, RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM 3-FOOT SPACING.
RE-3 MECHANICAL COUPLERS: LENTON THREADED OR INTERLOCK COUPLERS BY ERICO (IAPMO UES ER-0129 & LARR24507), OR EXTENDER BY HEADED REINFORCEMENT CORPORATION (ICC ESR-2764 & LARR 25347). COUPLERS FORBEAM AND SLAB BARS AT FORMED CONSTRUCTION JOINTS MAY BE LENTON FORM SAVERS BY ERICO (IAPMOER-0188 & LARR 25893).
RE-4 WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING QUALIFIED WELDERS.
RE-5 TERMINATE REINFORCING STEEL IN STD HOOKS, UNLESS OTHERWISE SHOWN.
RE-6 PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN LENGTHS AS LONG AS PRACTICABLE.
RE-7 REINFORCING STEEL #8 AND LARGER AND ALL REINFORCING STEEL TO BE WELDED TO BE ASTM A706, 60KSI. ALLOTHER REINFORCING STEEL TO BE ASTM A615, 60KSI.
RE-8 SMOOTH DOWELS IN SLAB ON GRADE TO BE ASTM A36, 36KSI.
FW FORMWORK
FW-1 DESIGN AND CONSTRUCT FORMWORK IN ACCORDANCE WITH ACI 347 "RECOMMENDED PRACTICE FORCONCRETE FORMWORK" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE," UON.
FW-2 REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:
A. 48 HOURS: FORMS FOR FOOTINGS, PILE CAPS, AND GRADE BEAMS
B. 72 HOURS: FORMS FOR COLUMNS, WALLS, AND SIDE FORMS FOR BEAMS AND GIRDERS
C. 7 DAYS, AND f'c=3,500 PSI MIN: BOTTOM FORMS AND SHORES FOR MILDLY REINFORCED SLABS, BEAMS, ANDGIRDERS
FW-3 PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS AS REQUIRED TO PREVENTAIR POCKETS AND/OR "HONEYCOMB" UNDER OR AROUND THE EXISTING MEMBERS. CONCRETE CAST WITH AIRPOCKETS AND/OR "HONEYCOMB" UNDER OR AROUND THE MEMBERS IS NOT ACCEPTABLE.
FW-4 PROVIDE 3/4 INCH x 3/4 INCH CHAMFER STRIPS ON ALL EXTERNAL CORNERS OF BEAMS, COLUMNS, AND WALLS,UON.
FW-5 PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS, INCLUDING BUT NOT LIMITED TO WALLS,COLUMNS, AND UNDERSIDE OF ELEVATED SLABS.
SS STRUCTURAL STEEL
SS-1 AISC CERTIFIED FABRICATOR OR LADBS LICENSED FABRICATOR IS REQUIRED FOR ALL STRUCTURAL STEEL.
SS-2 FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC "SPECIFICATION FOR DESIGN,FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." WELDED CONNECTIONS TO CONFORM TOAWS D1.1.
SS-3 HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURAL STEEL AND FASTENERSTHAT ARE PERMANENTLY EXPOSED TO THE WEATHER. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCEWITH ASTM A780.
SS-4 ARC-WELDING ELECTRODE / FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXX OR E70XXX MINIMUMAS APPLICABLE. DEMAND CRITICAL WELDS, WHERE NOTED AS "DC", SHALL BE MADE WITH A FILLER METALCAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB (27J) AT -20°F (-29°C), ASDETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD, AND 40 FT-LB (54J) AT 70°F (21°C),WHEN THE STEEL FRAME IS NORMALLY ENCLOSED AND MAINTAINED AT A TEMPERATURE OF 50°F (10°C) ORHIGHER.
SS-5 WELDERS TO BE CERTIFIED BY AWS . ALL SHOP WELDS MUST BE PERFORMED IN AN AWS CERTIFIED OR LADBSLICENSED FABRICATORS SHOP.
SS-6 WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED CONSTRUCTION PROCEDUREONLY.
SS-7 FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY AWS OR THE LADBS FOR STRUCTURAL STEEL.CONTINUOUS SPECIAL INSPECTION BY DEPUTY INSPECTOR IS REQUIRED.
SS-8 PROVIDE NATURAL CAMBER UP, UNLESS OTHERWISE NOTED, EXCEPT AT CANTILEVERS. AT CANTILEVERSPROVIDE CAMBER SUCH THAT TIP OF CANTILEVER IS ABOVE FINAL ELEVATION.
SS-9 SPLICE MEMBERS ONLY WHERE INDICATED.
SS-10 STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED:
SECTION MATERIAL TYPE
ROLLED SHAPES
WIDE FLANGES AND WT ASTM A992, GR50
CHANNELS, ANGLES & OTHER ASTM A36
PLATES
COLUMN BASE PLATES ASTM A572, GR 50
BRACE GUSSET PLATES ASTM A572, GR 50
BEAM COVER/SIDE PLATES ASTM A36
COLUMN CONTINUITY PLATES ASTM A572, GR 50
BEAM STIFFENER PLATES ASTM A36
DECK CLOSURE PLATES ASTM A36
OTHER, OUN ASTM A572, GR 50
OTHER TYPES
STEEL PIPE ASTM A53, GRADE B
HOLLOW STRUCTURAL SECTION (HSS) ASTM A500, GRADE B
STAINLESS STEEL SHAPES, PLATES AND BARS ASTM A276
BOLTS ASTM A325X
MACHINE BOLTS ASTM A307
ANCHOR BOLTS / ANCHOR RODS ASTM F1554, GR 36
THREADED AND HANGER ROD ASTM A36
WELDED SHEAR CONNECTORS ASTM A108 GRADE 1015 THROUGH 1020
NUTS FOR BOLTS AND MACHINE BOLTS ASTM A563
HARDENED WASHERS ASTM F436
UNHARDENED WASHERS ASTM F844
PLAIN WASHERS ANSI B18.22.1
BEVELED WASHERS ANSI B18.23.1
RC ROUGH CARPENTRY
RC-1 FRAMING LUMBER: DOUGLAS FIR (COAST REGION) GRADED AND MARKED IN ACCORDANCE WITH THE STDGRADING RULES NO. 17 OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) OR WESTERN LUMBERGRADING RULES, OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). USE LUMBER OF THE FOLLOWINGGRADES:
- A. SILLS: STUD GRADE PRESSURE OR PRESERVATIVE TREATED, NATURALLY DURABLE, OR FOUNDATION GRADEREDWOOD; 19% MOISTURE CONTENT, UON.
- B. STUDS: STUD GRADE; 19% MOISTURE CONTENT, UON.
- C. JOISTS, PLANKS AND PLATES: DF #2; 15% MOISTURE CONTENT, UON.
- D. BEAMS, DF #2; 19% MOISTURE CONTENT, UON.
- E. POSTS, DF #1; 19% MOISTURE CONTENT, UON.
- F. FRAMING, BLOCKING AND BRIDGING: STUD GRADE; 15% MOISTURE CONTENT, UON.
- G. PLYWOOD BLOCKING: DF #2; 19% MOISTURE CONTENT.
- H. BACKING: PER CONSTRUCTION; 19% MOISTURE CONTENT
RC-2 MANUFACTURED LUMBER:
- A. LVL: MICROLAM LVL 1.9E, ICC ESR-1387 & LARR 25202.
- B. PSL: PARALLAM PSL 2.0E, ICC ESR-1387 & LARR 25202.
RC-3 PANEL SHEATHING: IDENTIFY WOOD STRUCTURAL PANELS WITH THE APPROPRIATE TRADEMARK OF APA-THEENGINEERED WOOD ASSOCIATION AND MEET THE REQUIREMENTS OF THE VOLUNTARY PRODUCT STD PS-1 ORPS-2 AND APA PRP-108 PERFORMANCE STD.
- A. PANEL SHEATHING TO BE EXPOSURE 1.
- B. PLYWOOD PANELS TO BE 5-PLY MINIMUM, EXCEPT 3/8" PANELS TO BE 3-PLY MINIMUM.
- C. OSB PANELS MAY BE USED WITH APPROVAL OF SEOR.
- D. PLYWOOD TO BE C-C GRADE AT LOCATIONS EXPOSED TO WEATHER; CD GRADE ELSEWHERE.
- E. SHEATH ALL EXTERIOR WALLS WITH 15/32" PLYWOOD WITH 10d NAILS WITH (6",6",12") OC, (BN, EN, FN UON).
- F. PROVIDE THE FOLLOWING GRADE AND SPAN RATINGS:
RC-4 ROUGH HARDWARE:
- A. NAILS: COMMON WIRE NAILS, FEDERAL SPECIFICATION FF-N-105B, STANDARD LENGTHS UON USEHOT-DIPPED ZINC-COATED GALVANIZED NAILS FOR EXTERIOR INSTALLATIONS AND WHEN PENETRATINGPRESSURE TREATED OR FIRE-RETARDANT LUMBER.
- B. BOLTS AND THREADED RODS: ASTM A307, SQ OR HEXAGONAL HEAD MACHINE BOLTS WITH ASTM A563 NUTS.USE MALLEABLE IRON WASHERS UNDER HEAD AND NUT WHEN IN CONTACT WITH WOOD. AT SILL PLATES USE2"x2"x3/16" MINIMUM PLATE WASHERS.
- C. LAG SCREWS: ASTM A307, ANSI/ASME STANDARD B18.2.1. USE ANSI B18.22.1 WASHERS UNDER HEAD WHENIN CONTACT WITH WOOD.
- D. SCREWS: ASTM A307, ANSI/ASME STANDARD B18.6.1. USE CADMIUM-PLATED PAN OR ROUND HEADEDSCREWS AT STEEL TO WOOD AND WOOD TO WOOD CONNECTIONS.
- E. BOLTS, NUTS, WASHERS, STRAPS AND OTHER HARDWARE EXPOSED TO THE WEATHER TO BE HOT-DIPPEDGALVANIZED OR STAINLESS STEEL.
- F. FRAMING CLIPS, SHEET METAL STRAPS, ETC.: SIMPSON, UNIVERSAL, OR EQUIVALENT, WITH LARR REPORTS.DESIGNATIONS ON DRAWINGS ARE BASED ON SIMPSON CATALOGUE NUMBERS (IAPMO UES ER 112 & LARR25814). PROVIDE THE TYPE OF NAILS SPECIFIED BY THE MANUFACTURER AND FULLY DRIVE NAILS INTO ALLHOLES OF THE CONNECTOR UNLESS NOTED OTHERWISE ON THE PLANS. ALL CONNECTORS SHALL BEGALVANIZED OR HAVE ANOTHER FACTORY APPLIED FINISH. ALL STEEL FRAMING HANGERS TO BE TORSIONALRESTRAINT. SOLID BLOCKING REQUIRED BETWEEN JOISTS WHERE TORSIONAL RESTRAINT HANGERS DO NOTOCCUR.
RC-5 BOLT AND SCREW INSTALLATION
- A. DRILL BOLT HOLES 1/32 TO 1/16 (MAX) INCH LARGER IN DIA THAN THE BOLT NOMINAL DIA.
- B. DRILL PRE-BORED LEAD HOLES FOR WOOD SCREWS AS FOLLOWS.
1. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIA AND FULL DIA FOR SMOOTH SHANK PORTION.
2. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE UNTHREADED PORTION INTHE MAIN MEMBER. USE A DRILL BIT 7/8 THE DIA OF THE WOOD SCREW.
3. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE SCREW WITH A DRILL BIT WHOSE DIA IS40%-70% THE DIA OF THE SCREW AT THE ROOT OF THE THREAD.
4. INSERT THE SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A HAMMER.
5. LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.
- C. DRILL PRE-BORED LEAD HOLES FOR LAG SCREWS AS FOLLOWS.
1. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIA AND FULL DIA FOR SMOOTH SHANK PORTION.
2. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE UNTHREADED PORTION INTHE MAIN MEMBER. USE A DRILL BIT OF THE SAME DIA AS THE LAG SCREW.
3. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE LAG SCREW WITH A DRILL BIT WHOSE DIA IS60 PERCENT OF THE NOMINAL LAG SCREW DIA.
4. INSERT LAG SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A HAMMER.
5. LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.
RC-6 HOLD DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND HOLD DOWNSSHALL BE FINGER TIGHT AND 1/2 WRENCH TURNED JUST PRIOR TO COVERING WALL FRAMING. CONNECTORBOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OFANCHORAGE DEVICE. PLATE SHALL BE 0.299x3x3 IN MIN.
RC-7 HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
RC-8 INSTALL SOLID BLOCKING BETWEEN JOISTS AT ENDS AND OVER SUPPORTS. PROVIDE 2 INCH BY 3 INCH CROSSBRIDGING, METAL BRIDGING, OR SOLID BLOCKING BETWEEN JOISTS IN SPANS EQUALLY SPACED 8 FEET OCMAXIMUM AND WHERE INDICATED.
RC-9 DO NOT USE WOOD SHINGLE SHIMS UNDER STUDS, JOISTS, BEAMS, OR POSTS.
RC-10 NAILING:
- A. DRIVE NAILS PERPENDICULAR TO THE GRAIN, UON
- B. PREDRILLED HOLES TO 3/4 OF NAIL DIA WHERE SPECIFIED AND WHEN WOOD TENDS TO SPLIT.
- C. AIR-DRIVEN NAILS TO BE FULL-HEADED NAILS. DO NOT OVERDRIVE NAILS.
- D. PANEL SHEATHING
1. AT DIAPHRAGM SHEATHING, USE RING SHANK NAILS. USE SMOOTH SHANK NAILS AT WALLS.
2. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION FOR EACH PROJECTAND APPROVAL BY THE OWNER'S REPRESENTATIVE. NAIL HEADS THAT PENETRATE THE OUTER PLY MORE THANWOULD BE NORMAL FOR A HAND HAMMER OR IF THE MINIMUM ALLOWABLE EDGE DISTANCES ARE NOTMAINTAINED THE INSTALLATION IS UNSATISFACTORY. MACHINE NAILING IS NOT APPROVED IN 5/16" OR LESSSHEATHING.
3. DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD TO BEPERPENDICULAR TO SUPPORTS. DIAPHRAGM SHEATHING MUST BE BLOCKED AT EDGES. PLYWOOD SPANS SHALLCONFORM WITH TABLE 2304.8(1).
4. GLUE FLOOR SHEATHING AT ALL POINTS OF CONTACT.
- E. PROVIDE MINIMUM NAILING PER TABLE 2304.9.1 OF THE IBC/CBC, UON
FASTENING SCHEDULE
CONNECTION NAILING STAPLES LOCATION
1 JOIST TO SILL OR GIRDER 3-8d COMMON 3-3" 14 GA STAPLES TOE NAIL
2 BRIDGING TO JOISTS 2-8d COMMON 2-3" 14 GA STAPLES TOE NAIL, EA END
3SOLE PLATE TO JOISTS ORBLOCKING
16d COMMON @ 16" OC 3" 14 GA STAPLES @ 12" OC TYP FACE
4 TOP PLATE TO STUD 2-16d COMMON 3-3" 14 GA STAPLES END NAIL
5A STUD TO SOLE PLATE 4-8d COMMON 3-3" 14 GA STAPLES TOE NAIL
5B STUD TO SOLE PLATE 2-16d COMMON 3-3" 14 GA STAPLES END NAIL
6 DOUBLE STUDS 16d COMMON @ 24" OC 3" 14 GA STAPLES @ 8" OC FACE
7A DOUBLE TOP PLATE 16d COMMON @ 16" OC 3" 14 GA STAPLES @ 12" OC TYP FACE
7B DOUBLE TOP PLATE 8-16d COMMON 12-3" 14 GA STAPLES LAP
8BLOCKING BETWEEN JOISTSOR RAFTERS TO TOP PLATE
3-8d COMMON 3-3" 14 GA STAPLES TOE NAIL
9 RIM JOISTS TO TOP PLATE 8d COMMON @ 6" OC 3" 14 GA STAPLES @ 6" OC TOE NAIL
10TOP PLATES, LAPS ANDINTERSECTIONS
2-16d COMMON 3-3" 14 GA STAPLES FACE
11 CONT HEADER, TWO PIECES 16d COMMON - 16" OC ALONG EDGE
12 CEILING JOISTS TO PLATE 3-8d COMMON 5-3" 14 GA STAPLES TOE NAIL
13 CONT HEADER TO STUD 4-8d COMMON - TOE NAIL
14CEILING JOISTS, LAPS OVERPARTITIONS
3-16d COMMON 3-3" 14 GA STAPLES FACE
15CEILING JOISTS PARALLEL TORAFTERS
3-16d COMMON 4-3" 14 GA STAPLES FACE
16 RAFTER TO PLATE 3-8d COMMON 3-3" 14 GA STAPLES TOE NAIL
17A BUILT-UP GIRDER BEAMS 20d COMMON @ 32" OC 3" 14 GA STAPLES @ 24" OCFACE NAIL @ T&BSTAGGERED
17B BUILT-UP GIRDER BEAMS 2-20d COMMON 3-3" 14 GA STAPLESFACE NAIL @ ENDS &EACH SPLICE
18 JOIST TO BAND JOIST 3-16d COMMON 4-3" 14 GA STAPLES TOE NAIL
PANEL THICKNESS MINIMUM GRADE ROOF/FLOOR RATING
3/8 STRUCTURAL 1 24/0
7/16 STRUCTURAL 1 24/16
15/32 STRUCTURAL 1 32/16
19/32 AND 5/8 CD/CC 40/20
3/4 CD/CC 48/24
7/8 AND 1 CD/CC 54/32
1 1/8 CD/CC 60/48
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MAX BAR SPACING:Ls/5 OR 6"
BBAR SPACING FOR BARS SPLICED
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ABAR SPACING FOR NON-SPLICED BARS
d
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CROSS TIE
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DETAILDIMENSION FOR DEFORMED BARS IN TENSION:
D = 6d FOR #3 THRU #8 BARSD = 8d FOR #9 THRU #11 BARSD = 10d FOR #14 AND #18 BARS
BEAM
UON
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EBEAM & JOIST STIRRUP
DCOLUMN & SPANDREL TIE
CSPANDREL & BEAM
SUPPLEMENTARY TIE
FOR STIRRUPS, TIES, AND HOOPS:FOR #3 THRU #5 BARS: D = 4d, Lext = 6d, 3" MINFOR #6 THRU #8 BARS: D = 6d, Lext = 12d
DETAILDIMENSION
5. Ld = DEVELOPMENT LENGTH(ACI 318-14 TABLE 25.4.2.2)
Ldh = HOOK DEVELOPMENT LENGTH(ACI 318-14 25.4.3)
Ls = LAP SPLICE LENGTH(ACI 318-14 TABLE 25.5.2.1)
COUPLER OR WELDED SPLICE
7. STAGGER SPLICES AS INDICATED ON DRAWINGS.
WHEN SPLICING BARS OF DIFFERENT SIZE, USE LAP SPLICE LENGTH OF LARGER BAR, UON.6.
Ls
Ls Ls2'-0" CLR MIN
2'-0" CLR MIN
NOTE: WHERE COUPLER OR WELDED SPLICE CAN DEVELOP 125% OF THE YIELD STRENGTH OF THE REINFORCING BAR, STAGGERING OF THE SPLICES IS NOT REQUIRED.
4. MORE THAN 12" OF CONCRETE CAST BELOW THE BARS ARE MOST TOP BARS. LESS THAN 12" OF CONCRETE CAST BELOW HORIZONTAL BARS ARE ALL VERTICAL BARS AND MOST BOTTOM BARS.
NOTES:1. YIELD STRENGTH OF REINFORCEMENT = 60 KSI2. UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT 3. VALUES SHOWN FOR NORMAL WEIGHT CONCRETE ONLY, MULTIPLY BY 1.3 FOR LIGHTWEIGHT.
CONDITION A
CLEAR SPACING OF BARS OR WIRES BEING DEVELOPED OR LAP SPLICED > d, STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE MINIMUM
CONDITION B
CLEAR SPACING OF BARS OR WIRES BEING DEVELOPED OR LAP SPLICED > 2d, CLEAR COVER > d
CONDITION C
OTHER CASES
≥ d
NOTE: TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE REINFORCEMENT MEETING MINIMUM CODE REQUIREMENTS.
8. Ls VALUES MAY BE REDUCED IF CLASS A SPLICE IS USED, SEE ACI 318-14 TABLE 25.5.2.1
9. Ldh VALUES MAY BE REDUCED, SEE ACI 318-14 25.4.3
Ld
Ldh
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REINFORCING DEVELOPMENT & SPLICE LENGTHS7
CONCRETE REINFORCING DEVELOPMENT & SPLICING LENGTHS (IN) FOR f'c = 3.0 KSI
CONDITIONCONCRETE
TYPE
REINFORCING BAR SIZE
#3 #4 #5 #6 #7 #8 #9 #10 #11
Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls LdhTHICKNESS OF FRESH CONCRETE PLACED BELOW HORIZONTAL REINFORCEMENT > 12"
A & B NWC 21 28 8 28 37 11 36 46 14 43 56 16 62 81 19 71 93 22 80 104 25 90 118 28 100 131 31
C NWC 32 42 8 43 56 11 53 69 14 64 83 16 93 121 19 107 139 22 120 157 25 136 176 28 151 196 31
THICKNESS OF FRESH CONCRETE PLACED BELOW HORIZONTAL REINFORCEMENT ≤ 12"
A & B NWC 16 21 8 22 28 11 27 36 14 33 43 16 48 62 19 55 71 22 62 80 25 70 90 28 77 100 31
C NWC 25 32 8 33 43 11 41 53 14 49 64 16 72 93 19 82 107 22 93 120 25 104 136 28 116 151 31
CONCRETE REINFORCING DEVELOPMENT & SPLICING LENGTHS (IN) FOR f'c = 5.0 KSI
CONDITIONCONCRETE
TYPE
REINFORCING BAR SIZE
#3 #4 #5 #6 #7 #8 #9 #10 #11
Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls LdhTHICKNESS OF FRESH CONCRETE PLACED BELOW HORIZONTAL REINFORCEMENT > 12"
A & B NWC 17 22 6 22 29 8 28 36 11 33 43 13 48 63 15 55 72 17 62 81 19 70 91 22 78 101 24
C NWC 25 32 6 33 43 8 41 54 11 50 65 13 72 94 15 83 108 17 93 121 19 105 137 22 117 152 24
THICKNESS OF FRESH CONCRETE PLACED BELOW HORIZONTAL REINFORCEMENT ≤ 12"
A & B NWC 13 17 6 17 22 8 21 28 11 25 33 13 37 48 15 42 55 17 48 62 19 54 70 22 60 78 24
C NWC 19 25 6 25 33 8 32 41 11 38 50 13 56 72 15 64 83 17 72 93 19 81 105 22 90 117 24
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
A
AS S
FOOTING/GRADE BEAM WHERE OCCURS
STD HOOKTYP
STD HOOK TYP
FOOTING LONGITUDINAL BAR TYP
FOOTING/GRADE BEAM LONGITUDINAL BAR TYP PLAN
LONGITUDINAL BARSCONT
2" TO FIRST TIE TYP
0", T
YP
0", T
YP
TYP
2" TO FIRST TIE OR HORIZONTAL BAR
TYP
2" T
O F
IRS
T T
IE O
R
HO
RIZ
ON
TAL
BA
R
TOP BAR LAP SPLICE AT MIDSPAN AS REQUIRED
TYP TOP BARS CONTINUOUST1 & T2
BOTTOM BAR LAP SPLICE OVER FOOTING AS REQUIRED
TYP CONTINUOUS BOTTOM BARS B1 &B2
TYP TIES PER SCHEDULE
NOTES:1. FIRST TIE AT THE SUPPORT SHALL BE PLACED
NO MORE THAN 2" FROM FACE OF SUPPORT.
TYP
TIES @ 4" OC AT SPLICES
TYP
0"
TOC
TIES S1
D1
TIES S1
D1
TIES S1
D1
TIES S1
D1
TIES S1
D1
B1 & B2 BOTTOM REINFORCING PER SCHEDULEWHERE REQUIRED
T1 & T2 TOP REINFORCING PER SCHEDULE WHERE REQUIRED
TIES PER SCHEDULE W/ ALTERNATE 90 DEG HOOKS EACH SIDE
HOOKED DOWELS TO MATCH SLAB REINFORCING
SIDE BARS EACH SIDE PER SCHEDULE
TYP
3"
SLAB ON GRADE PER PLAN
FINISH GRADE OR PAVING WHERE OCCURS
CURB PER ARCH WHERE OCCURS
SEE PLAN
PE
R S
CH
ED
ULE
D
PER SCHEDULE
W
MIN6"
TY
P
Ld
B1 & B2 BOTTOM REINFORCING PER SCHEDULEWHERE REQUIRED
T1 & T2 TOP REINFORCING PER SCHEDULE WHERE REQUIRED
TIES PER SCHEDULE W/ ALTERNATE 90 DEG HOOKS EACH SIDE
SLAB ON GRADE PER PLAN
HOOKED DOWELS TO MATCH SLAB REINFORCING
SIDE BARS EACH SIDE PER SCHEDULE
0" T
YP
TYP
3"
PE
R S
CH
ED
ULE
D
PER SCHEDULE
W
TY
P
Ld
1
1
SCHEDULED REINF #5 Z-BARS TO MATCH SPACING OF SCHEDULED REINF
NOTES:1. LOCATION OF PROPOSED CONSTRUCTION JOINTS SHALL BE SUBMITTED
TO THE OWNERS REPRESENTATIVE FOR APPROVAL.2. IN GENERAL JOINTS SHALL BE WITHIN THE MIDDLE THIRD OF THE SPAN.
LAP REBAR AT JOINT LOCATION OR PROVIDE REBAR SPLICE COUPLERW/ CAPACITY = 1.25AsFy
SECOND POURFIRST POUR
3 1/2"
2/3
DE
PTH
PILE CAP OR GRADE BEAM PER PLAN (REINFORCEMENT NOT SHOWN FOR CLARITY)
CLEAN AND ROUGHEN TO 1/4" AMPLITUDE
STD HOOK TYP
TIE SIZE AND SPACINGPER SCHEDULE
ASECTION
DIA AND REINFORCEMENT PER SCHEDULE
TERMINATE SPIRAL WITH DOUBLE LOOP T&B AND ADJOINING CAGES
VERTICAL BARPER SCHEDULE
3" CLR
FIL
L, F
AS
SU
ME
D
DE
PT
H O
FE
MB
ED
DE
PT
H IN
BE
DR
OC
K, D
LEN
GT
H O
F P
ILE
, L
Ldh
HOOKED DOWELS TO MATCH SLAB REINFORCING
TYP
Ls
REINFORCING PER SCHEDULE
PE
R S
CH
ED
ULE
D
PER SCHEDULE
W
TY
P
Ld
MIN
1'-0
"
ADDITIONAL BOTTOM BARS TO MATCH WALL REINFORCING
TY
P
Ls
#4 @ 1'-6" OC AT CURB
FINISHED GRADE OR PAVING WHERE OCCURS
#4 CONTINUOUS AT CURB
SLAB ON GRADE PER PLAN
10 MIL VAPOR BARRIER MIN SHALL BE IN DIRECT CONTACT WITH CONCRETE PER GEOTECH
4" MIN BASE OF 1/2" CLEAN AGGREGATE
FOR SUBGRADE PREPARATION SEE GEOTECHNICAL REPORT AND SPECIFICATIONS
(2) #4 CONTINUOUS
(2) #4 CONTINUOUS
UO
N
6"
1/8" WIDE SAWCUT CONTROL JOINT
BSLAB-ON-GROUND
AEDGE OF SLAB ON GROUND
HOOKED DOWELSSIZE TO MATCHSLAB REINFORCING
Ls
0" T
YP
CURB LOCATION PER ARCH
CLR
3 1/
32"
CLR3"
SLA
B T
HK
/ 4
1'-0"
2'-0
" M
IN
CONSTRUCTION JOINT W/ BOND BREAKER AND 1/8" WIDE SAWCUT
DIAMOND PLATE DOWEL INSTALL PER MANUFACTURER RECOMMENDATIONS
SLAB REINFORCING
CONSTRUCTION JOINT W/ BOND BREAKER AND 1/8" WIDE SAWCUT
SMOOTH DOWEL MATCH REINFORCING DIA AND SPACING, GREASE ONE SIDE
TYP
2" MAX3/4" MIN CLR
ACONSTRUCTION JOINT
SLAB ON GRADE ≥ 5" THICKB
CONSTRUCTION JOINT
SLAB ON GRADE < 5" THICK
NOTES:1. EITHER CONTROL OR CONSTRUCTION JOINTS SHALL BE LOCATED NO FURTHER THAN 36 x SLAB THICKNESS UNLESS A SMALLER SPACING IS
INDICATED ON DRAWINGS. ASPECT RATIO OF ENCLOSED AREA SHALL NOT EXCEED 1.5, SUBMIT LAYOUT FOR APPROVAL. LOCATE JOINTS ON COLUMN LINES AND UNDER PARTITIONS WHEREVER POSSIBLE. MAXIMUM SLAB AREA CONTROLLED BY JOINTING IS 400 SQ FT SAWCUT SHALL BE MADE AS SOON AS POSSIBLE AFTER SLAB FINISHING AS MAY SAFELY BE DONE WITHOUT DISLODGING AGGREGATE OR BREAKING EDGES, FILL SAWCUT JOINT WITH SEALANT AFTER SLAB HAS CURED.
CONCRETE NOT REINFORCED
HSS OR WF COLUMN
EDGE OF SLAB
4" MIN TYP OR AS NECESSARYTO ALLOW FOR INSTALLATION OF BASE PLATE
SLAB BLOCK OUT AT COLUMN
CPLAN-SLAB BLOCKOUT
AT COLUMND
PLAN-SLAB BLOCKOUT
AT EDGE COLUMN
0" T
YP
SLAB REINFORCING
JOINT LAYOUT
CURB OR STARTER WALL(3 1/2" STARTER WALL MIN FOR FOOTING BELOW GRADE)
AFTER SET- CLEAN TO REMOVE LAITANCE AND SCUM
FORMWORK SPECIFICATIONS APPLICABLE
2" PLANKING TYP
NOTES:1. STAKES NOT PERMITTED WITHIN FOOTING SECTION.
FORMWORK NOT PERMITTED BELOW GRADE UNLESS FULLY FORMED
CUT BACK SPALL
2" M
IN
MIN
1'-6"
MA
X 3'
-0"
4" M
INE
Q
TYP1" CLR
PIPE SLEEVE
CONT FOOTING
1
1
FTG WIDTH
MATCH
PE
NE
TRA
TIO
NS
NO
DO NOT EXCAVATE PARALLEL TO FOOTING BELOW THIS LINE
CONCRETE OR LEAN CONCRETE FILL PLACE A MIN OF (3) DAYS BEFORE PLACING FOOTING
JOINT
ASECTION
NOTES:1. REINFORCING OPENINGS FOR SLEEVES OR GROUPS OF SLEEVES LARGER THAN 10" PER THE WALL REINFORCING
AT OPENINGS TYPICAL DETAIL.2. SEE MECHANICAL & CIVIL DRAWINGS FOR ADDITIONAL REQUIREMENTS AT SLEEVES. DEPTH OF FOOTING MAY BE
DETERMINED BY LOCATION OF PIPES. CONSULT WITH MECHANICAL CONTRACTOR TO DETERMINE EXACT DEPTH.
CLR3"
CLR3"
DOWEL TO MATCH FOOTING OR WALL REINFORCEMENT WHERE REQUIRED
18
"
MA
XT
YP
D
CLR3"
BENT BARS; SIZE AND QTY OF BARS TO MATCH FOOTING BEYOND
2'-0" MIN, MAINTAIN DEPTH (D) OF FOOTING THROUGH STEP
MIN
D
3"
CLR
3"
STEP IN TOP OF FOOTING ON PLAN
DENOTES APPROXIMATE LOCATION OF STEP IN FOOTING CONTRACTOR TO COORDINATE ELEVATION
3"
2 MIN1
NOTES:1. SEE FOOTING SCHEDULE FOR FOOTING DIMENSIONS
AND REBAR SIZE AND SPACING.2. PROVIDE TIES PER SCHEDULE THROUGH FOOTING
STEPS AS SHOWN.
TYP
Ls
TOC
NOTES:1. PROVIDE 6" MIN CONCRETE COVER OVER COLUMN BASE PLATE AND ANCHOR RODS BELOW GRADE, TYPICAL.
HOOKED DOWELS TO MATCH SLAB REINFORCING
TYP
Ls
REINFORCING PER SCHEDULE
PE
R S
CH
ED
ULE
D
PER SCHEDULE
W
BASE PLATE PER COLUMN SCHEDULE
SLAB-ON-GRADEWITH REINFORCEMENTPER PLAN
Ld, TYPWHERE Ld DOES NOT FIT,CHANGE TO Ldh AND HOOK BARS
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
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ion
sclie
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dra
wn b
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f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
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los
ange
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ca
9002
1
ww
w.d
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n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
CO
NC
RE
TE
DE
TA
ILS
-F
OU
ND
AT
ION
S &
SLA
B O
N G
RA
DE
S0.
11
AS
P
01/0
4/1
9
NOT TO SCALE
FOOTING/GRADE BEAM REINFORCING ATCORNERS AND INTERSECTIONS
1
NOT TO SCALE
PILE GRADE BEAM REINFORCING ELEVATION10
NOT TO SCALE
EXTERIOR GRADE BEAM13 NOT TO SCALE
INTERIOR GRADE BEAM9 NOT TO SCALE
CONSTRUCTION JOINT AT GRADE BEAM5
NOT TO SCALE
FRICTION PILE3NOT TO SCALE
CONCRETE WALL CONTINUOUS FOOTING7
NOT TO SCALE
SLAB ON GRADE & CONTROL JOINT4
NOT TO SCALE
SLAB ON GRADE CONSTRUCTION JOINT AND BLOCKOUT PREPARATION15
NOT TO SCALE
MANDATORY MINIMUM FORMWORKAND FOUNDATION EXCAVATION REQUIREMENTS
16 NOT TO SCALE
PIPE & TRENCH PENETRATIONSAT WALL FOOTING
12 NOT TO SCALE
STEPS IN CONTINUOUS FOOTING8
NOT TO SCALE
STEEL COLUMN CONTINUOUS FOOTING14
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
NOTES:1. SLAB THICKNESS AND REINFORCEMENT PER PLAN.
ATOP OF SLAB STEP
BBOTTOM OF SLAB STEP
STD HOOK
Ld
PE
R P
LAN
ST
EP
STD HOOK
Ld
PE
R P
LAN
ST
EP
NOTES:1. WHERE MULTIPLE CONSECUTIVE STEPS OCCUR, ADDED Z-BARS SHALL BE CONTINUOUS OVER ALL STEPS.
TYP
Ls MIN
Z-BARS TO MATCH SLABREINFORCING SIZE ANDSPACING
ADDITIONAL LONG BARS TO MATCH SIZE AND SPACING OF SLAB REINFORCEMENT
SLAB PER PLAN
SLAB
THICKNESSTO MATCH
SE
E N
OT
E 1
d, P
ER
PLA
N
12
SLAB REINFORCEMENT PER PLAN
.
12 MINSLAB REINFORCEMENT
PER PLAN.
12MIN
MIN
SIZE AND SPACING TO MATCH BOTTOM REINFORCING
SIZE AND SPACING TO MATCH BOTTOM REINFORCING
Ls
1'-0" MIN
4Xd UON Ls
Ls
PE
R P
LAN
STE
P d
<10"
LOC
AT
ION
AN
D D
EP
TH
PE
R P
LAN
STE
P d
<10"
LOC
AT
ION
AN
D D
EP
TH
Ls
4Xd UON
Ls
Ls
#4 U-BARS @ 1'-0" OC
(4) ADDITIONAL #6 EDGE BARS UON
STD HOOK TYP
TY
P
±1'
-0"
TO
SU
IT R
EIN
F
TY
P
±1'
-0"
BEVEL EDGES 45°
ROUGHEN ALL CONSTRUCTION JOINT SURFACES TO 1/4" AMPLITUDE MIN TYP
NOTES: 1. DETAILS APPLY TO BOTH HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS.2. KEY TYPE#1 - TYPICAL FOR WALLS.3. KEY TYPE #2 - FOR SLABS, RETAINING WALLS AND EXTERIOR WALLS BELOW
GRADE.
T <8"
8"-16" >16"
D3/4"
1 1/2"2 1/2"
KEY SCHEDULE
T T
D
T/3 T/3
D/2
AKEY TYPE #1
BKEY TYPE #2
RC WALL PER PLAN
HOOKED DOWELS TO MATCH WALL REINFORCEMENT SIZE AND SPACING
SLAB PER PLAN
TY
P
Ls
NOTES:1. CONTRACTOR TO PROVIDE ADEQUATE SHORING OF SLAB DURING
CONSTRUCTION AND CURING OF CONCRETE WALLS ABOVE.
RC WALL PER PLAN
SLAB PER PLAN
NOTES:1. WHERE DOWELS ARE INTERRUPTED BY SLAB OPENINGS
PROVIDE THE DOWEL ON OPPOSITE FACE FOR LENGTH OF OPENING.
ALTERNATIVELY END REBAR WITH T-HEAD
RC WALL PER PLAN
DOWEL TO MATCH SIZE AND SPACING OF THICKER WALL VERTICAL REINFORCEMENT
SLAB PER PLAN
ALTERNATIVELYEND BAR WITH T-HEAD
STD HOOK TYP
Ls
Ld
Ls
TY
P
Ls
NOTES:1. LCN DENOTES LARGER OF ADJACENT CLEAR SPANS.2. ADDITIONAL MULTI-BAY BOTTOM BARS TO BE SPLICED AS SHOWN ABOVE AND EXTEND 6" INTO SUPPORT AT BAR END.
CLEND
SUPPORT
CLINTERIORSUPPORT
CLINTERIORSUPPORT
SE
E P
LAN
CLE
AR
CO
VE
R
CLEAR
2"
SEE PLAN
BAR EXTENT
SEE PLAN
BAR EXTENT
LC1 - END CLEAR SPAN
SEE PLAN
BAR EXTENT
LC2 - INTERIOR CLEAR SPAN
SEE PLAN
BAR EXTENT
SEE PLAN
BAR EXTENT
SE
E P
LAN
CLE
AR
CO
VE
R
TY
P
0"
FOR ALL BOTTOM BARS
LTS PERMITTED IN THIS REGION
TYPICAL
6"
BOTTOM BARSSEE PLAN
ADDITIONAL TOP BARS SEE PLAN
ADDITIONAL SINGLE BAYBOTTOM BARS, SEE PLAN
90° STANDARD HOOKTILT FROM VERTICALIF NECESSARY TO MAINTAINCLEAR COVER
EXTEND TWO BOTTOM BARSIN COLUMN STRIP TO PASSTHROUGH COLUMN CORESAND BE TERMINATED WITHSTANDARD 90° HOOK
SE
E P
LAN
T
WIDTH
COLUMN
TYPICAL
6"
TYP
0.30 LCN
TYP
0.30 LCN
TOP BARS SEE PLAN
NOTES:1. COLUMN LOCATIONS PER PLAN.2. PLACE ADDITIONAL BARS BETWEEN LAYERS OF SCHEDULED ORTHOGONAL REINFORCEMENT.
SLAB EDGE
COLUMN
A
B
2"
COLUMN OR SHEAR HEAD EXTENT
(5) #5 @ 8" OC ADDITIONAL BARS TOP & BOTTOM, EACH SIDETYP
LC
COLUMNLC
TYP
6'-0"
NOTES:1. L = LONGER SLAB SPAN
OF THE TWO DIRECTIONS
BOTTOM BARS#5 @ 8" OC(5) MIN
TOP BARS#5 X 5'-6" LONG @ 8" OC
THK
WALL
TH
K
WA
LL
L/5
TYP
18" MIN TO BOTTOM BAR
L/5
TERMINATE SLAB REINFORCING WITH STD HOOK INTO PERIMETER BEAMS TYP
OPEN
PROVIDE 1/2 OF INTERRUPTEDREINFORCEMENT AT EACHSIDE OF OPENING @ 3" OC (2) BARS MINNONE REQUIRED IF NO INTERRUPTED REINFORCEMENT
OPPOSITE FACE OF BEAM OR WALL
(1) #5 AT EACH CORNERCENTERED IN SLAB
NOTE:1. AT EDGE OF SLAB LOCATIONS, HOOK REINFORCEMENT INTO
OPPOSITE FACE OF WALL OR BEAM.
STD 180° HOOK AT INTERRUPTED T & B SLAB REINFORCING AT OPENING TYP
MAX
6'-0"
TYP
Ld
EQ
EQ
TYP6"
MIN
TYP3" MAX CLR
NOTES:1. D=CONDUIT OR PIPE DIAMETER2. S=SLEEVE DIAMETER3. WHERE PIPE OR SLEEVE SPACING IS LESS
THAN SHOWN, REINFORCE AS A SINGLE OPENING. FOR WALLS, SEE TYPICAL
OPENING DETAIL. FOR SLABS, SEE TYPICAL GROUPED OPENING DETAIL. IF EFFECTIVE OPENING DIMENSION EXCEEDS 2'-0" (4'-0" FOR SLABS) CONTACT ARCHITECT BEFORE PROCEEDING.
3S OR 3D (4" MIN)
CLR SPACINGLARGER OFD
S
EQ MIN
EQ 1" CLR
CONDUIT IN SLAB OR WALL
(4) #5 DIAGONAL TYP
END OF SLAB OR WALL
D =
T/4
(2"
MA
X) A
T W
ALL
D =
1"
MA
X A
T S
LAB
S
LC
ASECTION WITHIN SLAB OR WALL
BSECTION THRU SLAB
4D MIN AT WALLS3D MIN AT SLABS
PR
OTE
CTI
ON
3"
NOTES:1. WHERE CLEAR DISTANCE BETWEEN ADJACENT HOLES IS LESS THAN 3D (MIN 8" MIN) PROVIDE REINFORCING AS FOLLOWS:2. REINFORCING AS SINGLE OPENING USING "EFFECTIVE OPENING OUTLINES" AS SHOWN.3. PROVIDE (1) #5 TOP & BOTTOM TRIM BARS AROUND "EFFECTIVE OPENING WITH 12" EMBEDMENT BEYOND THE OPENING EDGE.4. WHERE "L" EXCEEDS 2'-0" PROVIDE DIAGONAL CORNERS BARS AND REINFORCING AS PER TYPICAL STRUCTURAL CONCRETE
SLAB OPENING DETAIL.5. IF EFFECTIVE OPENING LENGTH EXCEEDS 4'-0" NOTIFY ARCHITECT AND/OR STRUCTURAL ENGINEER BEFORE PROCEEDING.6. CONTINUE TYPICAL REINFORCING BETWEEN INDIVIDUAL HOLES WHERE POSSIBLE. AN EQUIVALENT AMOUNT OF ANY
INTERRUPTED REINFORCING SHALL BE ADDED AT EACH SIDE OF GROUPED OPENINGS.
REINFORCING PER NOTE 5 3D D
EFFECTIVE OPENING OUTLINE TYP
BASE PLATE AND ANCHOR BOLTS PER SCHEDULE
SLAB REINFORCMENT TOP AND BOTTOM PER PLAN
1" THK HIGH STRENGTH NON-SHRINK GROUT
.
WHERE NOTED ON PLAN PROVIDE ADDITIONAL SADDLE BARS @ 6" OC EACH WAY
T
T/2
1
1
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
CO
NC
RE
TE
DE
TA
ILS
- E
LEV
AT
ED
SLA
B R
EIN
FO
RC
ING
S0.
12
AS
P
01/0
4/1
9
NOT TO SCALE
CHANGE IN SLAB THICKNESS3
NOT TO SCALE
STEP IN SUSPENDED SLAB2
NOT TO SCALE
STEP IN SUSPENDED SLAB4
NOT TO SCALE
SLAB EDGE REINFORCEMENT6
NOT TO SCALE
CONSTRUCTION JOINTS IN CONC WALLSAND SLABS
7
NOT TO SCALE
RC WALL ON SLAB TRANSFER8
NOT TO SCALE
SLAB CONNECTION AT INTERIOR WALL10
NOT TO SCALE
SLAB CONNECTION AT END WALL9 NOT TO SCALE
TWO-WAY SLAB REINFORCING DETAIL5
NOT TO SCALE
ADDITIONAL REBAR AT SLAB CORNER (A/B<3)11
NOT TO SCALE
SLAB REINFORCING AT CORNER12
NOT TO SCALE
CONCRETE FLOOR OPENINGS13
NOT TO SCALE
CONDUIT AND PIPING AT SLAB OR WALL14
NOT TO SCALE
STRUCT SLAB OPENING 8" DIA OR LESS15
NOT TO SCALE
SHEAR REINFORCEMENT AT STEEL COLUMNON SLAB TRANSFER
16
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
A
A
A
OPEN
DIAGONAL REINFORCING
TRIM REINFORCING SCHEDULE
t > 16" (2) #8
6" < t < 9"
9" < t < 12"
WALL THICKNESS, t
12" < t < 16"
(2) #6
(2) #5
MIN TRIM REINFORCING
(2) #7
#7
#5
#5
#5
NOTES:1. SCHEDULE REINFORCEMENT APPLIES TO ALL OPENINGS UNLESS OTHERWISE SHOWN.2. MIN TRIM REINFORCEMENT TO BE LARGER OF TYPICAL WALL REINFORCEMENT OR SIZE SHOWN IN SCHEDULE.3. AT SERIES OF OPENINGS WHERE PIER OR SPANDREL IS NARROWER THAN THREE TIMES Ld, RUN TRIM
REINFORCEMENT CONTINUOUS ACROSS ALL OPENINGS.
4. MAY OMIT DIAGONALS IF THE LARGEST OPENING DIMENSION IS LESS THAN 3'-0".5. DETAIL IS NOT REQUIRED FOR OPENINGS SMALLER THAN THE WALL THICKNESS OR 12", WHICHEVER IS SMALLER.6. COORDINATE OPENING LOCATIONS AND SIZES WITH OTHER TRADES INCLUDING BUT NOT LIMITED TO
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING.
DIAGONAL REINFORCEMENTPER SCHEDULE(OMIT DIAGONAL AT FOUNDATION)
PROVIDE STD HOOK AT END OF WALL OR EDGE OF OPENING
180 DEG HOOK TO PROVIDE MIN CLEARANCE
TRIM REINFORCEMENT
TYP WALL REINFORCEMENT
TYP WALL REINFORCEMENT
TRIM REINFORCEMENT
STD HOOKROTATE TO PROVIDEMIN CLEARANCE
TRIM REINFORCEMENT PER SCHEDULE
48" MIN
SEE NOTE 3 Ld, 24" MIN
APLAN
SINGLE CURTAIN
APLAN
DOUBLE CURTAIN
t
6"
( TO END OF HOOKS)2" MAX 1" MIN
t
6"
Ld
Ld
STD 90° HOOKROTATE TO PROVIDE MIN CLEARANCE
(2) ADDITIONAL TRIM BARWALL REINFORCEMENT TOMATCH VERTICAL
TYP WALL REINFORCEMENTPER SCHEDULE
(2) ADDITIONAL TRIM BARS TO MATCH VERTICAL WALL REINFORCEMENTTYP UON
TYP WALL REINFORCEMENTSEE SCHEDULE.
(2) ADDITIONAL TRIM BARS TO MATCH VERTICAL WALL REINFORCEMENTTYP UON
.
ADOUBLE CURTAIN
REINFORCEMENT AT WALLB
SINGLE CURTAIN
REINFORCEMENT AT WALL
6" 3"6"
3" 6"
CORNER DETAIL
TERMINATE WALL REINFORCEMENTW/ STD 90° HOOK INTO COLUMN OR BOUNDARY ZONE
ALTERNATE 90° HOOK END FOR ENDTHROUGH HEIGHT OF BOUNDARY
WALL REINFORCEMENTPER SCHEDULE
VERTICAL BOUNDARY ZONE REINFORCEMENT PER SCHEDULE
3/4" CHAMFERTYP
1:6 MAX BEND BAR OFFSET TYP
VERTICAL REINFORCEMENTPER SCHEDULE
2'-0"
1'-0
1/3
2"
VERTICAL REINFORCEMENTPER SCHEDULE
TIES PER SCHEDULE BOUNDARY ZONE
L
NOTES:1. SEE DETAIL A FOR INFORMATION NOT SHOWN.
MIN TYP
> = Ldh OR Ld*
NOTES:1. *WHEN POSIBLE, Ld WITH STRAIGHT REBAR ELSE
USE HOOKED REBAR WITH Ldh.
TY
P
< =
6"
MIN
TY
P
> =
Ldh
OR
Ld< = 6"
FULLY TIGHTENED DOUBLE NUTS OR HEX BOLT HEAD W/ 3/8" THICK X 3" SQ WASHER.
MIN EMBEDMENT LENGTHPER COLUMN SCHEDULE
NOMINAL GROUT THICKNESS PER ANCHOR ROD SCHEDULE
HEAVY HEX NUT
SQ OR ROUND PLATE WASHER W/ STD HOLESIZE AND THICKNESS PER ANCHOR ROD SCHEDULE
MIN PROJECTION ABOVE BASE PLATE PER ANCHOR ROD SCHEDULE
THREAD LENGTH
BASE PLATE W/ OVERSIZED HOLE PER ANCHOR ROD SCHEDULE
MIN PROJECTION
ABOVEBASE PLATE
MINWASHER
THICKNESS
MINWASHER
SIZE
MAX ANCHOR ROD
HOLE DIAD*
ANCHORRODDIA
ANCHOR ROD SCHEDULE
NOMINALGROUT
THICKNESS
ANCHOR ROD PER ANCHOR RODSCHEDULE / COLUMN SCHEDULE
BASE OF CONCRETE
BASE PLATE THICKNESS
SETTING NUT AND PLATE WASHER (1/2" MIN WASHER THICKNESS) OR SHIM STACK AT CONTRACTORS OPTION / COORDINATION
3/4" 1 5/16" 2" 1/4" 3" 2"
1" 1 13/16" 3" 3/8" 3 1/2" 2"
1 1/4" 2 1/16" 3" 1/2" 4" 2"
1 1/2" 2 5/16" 3 1/2" 1/2" 4" 2"
1 3/4" 2 3/4" 4" 5/8" 5" 2"
2" 3 1/4" 5" 3/4" 5" 2"
2 1/2" 3 3/4" 5 1/2" 7/8" 5 1/2" 2"
D
WELDA
REMARKS
NOTES:1. WHERE WELD A IS NOT SHOWN, TACK-WELD AS REQUIRED FOR ERECTION.2. D* = RECOMENDED MAXIMUM ANCHOR ROD HOLE DIAMETER PER AISC TABLE 14-2.3. CIRCULAR OR SQUARE WASHERS MEETING THE WASHER SIZE ARE ACCEPTABLE.4. CLEARANCE MUST BE CONSIDERED WHEN CHOOSING AN APPROPRIATE ANCHOR ROD HOLE LOCATION. NOTING EFFECTS
SUCH AS POSITION OF THE ROD IN THE HOLE WITH RESPECT TO THE COLUMN, WELD SIZE, AND OTHER INTERFERENCES.5. WHEN BASE PLATES ARE LESS THAN 1 1/4" THICK, PUNCHING OF HOLES MAY BE AN ECONOMICAL OPTION. IN THIS CASE,
3/4" ANCHOR RODS AND 1 1/16" DIAMETER PUNCHED HOLES MAY BE USED WITH ASTM F844 (USS STANDARD) WASHER IN PLACE OF FABRICATED PLATE WASHERS.
A
SEE ANCHOR ROD SCHEDULEFOR WELD A
TOCELEV
1/4
1/4
3/8
3/8
1/2
1/2
3/4
MARK
A
B
C
D
E
F
G
7/8" 1 9/16" 2 1/2" 5/16" 3 1/2" 2" 1/4
H
CO
VE
R4"
MIN
2" M
IN
3" CONCRETE COVERMIN
CO
L S
CH
ED
EM
BE
D P
ER
BASE PLATE THICKNESS t
ANCHOR ROD DIA
EDGEDISTANCE
7/8" 2"
1" 2 1/4"
1 1/4" 2 3/8"
1 1/2" 2 5/8"
3/4" 1 1/2"
1 3/4" 3"
2" 3 1/2"
2 1/2" 4"
TYPICAL EDGE DISTANCE
SCHEDULE
(4) ANCHOR RODS
WF OR HSS COLUMNPER PLAN
NOTES:1. BASE PLATE SIZE, THICKNESS AND ANCHOR RODS PER COLUMN SCHEDULE.2. ANCHOR RODS, OVERSIZED HOLE AND WASHER REQUIREMENTS PER TYPICAL
ANCHOR ROD DETAIL.
COLUMNLC
5/16
AHSS (SQUARE PLATE)
2" THK GROUT TYP
BASE PLATETHICKNESS t
(4) ANCHOR RODS
5/16
BHSS (RECTANGULAR PLATE)
COLUMNLC
COLUMNLC
COLUMNLC
COLUMNLC
EQ EQ
N
EQ
EQ
B
TYP
EDGE DISTANCEPER SCHEDULE
N
EQ EQ
EQ
EQ
B
TYP
EDGE DISTANCEPER SCHEDULE
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
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t title
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revis
ion
sclie
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da
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f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
CO
NC
RE
TE
DE
TA
ILS
- W
ALL
RE
INF
OR
CIN
G &
CO
LUM
NS
S0.
13
AS
P
01/0
4/1
9
NOT TO SCALE
WALL REINFORCEMENT AT OPENINGS5
NOT TO SCALE
WALL REINFORCING AT CORNERS AND INTERSECTIONS6
NOT TO SCALE
WALL BOUNDARY REINFORCEMENT7
NOT TO SCALE
ANCHOR ROD DETAIL AND SCHEDULE13
NOT TO SCALE
STEEL COLUMN BASE PLATES15 19
0111
SUD
ST
RUCT
URAL
PRO
GRES
S
AA
A
NOTE:1. SEE DETAIL A FOR INFO NOT SHOWN.
ABEAM WITH SAME DEPTH
BBEAM WITH VARYING DEPTH
2 x bf2 x bf
bf+1 1/2"
bftf - 1/8"
& 1/4" MIN
tf - 1/8"& 1/4" MIN
tf - 1/8"& 1/4" MIN
BOTTOM PLATE THK TO MATCH FLANGE THK tf
bf - 1 1/2"
ELEVATION SECTION
TOP PLATE THK= tf x bf(bf - 1 1/2")
NO WELD TO SUPPORTING BEAM TOP FLANGE
SEE TYP BEAM TO BEAM CONNECTION
SUPPORTING BEAM
5/16 2
5/16 2
PLATE TO PASS THOUGH HOLE IN WEB. MAINTAIN 1/2" CLR AROUND FLANGE PLATE, RADIUS CORNERS
bf = SMALLER FLANGE WIDTH OF BEAMS
ELEVATION SECTION
NOTES:1. SEE DETAIL A & B FOR INFO NOT SHOWN.
bf = SMALLER FLANGE WIDTH OF BEAMS
ELEVATION SECTION
CSTEPPED BEAMS
NOTES:1. FLANGE PLATE TO BE ASTM A572, GR 50.2. NO ERECTION BOLTS ALLOWED IN FLANGE PLATES.3. NOTED ON PLAN BY
BS OF WEBtf-1/8 & 1/4 MIN
COPE FLANGES AS REQD 1" MAX BETWEEN FLANGES
2 ROWS OF BOLTS AND LARGER PLATE WHERE OCCURS
SHEAR PLATE & BOLTSPER SCHED
2 db MIN
COPE FLANGES AS REQD 1" MAX BETWEEN FLANGES
2 ROWS OF BOLTS AND LARGER PLATE WHERE OCCURS
SHEAR PLATE & BOLTSPER SCHED
2 ROWS OF BOLTS AND LARGER PLATE WHERE OCCURS
SHEAR PLATE & BOLTSPER SCHED
db=1
"
1 1/
2" T
YP
1 3/
4" W
HE
RE
2 db MIN
3" MAXUON
3" MAXUON
3" MAXUON
TYP
3"
TYP
3"TY
P
3"
2 db MIN
db=1
"
1 1/
2" T
YP
1 3/
4" W
HE
RE
db=1
"
1 1/
2" T
YP
1 3/
4" W
HE
RE
NOTES:1. db DENOTES BOLT DIA.2. FOR INFO NOT SHOWN SEE
BEAM CONNECTION SCHEDULE
COPE FLANGES AS REQD 1" MAX BETWEEN FLANGES
S2 SIDES PER SCHED
S2 SIDES PER SCHED
S2 SIDES PER SCHED
ASHALLOW SUPPORTED BEAM
BEQUAL DEPTH BEAMS
CDEEP SUPPORTED BEAM
DSHALLOW (d< 8") SUPPORTED BEAM
3/8" PLATE
W6 OR W8
(2)-7/8" DIA A325N BOLTS
5/16
3" TYP 2 1/2"
UON3" MAX
1 1/
2"
1" MAX
9", 10"
12", 14", C12, MC12
DEPTH OR SIZE OF
SMALLER BEAM
NOTES:1. USE LARGER WELDS OR COMPLETE PENETRATION WELDS AT ALL SKEWED CONNECTIONS PER TYP DETAILS.
2. MARKS ON PLANS INDICATES 2 ROWS OF BOLTS. EACH ROW TO HAVE THE NUMBER OF BOLTS IN THE TABLE ABOVE. SPACE ROWS AT 3" OC.
3. MARKS ON PLANS INDICATES FLANGE BRACE PER
4. MARKS ON PLANS INDICATES WELDED TOP FLANGE PER TYPICAL DETAILS.
5. DEPTH OR SIZE CORRESPONDS TO THE SMALLEST BEAM, SEE TYPICAL DETAILS.
6. PROVIDE SLIP CRITICAL CONNECTIONS AT ALL SLRS FRAMING.
2
F16"
18"
21"
24"
27"
30"
33" AND LARGER
NO OF BOLTS,A325N UON
(2)
(2) 7/8" DIA
ONE ROW OF BOLTS TWO ROWS OF BOLTS
SHEARPLATE
WELDSIZE
S
(1)
SHEARPLATE
5/8"1/4"
5/16"
7/16"
NO OF BOLTS PER ROW, 7/8" DIA A325SC UON
(2)
2
3
4
4
5
6
7
8
9
3/8"
1/2"
1/2"
1/2"
5/16"
5/16"
1/4"3/8"
1/4"3/8"
1/4"3/8"
1/4"3/8"
1/4"3/8"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
5/8" 7/16"
T
WELDSIZE
S
(1)
(3) 7/8" DIA
(4) 7/8" DIA
(4) 7/8" DIA
(5) 7/8" DIA
(6) 7/8" DIA
(7) 7/8" DIA
(8) 7/8" DIA
(9) 7/8" DIA
W12 & SMALLER
W18 THRU W14
W36 THRU W21
CONNECTIONS
STAIR STRINGER
LOCATION
WF
2 SIDED STIFFENERAT ALL LOCATIONS WITHOUT CONCRETE SLAB ABOVE AND AS NOTED IN SCHEDULE
# OF PLATES
(1) SIDED
(2) SIDED
(2) SIDED
(2) SIDED
1/8"
WELD SIZE F
3/16"
1/4"
3/16"
STIFFENER/CONNECTION PLATEPER SCHEDULE
1/4"
1/2"
3/8"
3/8"
PLATE SIZE
NOTES:1. USE THIS DETAIL WHERE PLATES OR STIFFENERS ARE SHOWN BUT NOT DETAILED.2. WELD TO BE MAX OF AWS MIN AND SCHEDULE SIZE.
FPER SCHED
NOTE:1. FOR WELD, BOLTS, AND SHEAR PLATE SEE BEAM CONNECTION SCHEDULE (FOR LARGER BEAM). NOTE:
1. SEE TYPE A FOR INFO NOT SHOWN.
PLATE THICKNESS t1 1/2" MIN.
BOLTS PER SCHEDULE
k + 1/2" MAX.
ASAME DEPTH BEAMS
BUNEQUAL DEPTH BEAMS
1 1/2"
3"
1 1/2" MIN AT STD HOLES
S
S3 SIDES
twA MAX
TY
P
3"
BOLTS PER SCHEDULE
A
6"
1" MAX1/2" MIN
1 1/2" MIN AT STD HOLES
k =
1/2"
MA
X
1 3/
4"
SPAN /4
(2) db
PENETRATIONS
REINFORCED
PENETRATIONS
UNREINFORCED
TYP
db MIN
MIN
(3) db
EQ
EQ
dbMA
X
4"
MA
X
db/2
1/4
1/4
LC
EXTRA STRONG PIPE, LENGTH TO MATCH BEAM FLANGE WIDTH
NO PENETRATIONS
WF BEAM
UNREINFORCED OPENINGREINFORCED OPENING
SUPPORTED BEAM
NOTES:1. COORDINATE BEAM PENETRATION LOCATIONS WITH OTHER DISCIPLINES.2. SUBMIT BEAM PENETRATIONS NOT SPECIFICALLY LOCATED ON THE STRUCTURAL DRAWINGS FOR APPROVAL.
PLATE 3/4 x (bf + 1" MIN)
TYP BEAM SPLICE WHERE REQUIRED
FULL DEPTH 3/8" STIFFENER PLATE EACH SIDE OR FULLDEPTH SHEARPLATE, SEE TYP DETAIL
SIM
ASECTION
INTERIORPERIMETER
1/4TYP
12" MAX
17/32"1 31/32" 2 1/32"
LC
bf
TYP
1/2"
MIN
1 1/
4" T
YP
1" A
T 3
/4"
DIA
BO
LTS
(4) 7/8" DIA TYP(4) 3/4" DIA AT bf ≤ 4 1/2"
STIFFENER PLATE EACH SIDE OF FULL DEPTH SHEAR PLATE
QTY AND SIZE OF STUDSPER SCHEDULE
NOTES:1. SEE BOLTED BEAM CONN SCHEDULE FOR INFO NOT SHOWN.2. hef MIN = 7.5d
COORDINATE WALLREINFORCEMENTW/ STUDS
3/4" PLATE
BOLTS PER BOLTED BEAM CONNECTION SCHEDULE
SHEAR PLATE PER SCHEDULE
[DEFINE]
MEMBER SIZE
STUD, d
6
4
# OF STUDS
ASECTION
1/2" MIN
S
S
1"
3/4"
EQ
EQ
#4 TIE AROUND ANCHORS
EMBED, hef
6"
8"
MINhef/2
MIN
1 1/
2"
MIN1 1/2"
MIN
, TY
Phe
f/2E
QE
Q
[DEFINE]
TYP
1 1/
2"
TYP
3"
1 1/2" MIN
3" MAX
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
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t title
sh
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revis
ion
sclie
nt
dra
wn b
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da
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f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
ST
EE
L D
ET
AIL
S -
BE
AM
S &
CO
LUM
NS
S0.
20
AS
P
01/0
4/1
9NOT TO SCALE
BEAM TO BEAM MOMENT CONNECTION7 NOT TO SCALE
BEAM TO BEAM CONNECTION3
NOT TO SCALE
BEAM CONNECTION SCHEDULE13
NOT TO SCALE
STIFFENER CONNECTION PLATE11
NOT TO SCALE
BOLTED BEAM SPLICE8NOT TO SCALE
ROUND HOLE PENETRATION IN BEAM WEB12
NOT TO SCALE
SEATED WF BEAM TO HSS COLUMN14
NOT TO SCALE
BEAM TO CONC WALL EMBED PLATE CONN16
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
2X SOLID BLOCKING FULL-DEPTH OF JOIST AT8'-0" OC OR MID SPAN, WHICHEVER IS LESS
SOLID BLOCKING WHERE PIPING OCCURS
1/2" CLR AROUND PIPE OR CONDUIT
JOIST TYP
d
MIN
d/2
NOTES:1. HOLES & NOTCHES NOT PERMITTED FOR d=5 1/2" OR LESS.2. NOTCHES NOT PERMITTED WITHIN MIDDLE THIRD OF SPAN.3. NOTCHES NOT PERMITTED IN BOTTOM OF MEMBER UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS
OR WRITTEN APPROVAL IS OBTAINED FROM THE OWNER'S REPRESENTATIVE.
BEARING WALL
BEAM SUPPORT
LAG SCREW
MAX DIA = d/4 < 2"BEAM OR JOIST
NO NOTCHES OR HOLES PERMITTEDWITHIN d OF SUPPORT
d
MAXd/3
MA
Xd/
6
MIN
d/2
MIN
d
MIN
d
MIN
d MIN
2"
SCREW(4) DIA LAG
MA
Xd/
4
t
TYP4" MAX
1" COUNTERSINK MAX, TYP
TYP1 1/2"
3/4" DIA AUTOMATIC WELDED THREADED STUDS AT 24" OC STAGGERED
2X BLOCKING, TYP
3X RIP TO MATCH FLANGE WIDTH
PROVIDE DOUBLE LINES OF DIAPHRAGM BN
TOFR
NOTE:1. DETAIL SIMILAR FOR DOUBLED UP MEMBERS.
BEARING WALL OR BEAM
PLYWOOD WHEREOCCURS
16d TOE NAIL EACHSIDE INTO TOP PATE
SOLID BLOCKING,END NAIL TO JOISTWITH (2) 16d EACH END
PLYWOODWHEREOCCURS
BUTT JOISTS ON CL OF WALL OR BEAM
CL OF SPLICE & BEARING
(2) SCAB WITH (4) 16dEACH SIDE OF SPLICE
(4) 16d
BEARING WALL OR BEAM
1'-0" MIN 1'-6" MIN
AJOIST LAP
BJOIST BUTT
AT INTERIOR SHEARWALLS, PROVIDE DOUBLE LINES OF DIAPHRAGM BN
NOTES:1. NOTCHING OF MEMBER IS NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM THE OWNER'S REPRESENTATIVE.2. DO NOT PLACE HOLES IN MEMBERS WITH HOLDOWN ANCHORS.3. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A NOTCH.
STUDLC
MAX3/8 D
D/2
MIND
D
MAX0.6 D
STUDLC
MAXD/4
D/2
MIND
D
MAXD/3
STUDS ORPOST, TYP
ANON-LOAD BEARING
BLOAD BEARING
D=HOLE DIA
ELEVATION OF PLATE
PLAN OF PLATE
ST2215 EACH SIDE WHERED EXCEEDS W/ 4
ADDITIONALSTUD AT JOIST
STUDS, TYP
JOISTS, TYP16d NAILSDOUBLE PLATE
EQ
EQ
W
D
SUPPORTEDMEMBER
HANGER
SUPPORTING TYPE
NOTES:1. ALL HARDWARE SPECIFIED IS SIMPSON BRAND, UON
NOTES:1. SILL PLATE ANCHOR BOLT TO BE 5/8" DIA WITH 2X2X3/16 PLATE WASHER AND 0'-8" MIN EMBED @ 4'-0" OC, 6" MIN AND 12" MAX
FROM ENDS AND NOTCHES OVER 1/3 THE SILL WIDTH, UON, MIN (2) BOLTS PER PLATE.2. AT NON BEARING WALLS ACCEPTABLE TO REPLACE ANCHOR BOLTS WITH SIMPSON PDPW-300@24" OC(LARR 25469) 6" MAX
FROM ENDS AND NOTCHES PER ABOVE. AT BEARING WALLS USE OF EQUIVALENT SIMPSON PAB ANCHORS AS ALTERNATIVE FOR SILL ANCHORS IS ACCEPTABLE.
3. STUD SIZE AND SPACING TO BE 2X4 @ 16" OC OR 2X6 @ 16" OC, UON.
CRIPPLE:2X AT SPAN < 6'-0"3X AT SPAN > 6'-0"
LINTEL PER SCHEDULE
2-10d EA SIDETYP
3-20d TYP
BLKG
16d @12" OC40d @18" OC AT 3X
2-20d,TYP
DOUBLE TOPPLATE, TYP
A34 BELOWSPLICE, TYP
2-20d END NAIL TYP
A35 @ 6" STUDSA34 @ 4" STUDSPROVIDE AT EA SIDE OF JAMBS
DOUBLE CRIPPLE AND STUDEACH SIDE OF OPENING AT SPAN > 4'-0" AND TRIPLE CRIPPLE ANDSTUD AT SPAN > 8'-0"
(1) 2X (STUD WIDTH) 4'-0" MAX(2) 2X (STUD WIDTH) OVER 4'-0"
2-16d T&B
2-10d EACH SIDE
LINTEL SCHEDULE (UON ON DRAWINGS)
ELEVATION
SEE PLANS
6X8 OR 51/8"X6"GLB
6x6 OR 51/8"X6"GLB
2-2X6OR 4X6
4x8
SPAN < 6'-0"SPAN < 4'-0"SPAN < 3'-0"
2-2X4OR 4X4
3-2X6 OR4X6 FLAT
2X4 STUDS
2X6 STUDS
SPAN OVER 6'-0"
ON STUD CL'S
SPLICE PL'S
SPAN
MA
X 8'
-0"
MA
X 8'
-0"
SILL PLATE ANCHOR BOLT SEE NOTES 1 & 2
(2) 2X TOP PLATES PROVIDE SIMPSON A35 EACH SIDE FOR BEAMS 9 1/4" DEEP AND LARGER
POST OR DOUBLE STUDS PROVIDE 16d @ 12" OC AT DOUBLE STUDS
SHEATHING PER PLAN
BEAM PER PLAN
MIN
1 1/
2"
MAX
3 1/2" 10" MIN 10" MIN
1 1/
2"
NOTCHES MIN 6'-0" OC
TYPICAL 1 1/4" DIA MAX BORED HOLE
1 1/4"X16 GA STRAP W/ (6) 10d COMMON NAILS EACH END AT EACH PLATE
MIN
2 1/
2"
MAX
5 1/2" 1'-0" MIN 1'-0" MIN
MA
X2"
NOTCHES MIN 6'-0" OC
TYPICAL 2" DIA MAX BORED HOLE
1 1/4"X16 GA STRAP W/ (8) 10d COMMON NAILS EACH END AT EACH PLATE
MIN
3 1/
2"
MAX
5 1/2" 1'-0" MIN1'-0" MIN
MA
X3"
NOTCHES MIN 6'-0" OC TYPICAL 2" DIA MAX BORED HOLE
1 1/4"X16 GA STRAP W/ (11) 10d COMMON NAILS EACH END AT EACH PLATE
C2X4 DOUBLE TOP PLATE PLAN
2X4 OR 3X4 SILL PLATE SIMILAR
A2X8 DOUBLE TOP PLATE PLAN
2X8 OR 3X8 SILL PLATE SIMILAR
B2X6 DOUBLE TOP PLATE PLAN
2X6 OR 3X6 SILL PLATE SIMILAR
EN
STITCH NAILING,TYP
EN
STITCH NAILING,TYP
APLAN AT CORNERS
BPLAN AT INTERSECTIONS
ENEN
SILL PLATESSEE SECTIONS AND DETAILS ANCHOR BOLTS NOT SHOWN
POST OR DOUBLE STUDS (PROVIDE 16d AT 12" OC AT DOUBLE STUD
A35 AT OPPOSITE CORNERS FOR 4X POSTSA35 EACH CORNER AT 6X POSTS
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
WO
OD
DE
TA
ILS
- G
EN
ER
AL
FR
AM
ING
& S
TU
D W
ALL
SS
0.30
AS
P
01/0
4/1
9
NOT TO SCALE
WOOD JOIST BLOCKING1
NOT TO SCALE
HOLES AND NOTCHES IN BEAMS AND JOISTS6 NOT TO SCALE
JOIST PERPENDICULAR TO STEEL BEAMFLUSH
2
NOT TO SCALE
JOIST SPLICE AT BEARING WALLS OR BEAMS3
NOT TO SCALE
HOLES AND NOTCHES IN STUDS OR POSTS7
NOT TO SCALE
HOLES IN PLATES OF WALLS5
NOT TO SCALE
DIMENSION LUMBER HANGER SCHEDULE4
HANGER SCHEDULE
SUPPORTING TYPE SUPPORTING MEMBERSIMPSON HANGER
OPTION
SOLID SAWN 2X BA
SOLID SAWN 2X SKEWED B SKEWED
SOLID SAWN 4X BA
SOLID SAWN 6X8 HU68TF
SOLID SAWN 6X8 SKEWED HW68 SKEWED
SOLID SAWN 6X10 HU610TF
SOLID SAWN 6X10 SKEWED HU610 SKEWED
SOLID SAWN 6X12 HU612TF
SOLID SAWN 6X12 SKEWED HW612 SKEWED
CONCRETE WALL 2X W
CONCRETE WALL 2X SKEWED W SKEWED
NOT TO SCALE
STUD WALL FRAMING10
NOT TO SCALE
FLUSH BEAM PERPENDICULAR TO STUD WALL11
NOT TO SCALE
PENETRATIONS IN TOP OR BOTTOM PLATE14
NOT TO SCALE
STUD WALL CORNERS AND INTERSECTIONS8NOT TO SCALE
POST AND BEAM CONNECTION IN STUD WALL12
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
JOIST OR BLOCKING (SEE PLAN FOR JOIST DIRECTION) FOR LAG SCREWS USE MINIMUM 3X BLOCKING OR RIM JOIST
DOUBLE TOP PLATES,
3X BLOCKING AT ALL ADJOINING
3X STUD AT ALL ADJOINING PANEL EDGES
SHEATHING SEE SCHEDULE
2X STUDS AT 16" OC UNLESS OTHERWISE NOTED
SILL ANCHORPER SCHEDULE
SILL PLATE PER SCHEDULE
1/4" GAP (PLYWOOD TO TOP OF CONCRETE)
ANCHOR ROD, SEE PLAN
NON-SHEAR WALLBEYOND
HOLDOWN POST, PER SCHEDULE
FN PER SCHEDULE
2X STUDS @16" OC
EN PER SCHEDULE
NOTES:1. REFER TO PLAN & SHEAR WALL LEGEND FOR SHEAR WALL TYPE.2. NAILING TO BE 1/2" DISTANCE FROM PANEL EDGE AND 3/8" DISTANCE FROM EDGE OF CONNECTING MEMBERS.3. PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED IN ALL CASES.4. WHERE PLYWOOD IS APPLIED TO BOTH FACES OF WALL, STAGGER IN ALL CASES.5. A35 OR LTP4 SHEAR TRANSFER SHALL BE CONNECTING TO PLATE AND BLOCKING, JOIST OR RAFTER. 6. USE OF EQUIVALENT SIMPSON PAB ANCHORS AS ALTERNATIVE FOR SILL ANCHORS IS ACCEPTABLE.
7. PLYWOOD FACE GRAIN TO BE VERTICAL.8. WHERE TOP OF SHEARWALL TERMINATES UNDER STEEL BEAM, SEE 9. WHERE 3X SILL PLATE IS USED, PROVIDE 6" LONG SDS 1/4" SILL PLATE SCREWS.10. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL EDGES.
SHEAR WALL SCHEDULE
SHEAR WALL TYPE
PLYWOOD PANEL
APA RATED PLYWOOD
(BN)(EN)(FN)
NAILINGSIZE
THK TYPE
ONESIDE
15/32" STRUCT I10d@
6",6",12"
10d@4",4",12"
10d@3", 3",12"
10d@2",2",12"
15/32" STRUCT I
15/32" STRUCT I
15/32" STRUCT I
ONESIDE
ONESIDE
TWOSIDE
5 1/2"
MINSTUD
DEPTH
5 1/2"
5 1/2"
5 1/2"
2X
MINSILLTHK
2X
2X
2X
SILL PLATEANCHOR
TO CONCRETESLAB
SIZE &SPACING
5/8" DIA X8" EMBED @ 24"OC
5/8" DIA X8" EMBED @ 24"OC
5/8" DIA X8" EMBED @ 24"OC
5/8" DIA X8" EMBED @ 24"OC
A35 OR LPT5 FRAMING
CLIPS
AT 12"OCONE SIDE
2 / S0.31
ALLOWSHEAR
PLF
340
510
665
1740
MST48 OVER 4X BLOCKING W/ 16d NAILS
HOLDOWN TO BE OMITTEDWHERE STEEL COLUMN OCCURSAT END OF SHEARWALL
STEEL BEAMWHERE OCCURS
AT 12"OCONE SIDE
AT 8"OCONE SIDE
AT 8"OCTWO SIDES
ALL SILL ANCHORS TO INCLUDE SIMPSON BPS5/8-6 WASHER OR EQUIVALENT AT TOP OF PLATE
15
S0.31
A
B
C
D
NOTES:1. DETAIL SIMILAR AT DOUBLE SIDED SHEATHING.2. SEE SCHEDULES FOR FASTENER INFORMATION.
SHEAR WALL EN
SHEAR WALL EN
2X BLKG WITH (4)16dEND NAIL OR A35EACH SIDE
FRAMING CLIPPER SHEAR WALLSCHEDULE
3X BLKG WITH (4)16dEND NAIL OR A35EACH END
(2) BLKG AT 4'-0" OCTYP
16d @ 4" OCTYP
(2) 16d EACH END, TYP
1"
1"
AJOIST PARALLEL
BJOIST PERPENDICULAR
CJOIST PERPENDICULAR
AT EXTERIOR
PROVIDE DOUBLE LINES OF DIAPHRAGM BN
PROVIDE DOUBLE LINES OF DIAPHRAGM BN
3" M
IN
UONt
e1
ANCHOR ROD WITH DOUBLE NUT AND 3/8" THK X 8" SQ BEARING PLATE
PROVIDE (2) #5 ADDITIONAL BARS X 6'-0" LONG EITHER SIDE OF ANCHOR
PROVIDE (2) #4 U-BARS AT ANCHOR FOR EDGE OF SLAB CONDITION
SILL PLATE
RETIGHTENS NUT AT CLOSE-END OF PROJECT, UPON RETIGHTENS, SECURE W/ DOUBLE NUT
HOLDOWN
POST WIDTH TO MATCH IN WALL
EDGE OF SLAB WHERE OCCURS
FASTENER PER MANUFACTURER
1/4TYP
5'-0"
SHEAR WALL BN
(3) NAILER TO EXTEND LENGTH OF SHEAR WALL
STD WALL NAILING PER GENERAL NOTES
NOTE:1. SEE SCHEDULES FOR FASTENER INFORMATION.
PROVIDE DOUBLE LINES OF DIAPHRAGM BN
8d @ 6"OC
(2) OR (3) WHERESHEAR PANEL OCCURS
(2) OR (3)
HSS COLUMN WITH STUDS PER DETAIL A
(2) TRIMMERPER DETAIL B
BN2X OR 3X
2X TRIMMER W/ #12-24 X 2 1/4"SELF-TAPPING SELF-DRILLINGSCREWS @ 18" OC AND 6" FROM EACH END TYP
HSS COLUMN W/ STUD PER DETAIL A
2X OR 3X
HSS COLUMNEN
3/4"DIA AUTOMATIC WELDED THREADED STUDS @ 24" OC AND 6" FROM EACH END TYP
AHSS COLUMN
BHSS COLUMN
CHSS COLUMN
WALLAND POSTLC
WALLAND POSTLC
WALLAND POSTLC
WF COLUMN W/ STUDS PER DETAIL A
BN (NAIL SHEATHING TO 3X NAILER PRIOR TO ATTACHING TO STEEL IN THE EVENT OF LIMITED ACCESS)
3X
DWF COLUMN
BNBN
TH
OM
AS
CA
LU
S
16
20
SU
MM
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0.92
9.78
15in
fo@
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net
915
mat
eo s
treet
suite
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los
ange
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9002
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ww
w.d
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n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
WO
OD
DE
TA
ILS
- S
HE
AR
WA
LLS
S0.
31
AS
P
01/0
4/1
9
NOT TO SCALE
SHEAR WALL SCHEDULE AND ELEVATION11NOT TO SCALE
SHEAR WALL SECTION15
NOT TO SCALE
SHEAR WALL HOLDOWN AT SUSPENDED SLAB4NOT TO SCALE
SHEAR WALL BELOW STEEL BEAM2NOT TO SCALE
SHEAR WALL STEEL COLUMN CONNECTION16
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
BN
EDGE OF ROOF/FLOORAND/OR EXTERIOR WALL BELOW
JOISTS OR RAFTERS
BLOCKING
A
C
NOTES: 1. PROVIDE WOOD STRUCTURAL PANEL SHEETS NOT LESS THAN 2'-0" IN LEAST DIMENSION NOR LESS THAN 8'-0" SQ FEET IN
AREA. USE FULL SHEETS WHEREVER POSSIBLE.2. PLACE WOOD STRUCTURAL PANEL SHEET WITH FACE PLIES PERPENDICULAR TO JOISTS AND STAGGER 4'-0" EDGES AS
SHOWN.3. COORDINATE JOIST LAYOUT WITH 4'-0" MODULE AS RELATED TO STRUCTURAL 1 RATED SHEATHING EXPOSURE 1. 4. ADHESIVE: ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFG-01 OR ASTM D3498, APPLIED IN ACCORDANCE WITH THE
ADHESIVE MANUFACTURER'S RECOMMENDATIONS. IF OSB PANELS WITH SEALED SURFACES AND EDGES ARE TO BE USED, USE ONLY SOLVENT-BASED GLUES; CHECK WITH PANEL MANUFACTURER. EXECUTION:
B
* NAILING TO BE RING OR SPIRAL SHANK, FULL HEAD.
A. APPLY A BEAD OF GLUE ABOUT 1/4 INCH IN DIA TO ALL CONTACT/BEARING SURFACES. ON WIDE AREAS APPLY GLUE IN SERPENTINE PATTERN.
B. APPLY TWO BEADS OF GLUE ON JOISTS WHERE PANEL ENDS BUTT.C. APPLY GLUE PROGRESSIVELY TO BUTTING EDGES OF PANELS AND INTO GROOVED EDGES OF
TONGUE AND GROOVE PANELS AS WORK PROCEEDS. COMPLETE NAILING OF EACH PANEL BEFORE GLUE SETS.
5. AT INTERIOR SHEARWALL LOCATIONS, PROVIDE DOUBLE LINES OF DIAPHRAGM NAILING INTO TRANSFER BLOCKING OR TOP PLATES.
3X4 FLAT BLOCKING W/Z-SHAPED SHEET METAL CLIPS WITH 4-NAILS EACH END
LC
EQEQ
EN
BUTT WOOD STRUCTURAL PANEL SHEETS ALONG CL OF BLOCKING
GLUE BUTTINGEDGES PERADHESIVE NOTE
CSECTION AT BLOCKING
PROVIDE GLUE PER ADHESIVE NOTE AT FLOOR SHEATHING LOCATIONS
SHEATHINGPER SCHEDULE
EN, FOR SIZE ANDSPACING SEE NOTES
FIELD NAILING AT ALL INTERMEDIATE JOISTS, TYP SEE NOTES FOR SPACING
APLAN VIEW
BUTT WOOD STRUCTURAL PANELSHEETS ALONG CL OF SUPPORTS
EN, TWO LINES OF FASTENERS REQUIRED PER SCHEDULE
BUTT WOOD STRUCTURAL PANELSHEETS ALONG CL OF SUPPORTS
BPLAN VIEW - HIGH
STRENGTH DIAPH
NA
ILE
D F
AC
E
3/8"
TY
PA
T 3"
NO
MIN
AL
FASTENER SPACING
NA
ILE
D F
AC
E
1/2"
TY
PA
T 3"
NO
MIN
AL
JOISTS OR RAFTERS
BLOCKING
NA
ILE
D F
AC
E
WID
TH
OF
NA
ILE
D F
AC
E
1/2"
TY
PA
T 4"
NO
MIN
AL
NA
ILE
D F
AC
E
3/4"
TY
PA
T 4"
NO
MIN
AL
SEE ARCH FOR OPENING LOCATIONDOUBLE JOIST TYP
3X BLOCKING
ST22, TYP
LUS48, TYP
4X8
4X8
4X8
4X8
NOTE:1. EDGE NAIL AROUND OPENING.
MARK TYPE
S1
S2
S3
S4
CMST12
NOTES:1. ALL STRAPS ARE SIMPSON BRAND (LARR 25713).2. NAILS INDICATED ARE MINIMUM NUMBER OF NAILS REQUIRED IN MINIMUM END LENGTH DISTANCE SHOWN
ABOVE.3. REFER TO PLAN FOR REQUIRED LENGTH OF STRAPS. WHERE NO LENGTH IS INDICATED ON PLANS, STRAP
LENGTH SHALL EQUAL TWICE THE MINIMUM END LENGTH DISTANCE SHOWN IN SCHEDULE ABOVE.4. WHERE LENGTH OF STRAP IS LONGER THAN MINIMUM END LENGTH SHOWN ABOVE, PROVIDE FULL NAILING
OVER ENTIRE LENGTH OF STRAP.5. FULL NAILING IS EQUIVALENT NAILING REQUIRED OVER MINIMUM END LENGTH DISTANCE SHOWN ABOVE.
CMST14
CS14
DETAIL
-
-
-
-
S5
CS16
CS18
LENGTH
PER PLAN
PER PLAN
PER PLAN
PER PLAN
PER PLAN
NAILS
(86) 10d
(66) 10d
(30) 8d
(22) 8d
(18) 8d
MIN ENDLENGTH
39"
30"
16"
13"
11"
ALLOWABLELOAD
9215#
6490#
2490#
1705#
1370# -
STRAP SCHEDULE
3D PLAN JOIST PER PLAN
FIELD NAILING (FN)
CONTINUOUS EDGE NAILING (EN) PROVIDE 2X BLOCKING PER DETAIL A AT BLOCKED DIAPHRAGM
DISCONTINOUS EDGE NAILING (EN)
BOUNDARY NAILING (BN)BOUNDARY NAILING (BN)
PLYWOOD SHEATHING PER PLAN
2'-0" MINSTAGGER END JOINTS
4'-0" TYP
TH
OM
AS
CA
LU
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16
20
SU
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sclie
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230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
WO
OD
DE
TA
ILS
- H
OR
IZO
NT
AL
DIA
PH
RA
GM
SS
0.32
AS
P
01/0
4/1
9NOT TO SCALE
DIAPHRAGM SHEATHING SCHEDULE7
NOT TO SCALE
OPENING IN ROOF8 NOT TO SCALE
STRAP SCHEDULE4
DIAPHRAGM SHEATHING SCHEDULE
DIAPHTYPE
SHEATHING
NAILING
DETAILLINES OFFASTENERS
TYPE*WIDTH OF
NAILED FACEBN EN FN
D115/32" DFLSTRUCT I
1 10d COMMON 2" 4" 6" 12" A
D223/32" DFLSTRUCT I
2 10d COMMON 3" 2 1/2" 3" 12" B
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
S S
2
3
A
1
BCDEFGHI
4
5
6
7
PROPERTY LINE, TYP
10"
10" 10" 1
'-0"
10"
10"
10"
24" MAT
FOUNDATION
BELOW WALLS
10"
GB-3
GB-2
GB-2
GB-1
GB-1
SEE S2 SERIES
FOR HOUSE FRAMING
GB-4
RETAINING WALL PLAN LEGEND
INDICATES STEP IN FOOTING PER
INDICATES REINFORCED CONCRETE WALL ABOVE
THICKNESS PER PLAN
FOR TYPICAL REINFORCING INFORMATION
SEE SCHEDULE
1. TOP OF FOOTING GRADE BEAM ELEVATION TO BE 1'-0" BELOW TOP OF SLAB OR FINISHED GRADE, UON.
2. REFER TO S0 SERIES SHEETS FOR GENERAL NOTES AND TYPICAL DETAILS.
3. ALL SETTING OUT DIMENSIONS ARE TO BE READ IN CONJUNCTION AND CONFIRMED WITH ARCHITECTURAL
DRAWINGS.
4. PRIOR TO REQUESTING A BUILDING DEPARMENT FOUNDATION INSPECTION, THE SOILS
ENGINEER/GEOTECHNICAL CONSULTANT SHALL INSPECT AND IMPROVE THE FOUNDATION EXCAVATIONS.
5. EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED BY THE SIZE AND
SHAPE OF THE STRUCTURE. NO MATERIAL IS TO BE EXCAVATED UNNECESSARILY.
6. VERIFY LOCATION OF UNDERGROUND UTILITIES BEFORE EXCAVATIONS. NOTIFY ARCHITECT PRIOR TO
EXCAVATION IN THE EVENT SUCH UTILITIES ARE ENCOUNTERED.
RETAINING WALL PLAN NOTES
INDICATES FRICTION PILE PER SCHEDULE
AND DETAIL
P#
8 / S0.11
3 / S0.11
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
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S, C
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02
10
SU
D
da
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ion
sclie
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0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
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net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
RE
TA
ININ
G W
ALL
PLA
NS
1.00
Aut
hor
01/0
4/1
9
1/8" = 1'-0"
RETAINING WALL PLAN1
FRICTION PILE SCHEDULE
TYPE
MARKDIA LENGTH OF PILE, L
EMBED DEPTH IN
BEDROCK, D
ASSUMED DEPTH
OF FILL, FVERTICAL BARS SPIRAL/TIE SIZE
SPIRAL/TIE
SPACING
P1 2'-0" 15'-0" 15'-0" 0"
P2 2'-0" 15'-0" 15'-0" 0"
P3 2'-0" 15'-0" 15'-0" 0"
P4 2'-0" 15'-0" 15'-0" 0"
P5 2'-0" 15'-0" 15'-0" 0"
P6 2'-0" 15'-0" 15'-0" 0"
P7 2'-0" 15'-0" 15'-0" 0"
P8 2'-0" 15'-0" 15'-0" 0"
P9 2'-0" 15'-0" 15'-0" 0"
P10 2'-0" 15'-0" 15'-0" 0"
P11 2'-0" 15'-0" 15'-0" 0"
P12 2'-0" 15'-0" 15'-0" 0"
P13 2'-0" 15'-0" 15'-0" 0"
P14 2'-0" 15'-0" 15'-0" 0"
P17 2'-0" 15'-0" 15'-0" 0"
P19 2'-0" 15'-0" 15'-0" 0"
P20 2'-0" 15'-0" 15'-0" 0"
P21 2'-0" 15'-0" 15'-0" 0"
P22 2'-0" 15'-0" 15'-0" 0"
P23 2'-0" 15'-0" 15'-0" 0"
P24 2'-0" 15'-0" 15'-0" 0"
P25 2'-0" 15'-0" 15'-0" 0"
P26 2'-0" 15'-0" 15'-0" 0"
P27 2'-0" 15'-0" 15'-0" 0"
P28 2'-0" 15'-0" 15'-0" 0"
P29 2'-0" 15'-0" 15'-0" 0"
P30 2'-0" 15'-0" 15'-0" 0"
P31 2'-0" 15'-0" 15'-0" 0"
P32 2'-0" 15'-0" 15'-0" 0"
P33 2'-0" 15'-0" 15'-0" 0"
P34 2'-0" 15'-0" 15'-0" 0"
P35 2'-0" 15'-0" 15'-0" 0"
P36 2'-0" 15'-0" 15'-0" 0"
REINFORCED CONCRETE WALL SCHEDULE
TYPEWALL THICKNESS VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT
BOUNDARY ZONE
REINFORCEMENT
BOUNDARY ZONE
LENGTH, LBZ
RC 8" 8"
RC 10" 10"
RC 12" 12"
GRADE BEAM SCHEDULE
TYPE MARK WIDTH, W DEPTH, D
LONGITUDINAL REINFORCEMENTTRANSVERSE
REINFORCEMENT
TOP BARS BOTTOM BARSTIES
ADDITIONAL
TIEST1 T2 B1 B2
GB-1 3' - 0" 2'-0"
GB-2 2' - 0" 2'-0"
GB-3 3' - 6" 2'-0"
GB-4 4' - 8" 2'-0"
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
S S
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
2
S3.01
10"
12"
8"
8"
8"
10"
8"
8"
8"
10"
8"
12"
10"
10"
10"
TOC: 1001'-3 3/4"
GB
-2
GB
-2
GB-1
P1
P17
GB
-3
C1
C1
GB-1
24" MAT FOUNDATION
BELOW WALLS
8"
S4.00
6
10
S3.10
9
S5.00
2
S3.02
10" 10"
10"
CF
-1
GB-2
8"
S3.10
5
10" THK STRUCTURAL SLAB
10"
P20P21P22 P19 P4 P3
P2
10" THK STRUCTURAL SLAB
SEE S2.00R FOR
REINFORCEMENT PLAN
TOC: 1001'-3 3/4"
TOC: 999'-9 1/2" 10"
CF
-1
7
S0.11
CF
-1
CF
-1
SHORING PILES
UNDER SEPARATE PERMIT
10" THK STRUCTURAL SLAB
SEE S2.00R FOR
REINFORCEMENT PLAN P23
3'-0
"
4'-7
"
P24
P25 P26
P30 P29P31
GB
-3
GB-3
GB-3
GB-2 GB-2GB-2
GB-3
CF
-2
CF
-1
GB-1
10
S5.00
11
S5.00
14
S0.11
P27
P28
P32
P33
GB
-1G
B-1
GB
-2
GB-2
P34
P35
P36
FOUNDATION PLAN LEGEND
INDICATES STEP IN FOOTING PER
INDICATES REINFORCED CONCRETE WALL ABOVE
THICKNESS PER PLAN
FOR TYPICAL REINFORCING INFORMATION
SEE SCHEDULE
1. TOP OF FOOTING GRADE BEAM ELEVATION TO BE 1'-0" BELOW TOP OF SLAB OR FINISHED GRADE, UON.
2. REFER TO S0 SERIES SHEETS FOR GENERAL NOTES AND TYPICAL DETAILS.
3. ALL SETTING OUT DIMENSIONS ARE TO BE READ IN CONJUNCTION AND CONFIRMED WITH ARCHITECTURAL
DRAWINGS.
4. PRIOR TO REQUESTING A BUILDING DEPARMENT FOUNDATION INSPECTION, THE SOILS
ENGINEER/GEOTECHNICAL CONSULTANT SHALL INSPECT AND IMPROVE THE FOUNDATION EXCAVATIONS.
5. EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED BY THE SIZE AND
SHAPE OF THE STRUCTURE. NO MATERIAL IS TO BE EXCAVATED UNNECESSARILY.
6. CURBS AND DEPRESSIONS ARE SHOWN FOR REFERENCE ONLY. SEE ARCH DWGS FOR LOCATIONS,
HEIGHT, AND THICKNESS.
7. SEE ARCH DWGS FOR EDGE OF SLAB LOCATIONS.
8. VERIFY LOCATION OF UNDERGROUND UTILITIES BEFORE EXCAVATIONS. NOTIFY ARCHITECT PRIOR TO
EXCAVATION IN THE EVENT SUCH UTILITIES ARE ENCOUNTERED.
9. FOR DRAINAGE DETAILS, SUMPS, PITS, DAMP PROOFING, TRENCHES, CURBS, EXTERIOR WALKS, UTILITIES,
EQUIPMENT DETAILS, STEPS, ETC., SEE DRAWINGS OTHER THAN STRUCTURAL.
10. SLAB CONSTRUCTION AND CONTROL JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO
PLACING ANY CONCRETE.
11. PROVIDE A 6" CURB AT EXTERIOR TIMBER WALLS. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS.
FOUNDATION PLAN NOTES
INDICATES SHOTCRETE WALL ABOVE
THICKNESS PER PLAN
FOR TYPICAL REINFORCING INFORMATION
SEE SCHEDULE
INDICATES FRICTION PILE PER SCHEDULE
AND DETAIL
P#
8 / S0.11
3 / S0.11
3/16" = 1'-0"
BASEMENT FOUNDATION PLAN1
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
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S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
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t nu
mb
er
revis
ion
sclie
nt
dra
wn b
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da
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f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
BA
SE
ME
NT
FO
UN
DA
TIO
N P
LAN
S2.
00
JR01/0
4/1
9
REINFORCED CONCRETE WALL SCHEDULE
TYPEWALL THICKNESS VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT
BOUNDARY ZONE
REINFORCEMENT
BOUNDARY ZONE
LENGTH, LBZ
RC 8" 8"
RC 10" 10"
RC 12" 12"
GRADE BEAM SCHEDULE
TYPE MARK WIDTH, W DEPTH, D
LONGITUDINAL REINFORCEMENTTRANSVERSE
REINFORCEMENT
TOP BARS BOTTOM BARSTIES
ADDITIONAL
TIEST1 T2 B1 B2
GB-1 3' - 0" 2'-0"
GB-2 2' - 0" 2'-0"
GB-3 3' - 6" 2'-0"
GB-4 4' - 8" 2'-0"
CONTINUOUS FOOTING SCHEDULE
TYPE
MARKWIDTH, W DEPTH, D TOP BARS BOTTOM BARS SIDE BARS TIES
CF-1 3' - 0" 2'-0" -
CF-2 5' - 0" 2'-0" -
STEEL COLUMN SCHEDULE
TYPE MARK COLUMN TYPEBASE PLATE DIMENSIONS ANCHOR RODS TOP CONNECTION
DETAIL
BASE CONNECTION
DETAILB N t MARK EMBED
C1 HSS6X6X1/2
C2 HSS4X4X1/2
C3 HSS4X8X1/2
FRICTION PILE SCHEDULE
TYPE MARK DIALENGTH OF PILE,
LVERTICAL BARS SPIRAL/TIE SIZE
SPIRAL/TIE
SPACING
P1 2'-0" 15'-0"
P2 2'-0" 15'-0"
P3 2'-0" 15'-0"
P4 2'-0" 15'-0"
P5 2'-0" 15'-0"
P6 2'-0" 15'-0"
P7 2'-0" 15'-0"
P8 2'-0" 15'-0"
P9 2'-0" 15'-0"
P10 2'-0" 15'-0"
P11 2'-0" 15'-0"
P12 2'-0" 15'-0"
P13 2'-0" 15'-0"
P14 2'-0" 15'-0"
P17 2'-0" 15'-0"
P19 2'-0" 15'-0"
P20 2'-0" 15'-0"
P21 2'-0" 15'-0"
P22 2'-0" 15'-0"
P23 2'-0" 15'-0"
P24 2'-0" 15'-0"
P25 2'-0" 15'-0"
P26 2'-0" 15'-0"
P27 2'-0" 15'-0"
P28 2'-0" 15'-0"
P29 2'-0" 15'-0"
P30 2'-0" 15'-0"
P31 2'-0" 15'-0"
P32 2'-0" 15'-0"
P33 2'-0" 15'-0"
P34 2'-0" 15'-0"
P35 2'-0" 15'-0"
P36 2'-0" 15'-0"
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
DOES SLAB EXTENDHERE?
DETERMINE IF CONCRETEWALL AT SHORING PILESWILL BE SHOTCRETE
CONFIRM FINISHMATERIAL ANDTHICKNESS. TOP OFCOCNRETE TO BEOFFSET HOW FARBELOW FINISH FLOOR?TYP ALL FLOORS
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
2
S3.01
10"
8" 8" 8"
8" 8"8"
10"
10"
TOC: 1011'-7 3/4"
TOC: 1011'-1 3/4"
C1
C3
C3
C1
C1
10"
8"
10
S3.10
2
S3.02
GB-4
BE
LOW
8"
HSS8X3X1/2
HS
S8X
3X1/
2
HSS6X2X1/8 @ 6" OC
HS
S8X
3X1/
2
HSS8X
3X1/
2
HS
S8X
3X1/
2
HS
S8X
3X1/
2
HS
S8X
3X1/
2HSS6X2X1/8 @ 6" OC HSS6X2X1/8 @ 6" OCHSS6X2X1/8 @ 6" OCHSS6X2X1/8 @ 6" OC
POOL INSERT BY OTHERSUNDER SEPARATE PERMIT
S4.00
8
8"
1012'-1 3/4" 1012'-1 3/4"
GB
-3
TOW: 1015'-5 3/4"
TOW: 1015'-5 3/4"
10" THK STRUCTURAL SLAB SEE S2.01R FOR
REINFORCEMENT PLAN
1011'-1 3/4"
TOC:
10" THK STRUCTURAL SLAB SEE S2.01R FOR
REINFORCMENT PLAN
10" THK STRUCTURAL SLAB SEE S2.01R FOR
REINFORCMENT PLAN
10" THK STRUCTURAL SLAB SEE S2.01R FOR
REINFORCMENT PLAN
FRAMING PLAN LEGEND
INDICATES STUD WALL PER ARCH
INDICATES WALL BELOW
INDICATES REINFORCED CONCRETE WALL ABOVETHICKNESS PER PLANFOR TYPICAL REINFORCING INFORMATIONSEE SCHEDULE
INDICATES STEEL COLUMN TYPEFOR ADDITIONAL INFORMATION REFER TO SCHEDULE
C#
1. TOP OF CONCRETE PER PLAN (TOC).2. TOP OF CONCRETE BEAMS ARE FLUSH AND OCCUR IMMEDIATELY BELOW METAL DECK, UON.3. REFER TO S0 SERIES SHEETS FOR GENERAL NOTES AND TYPICAL DETAILS.4. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE,
AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL.5. GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OF EQUIPMENT SUPPORT BEAMS AND BEAMS
AROUND FLOOR OPENINGS WITH ALL PROJECT REQUIREMENTS.6. EDGE OF SLAB LOCATIONS ARE APPROXIMATE, SEE ARCH DWGS FOR EDGE OF SLAB DIMENSIONS.
FRAMING PLAN NOTES
INDICATES SHOTCRETE WALL ABOVETHICKNESS PER PLANFOR TYPICAL REINFORCING INFORMATIONSEE SCHEDULE
INDICATES STUD/BEARING WALL PERTHICKNESS AND LOCATION PER ARCH
10 / S0.30
INDICATES SLOPED FOUNDATIONUP
INDICATES STEP IN DIAPHRAGM PER
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
MA
IN L
EV
EL
FR
AM
ING
PLA
NS
2.01
JR01/0
4/1
9
3/16" = 1'-0"
MAIN LEVEL FRAMING PLAN1
STEEL COLUMN SCHEDULE
TYPE MARK COLUMN TYPEBASE PLATE DIMENSIONS ANCHOR RODS TOP CONNECTION
DETAILBASE CONNECTION
DETAILB N t MARK EMBED
C1 HSS6X6X1/2
C2 HSS4X4X1/2
C3 HSS4X8X1/2
REINFORCED CONCRETE WALL SCHEDULE
TYPEWALL THICKNESS VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT
BOUNDARY ZONEREINFORCEMENT
BOUNDARY ZONELENGTH, LBZ
RC 8" 8"
RC 10" 10"
RC 12" 12"
GRADE BEAM SCHEDULE
TYPE MARK WIDTH, W DEPTH, D
LONGITUDINAL REINFORCEMENTTRANSVERSE
REINFORCEMENT
TOP BARS BOTTOM BARSTIES
ADDITIONALTIEST1 T2 B1 B2
GB-1 3' - 0" 2'-0"
GB-2 2' - 0" 2'-0"
GB-3 3' - 6" 2'-0"
GB-4 4' - 8" 2'-0"
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
NOTE: WALL BELOWDASHED GRAPHICS TOBE UPDATED
NOTE: WALL BELOWDASHED GRAPHICS TOBE UPDATED
PARTIAL HEIGHT WALLSTO BE CLARIFIED.
CONFIRM IF ANY SLABON GRADE OR WALLSREQUIRED
NOTE: SLAB EXTENDEDTO SUPPORT TRELLISCOLUMN. VERIFY SITE FRAMINGNEEDED.
CONFIRM FINISHMATERIAL ANDTHICKNESS. TOP OFCOCNRETE TO BEOFFSET HOW FARBELOW FINISH FLOOR?TYP ALL FLOORS
CONFIRM WE AREADDING FRAMINGCORRECTLY.
CONFIRM STEP IN SLABLOCATIONS PROVIDEDIMENSION ORBACKGROUND TOMATCH SECTION
THICKNESS TO BEVERIFIED FORPOSSIBLE REDUCTION
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
2
S3.01
10"
TH
K S
TR
UC
TU
RA
L S
LAB
BE
LOW
PE
R S
3.01
TOC: 1011'-7 3/4"
TOC: 1011'-1 3/4"
10
S3.10
2
S3.02
TOC: 1007'-1 3/4"
(5) #5 @ 12T x 6'-0"
NUMBER OF ADDITIONAL BARS
BAR SIZE
BAR SPACING (@ 12 = 12" OC)
BAR LOCATION
BAR LENGTH, SEE DETAILS FOR ADD'L REQUIREMENTS
ADD'L REINFORCING LEGEND:
1. SEE FRAMING PLAN FOR THE TOP OF CONCRETE SLAB ELEVATION AND THICKNESS.2. SLAB TO HAVE A CONTINUOUS MESH OF T&B REINFORCEMENT. SEE TYPICAL DETAILS
FOR REBAR PLACEMENT INFORMATION.3. ADD'L REINFORCEMENT TO BE CENTERED ON COLUMN UON.
4. ADD'L REINFORCEMENT TO BE DISTRIBUTED EVENLY ACROSS EXTENTS AS INDICATED.5. FOR LOCATIONS WHERE REINFORCING AT OPENINGS CANNOT BE EXTENDED BEYOND
EDGE TO PROVIDE REQUIRED TENSION DEVELOPMENT, PROVIDE HOOKED BARS.6. ADD'L REINFORCING TO BE PROVIDED AS FOLLOWS:
REINFORCEMENT PLAN NOTES:
REINFORCEMENT ORIENTATION:
Y
X
T1, B1
T2,
B2
INSIDE LAYER, T1
OUTSIDE LAYER, T2
INSIDE LAYER, B1
OUTSIDE LAYER, B2
PLAN SECTION
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
MA
IN L
EV
EL
RE
INF
OR
CE
ME
NT
PLA
NS
2.01
R
JR01/0
4/1
9
3/16" = 1'-0"
MAIN LEVEL REINFORCEMENT PLAN1
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
IN PROGRESS
VITREO US CHINALAVATO RYLADENAK-2215VITREO US CHINALAVATO RYLADENAK-2215
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
C8X11.5
8"
8"
8"
8" TYP
SW1.5
SW1.4
SW
1.2
SW
1.3
SW
1.1 10" THK STRUCTURAL SLAB
SEE S2.02R FORREINFORCEMENT PLAN
TOC: 1024'-0 1/4"
C2
HDU-8
6x6
HDU-8
6x6
HDU-8
6x6
HDU-8
6x6
HDU-8
6x6
HDU-8
6x6HDU-8
6x6
HDU-8
6x6
C2
HSS8X3X1/2
HSS8X3X1/2
HSS8X3X1/2
HSS4X2X1/8
HS
S8X
3X1/
2
HS
S8X
3X1/
2
HS
S8X
3X1/
2
EQ EQH
SS
8X3X
1/2
10
S3.10
10"
10"
1
S5.00
5
S5.00
6
S5.00
2
S5.00
3
S5.00
2
S3.02
HSS8X3X1/2
HSS8X3X1/2
HS
S8X
3X1/
2
HSS8X3X1/2
HSS8X3X1/2
HSS6X2X1/8 @ 6" OC
HSS6X2X1/8 @ 6" OC
HSS4X2X1/8 @ 6" OCHSS4X2X1/8 @ 6" OCHSS4X2X1/8 @ 6" OC
HSS4X2X1/8 @ 6" OC
HSS4X2X1/8 @ 6" OC
10" THK STRUCTURAL SLABSEE S2.02R FOR
REINFORCEMENT PLAN
TOC: 1024'-0 1/4"
10" THK STRUCTURAL SLABSEE S2.02R FOR
REINFORCEMENT PLAN
RA
MP
UP
TOW: 1024'-0 1/4"
10" THK STRUCTURAL SLAB AT BASE OF WALL
OPEN TO BELOW
8" THK STRUCTURAL SLABSEE S2.02R FOR
REINFORCEMENT PLAN
TOC: 1023'-10 1/4"
S3.10
7
TOC: 1024'-0 1/4"
8" THK STRUCTURAL SLABSEE S2.02R FOR
REINFORCEMENT PLAN
10"
C2
SW
1.6
SW1.7C2
SW1.1
INDICATES WOOD SHEAR WALL EXTENTS, ABOVELENGTH SHOWN IN SCHEDULE INDICATES APPROXIMATE LENGTH OF SHEAR WALL, ACTUAL LENGTH MAY DEVIATE +/- 6".
INDICATES WOOD SHEAR WALL ID, AT SIDE TO BE NAILEDREFER TO "SHEAR WALL SCHEDULE" FOR ADDITIONAL INFORMATION• FOR SHEAR WALL CONSTRUCTION PER "SHEAR WALL TYPE"
REFER TO
INDICATES LOCATION OF POST AND HOLDOWN, • POST SIZE PER PLAN• HOLDOWN TYPE PER PLAN• ADDITIONAL HOLDOWN, ANCHOR ROD, AND EMBED
INFORMATION PER "HOLDOWN SCHEDULE" AND DETAIL
HDU86x6
HDU86x6
11 / S0.31
4 / S0.31
FRAMING PLAN LEGEND
INDICATES STUD WALL PER ARCH SEE
INDICATES WALL BELOW
INDICATES REINFORCED CONCRETE WALL ABOVETHICKNESS PER PLANFOR TYPICAL REINFORCING INFORMATIONSEE SCHEDULE
INDICATES STEEL COLUMN TYPEFOR ADDITIONAL INFORMATION REFER TO SCHEDULE
C#
1. TOP OF CONCRETE PER PLAN (TOC).2. TOP OF CONCRETE BEAMS ARE FLUSH AND OCCUR IMMEDIATELY BELOW METAL DECK, UON.3. REFER TO S0 SERIES SHEETS FOR GENERAL NOTES AND TYPICAL DETAILS.4. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE,
AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL.5. GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OF EQUIPMENT SUPPORT BEAMS AND BEAMS
AROUND FLOOR OPENINGS WITH ALL PROJECT REQUIREMENTS.6. EDGE OF SLAB LOCATIONS ARE APPROXIMATE, SEE ARCH DWGS FOR EDGE OF SLAB DIMENSIONS.
FRAMING PLAN NOTES
10 / S0.30
INDICATES SLOPED FOUNDATIONUP
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
UP
PE
R L
EV
EL
FR
AM
ING
PLA
NS
2.02
JR01/0
4/1
9
3/16" = 1'-0"
UPPER LEVEL FRAMING PLAN1
WOOD SHEAR WALL SCHEDULE
WALL ID SHEAR WALL TYPE LENGTH WIDTH
SW1.1 8'-0" 5 1/2"
SW1.2 7'-0" 5 1/2"
SW1.3 11'-0" 5 1/2"
SW1.4 23'-0" 5 1/2"
SW1.5 24'-0" 5 1/2"
SW1.6 3'-6" 5 1/2"
SW1.7 26'-0" 5 1/2"
HOLDOWN SCHEDULE
TYPE MIN POST SIZE, t FOUNDATION EMBED, e SLAB EMBED, e1ANCHOR ROD
DIAMETERWOOD
FASTENER
HDU-8 5 1/2" 0"
STEEL COLUMN SCHEDULE
TYPE MARK COLUMN TYPEBASE PLATE DIMENSIONS ANCHOR RODS TOP CONNECTION
DETAILBASE CONNECTION
DETAILB N t MARK EMBED
C1 HSS6X6X1/2
C2 HSS4X4X1/2
C3 HSS4X8X1/2
REINFORCED CONCRETE WALL SCHEDULE
TYPEWALL THICKNESS VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT
BOUNDARY ZONEREINFORCEMENT
BOUNDARY ZONELENGTH, LBZ
RC 8" 8"
RC 10" 10"
RC 12" 12"
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
CONFIRM STEP IN SLABLOCATIONS PROVIDEDIMENSION ORBACKGROUND TOMATCH SECTION
CONFIRM IFSTRUCTURAL SLABSHOULD SLOPE, ORTOPPING SLOPE ONLY
PLEASE VERIFY THISASSUMPTION BASEDON SECTIONS
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
10" THK STRUCTURAL SLABSEE S2.02R FOR
REINFORCEMENT PLAN
TOC: 1024'-0 1/4"
10
S3.10
1
S5.00
5
S5.00
6
S5.00
2
S5.00
3
S5.00
2
S3.02
(5) #5 @ 12T x 6'-0"
NUMBER OF ADDITIONAL BARS
BAR SIZE
BAR SPACING (@ 12 = 12" OC)
BAR LOCATION
BAR LENGTH, SEE DETAILS FOR ADD'L REQUIREMENTS
ADD'L REINFORCING LEGEND:
1. SEE FRAMING PLAN FOR THE TOP OF CONCRETE SLAB ELEVATION AND THICKNESS.2. SLAB TO HAVE A CONTINUOUS MESH OF T&B REINFORCEMENT. SEE TYPICAL DETAILS
FOR REBAR PLACEMENT INFORMATION.3. ADD'L REINFORCEMENT TO BE CENTERED ON COLUMN UON.
4. ADD'L REINFORCEMENT TO BE DISTRIBUTED EVENLY ACROSS EXTENTS AS INDICATED.5. FOR LOCATIONS WHERE REINFORCING AT OPENINGS CANNOT BE EXTENDED BEYOND
EDGE TO PROVIDE REQUIRED TENSION DEVELOPMENT, PROVIDE HOOKED BARS.6. ADD'L REINFORCING TO BE PROVIDED AS FOLLOWS:
REINFORCEMENT PLAN NOTES:
REINFORCEMENT ORIENTATION:
Y
X
T1, B1
T2,
B2
INSIDE LAYER, T1
OUTSIDE LAYER, T2
INSIDE LAYER, B1
OUTSIDE LAYER, B2
PLAN SECTION
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
UP
PE
R L
EV
EL
RE
INF
OR
CE
ME
NT
PLA
NS
2.02
R
JR01/0
4/1
9
3/16" = 1'-0"
UPPER LEVEL REINFORCEMENT PLAN1
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
IN PROGRESS
S1X6
S1X6
S1X6
S1X6
S1X6
S1X6 S1X6S1X6
S1X6
S1X6
2
3
A
1
BCDEFGHI
4
5
6
7
2
S3.00
1
S3.02
1
S3.00
1
S3.01
HS
S4X
4X1/
2
HS
S4X
4X1/
2
HS
S4X
4X1/
2
HS
S8X
3X1/
2
HSS4X2X1/8
W8X21
W8X
21
W8X
21
W8X
21
PSL3.5X11.875
W8X
21[+
0'-5
"]
4X12
4X12
HS
S4X
4X1/
2
W8X21
2
S3.02
D1
TOD: 1034'-4 3/4"
D1TOD: 1032'-10 11/16"
J1 J1 J1
J1
HSS4X2X1/8 @ 6" OC HSS4X2X1/8 @ 6" OC HSS4X2X1/8 @ 6" OC
HSS4X2X1/8 @ 6" OC
HS
S4X
4X1/
2
HSS4X2X1/8
HSS4X2X1/8 @ 6" OCHSS4X2X1/8 @ 6" OC
S5.00
8
7
S5.00
4
S5.00
J2
W8X35
WALL STEPSWALL STEPS
TOW: 1032'-9 7/32"
PSL3.5X11.875
W8X21 W8X21
4X12
W8X35
W8X
35
J1 J1
4X12 4X12
4X12
FRAMING PLAN LEGEND
INDICATES WALL BELOW
1. TOP OF FRAMING PER PLAN (TOFR). SHEATHING ABOVE TOP OF FRAMING.2. REFER TO STEEL BEAM LEGEND FOR NAILER CONDITION. TOP OF FRAMING INCLUDES
NAILER THICKNESS.3. REFER TO S0 SERIES SHEETS FOR GENERAL NOTES AND TYPICAL DETAILS.4. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO
NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER
THAN STRUCTURAL.5. GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OF EQUIPMENT SUPPORT
BEAMS AND BEAMS AROUND FLOOR OPENINGS WITH ALL PROJECT REQUIREMENTS.6. EDGE OF SLAB LOCATIONS ARE APPROXIMATE, SEE ARCH DWGS FOR EDGE OF SLAB
DIMENSIONS.
FRAMING PLAN NOTES
INDICATES STEP IN DIAPHRAGM PER
J1 INDICATES JOIST TYPE PER SCHEDULEEXTENT PER PLANFOR HANGER INFORMATION SEE
INDICATES DIAPHRAGM TYPE, FOR ADDITIONAL INFORMATION REFER TO
D#
INDICATES STRAP PER SCHEDULE
INDICATES TOTAL STRAP LENGTH (FT)
W18x40
SIZE
INDICATES STEEL CANTILEVER, NON-MOMENT FRAME CONNECTION
STEEL BEAM LEGEND
[-1 1/2"]
DEVIATION OF TOS FROM TOFR
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
RO
OF
FR
AM
ING
PLA
NS
2.03
JR01/0
4/1
9
3/16" = 1'-0"
ROOF LEVEL FRAMING PLAN1
JOIST SCHEDULE
TYPE MARKSIZE ANDSPACING
HANGER(TYPICAL)
HANGER(SKEWED)
NOTES
J1 2X12 @ 16" OC
J2 2X10 @ 16" OC
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
IS WALL INTENDED TOSTOP AT LOW ROOF,OR CAN WALLCONTINUE TO HIGH?
IF WALL STOPS LOW,WE WILL USE KINGPOSTS TO SUPPORTHIGH ROOF.
TRELLIS FRAMING TOEXTEND BACK TOSTEEL FRAMINGBEYOND ROLER SHADE
DBL JOISTS SHAPED TOFIT THINNER ROOF
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
ROOF LEVEL T.O.D.1034'-4 3/4"
2 3
BASEMENT T.O.C.1001'-3 3/4"
1 4 5 6 7
T.O.F.989'-3 3/4"
APPROX LINE OF
BEDROCK PER SOILS
REPORT
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
ROOF LEVEL T.O.D.1034'-4 3/4"
2 3
BASEMENT T.O.C.1001'-3 3/4"
1 4 5 6 7
T.O.F.989'-3 3/4"
APPROX LINE OF
BEDROCK PER SOILS
REPORT
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
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0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
BU
ILD
ING
SE
CT
ION
SS
3.00
Aut
hor
01/0
4/1
9
1/8" = 1'-0"
BUILDING SECTION1 1/8" = 1'-0"
BUILDING SECTION2
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
DOUBLE JOISTS TOFRAME EDGE OF ROOF
TRELLIS FRAMING WILLBE DESIGNED TOMATCH ARCHBACKGROUNDS,VERIFY BACKGROUNDSIZE AND SPACING ISINTENT OR, IF UPDATESARE REQUIRED
WALL TO EXTEND TOLOWER SLAB.VERIFY TROUGH ANDSLAB FRAMING IS OKTO PROCEED WITHCALCULATIONS
NOTE: ALL PILES INPROGRESS.EMBEDMENT TO BECHECKED FORLOADING AND H/3SETBACK
SOLDIER PILE WALLPER SOILS REPORT. CONFIRM FINISHGRADE/ EXISTING WALLIN FRONT TO REMAIN.WILL YOU BEMODELING THESE FORUS TO REFRENCE?
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
ROOF LEVEL T.O.D.1034'-4 3/4"
A
BASEMENT T.O.C.1001'-3 3/4"
BCDEFGHI
APPROX LINE OF
BEDROCK PER SOILS
REPORT
MAIN LEVEL T.O.C.1012'-1 3/4"
A
BASEMENT T.O.C.1001'-3 3/4"
BCDEFGHI
T.O.F.989'-3 3/4"
TOC: 1007'-1 3/4"
APPROX LINE OF
BEDROCK PER SOILS
REPORT
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
BU
ILD
ING
SE
CT
ION
SS
3.01
Aut
hor
01/0
4/1
9
1/8" = 1'-0"
BUILDING SECTION1
1/8" = 1'-0"
BUILDING SECTION2
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
NOTE: RHINO MODELLINKED IN PINK FORADDITIONALREFERENCE. WHERE RHINO ANDCAD CONFLICT, RHINOIS TURNED OFF ANDCAD IS FOLLOWED.
WE REMOVED WALLSHERE AS IT SEEMSTHEY ARE NOT NEEDEDTO RETAIN ANYTHING?SLAB ABOVE SPANSBETWEEN PILES
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
ROOF LEVEL T.O.D.1034'-4 3/4"
2 3
BASEMENT T.O.C.1001'-3 3/4"
1 4 5 6 7
T.O.F.989'-3 3/4"
APPROX LINE OF
BEDROCK PER SOILS
REPORT
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
ROOF LEVEL T.O.D.1034'-4 3/4"
2 3
BASEMENT T.O.C.1001'-3 3/4"
1 4 5 6 7
T.O.F.989'-3 3/4"
APPROX LINE OF
BEDROCK PER SOILS
REPORT
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
BU
ILD
ING
SE
CT
ION
SS
3.02
Aut
hor
01/0
4/1
9
1/8" = 1'-0"
BUILDING SECTION1 1/8" = 1'-0"
BUILDING SECTION2
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
2
EF
10
S3.10
3
DE
4
14
S3.10
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
BASEMENT T.O.C.1001'-3 3/4"
EF
6
S5.00
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
3
BASEMENT T.O.C.1001'-3 3/4"
4
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
ST
AIR
PLA
NS
AN
D D
ET
AIL
SS
3.10
Aut
hor
01/0
4/1
9
1/4" = 1'-0"
ENLARGED STAIR PLAN AT BASEMENT LEVEL5
1/4" = 1'-0"
ENLARGED STAIR PLAN AT UPPER LEVEL7
1/4" = 1'-0"
STAIR SECTION10 1/4" = 1'-0"
STAIR SECTION14
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
IN PROGRESS
EFGHI
5
6
AROUND POOL
10" TYP
12
S4.00
10" THK STRUCTURAL SLABW/ #5 @ 12" OC EA WAY
TOP AND BOTTOM
16
S4.00
14
S4.00
EFGHI
5
6
12
S4.00
16
S4.00
14
S4.00
TOW: 1012'-1 3/4"
TOW: 1012'-1 3/4"
TOW: 1012'-1 3/4"
10" THK STRUCTURAL SLABSEE MAIN BUILDING PLANS
MAIN LEVEL T.O.C.1012'-1 3/4"
BASEMENT T.O.C.1001'-3 3/4"
5 6
T.O.F.989'-3 3/4"
MAIN LEVEL T.O.C.1012'-1 3/4"
BASEMENT T.O.C.1001'-3 3/4"
5 6
MAIN LEVEL T.O.C.1012'-1 3/4"
BASEMENT T.O.C.1001'-3 3/4"
EFGHI
TH
OM
AS
CA
LU
S
16
20
SU
MM
ITR
IDG
E D
RIV
E,
BE
VE
RL
Y H
ILL
S, C
A 9
02
10
SU
D
da
tesh
ee
t title
sh
ee
t nu
mb
er
revis
ion
sclie
nt
dra
wn b
y
da
te
f:e
:31
0. 4
24.5
230
p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
ange
les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
PO
OL
PLA
NS
AN
D S
EC
TIO
NS
S4.
00
Aut
hor
01/0
4/1
9
1/4" = 1'-0"
POOL PLAN AT BASEMENT LEVEL6
1/4" = 1'-0"
POOL PLAN AT MAIN LEVEL8 1/4" = 1'-0"
POOL SECTION16 1/4" = 1'-0"
POOL SECTION12
1/4" = 1'-0"
POOL SECTION14
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
IN PROGRESS. TO REVIEW FRAMING LOCATION
AND REQUIREMENTS AROUND POOL.
SH-IO
SH-IO1
SH-IO2
SH-IO3
SHORING - STRUCTURAL TESTS, INSPECTIONS, & OBSERVATIONS
SEE SO SERIES SECTION IO FOR ADDITIONAL STRUCTURAL TEST, INSPECTIONS, & OBSERVATION NOTES.
MONITOR THE LATERAL MOVEMENT OF SOLDIER PILE TO THE NEAREST 0.01 FOOT. THE MOVEMENT SHALL BE OBSERVED WEEKLY AT THE TOP OF THE SOLDIER PILE UNLESS OTHERWISE DIRECTED. SUBMIT THE RESULTS TO THE
SHORING ENGINEER WITHIN 24 HOURS OF THE READINGS.
THE SHORING DESIGN ENGINEER SHALL MAKE PERIODIC INSPECTIONS OF THE JOB SITE FOR THE PURPOSE OF OBSERVING THE INSTALLATION OF SHORING SYSTEM AND MONITORING OF SURVEY.
SH
SH-1
SH-2
SH-3
SH-4
SH-5
SH-6
SH-7
SH-8
SH-9
SHORING - RETAINING WALL GENERAL NOTES
REFER TO GENERAL NOTES ON S0.00 AND S0.01 WHICH APPLY TO SHORING, UON.
THE WORK INCLUDES THE CONSTRUCTION OF SOLDIER PILES AND LAGGING.
THE SHORING SYSTEM IS DESIGNED FOR ENVELOPE CONDITION OF TEMPORARY AND PERMANENT CONSTRUCTION
LOADING. THE SHORING PILES WILL BE INTEGRATED INTO THE PERMANENT RETAINING WALL.
EXCAVATION SHALL BE CONDUCTED IN SUCH A MANNER AS TO PREVENT CAVING OF BANKS AND LOSS OF GROUND, EXCAVATION SHALL BE DONE IN STEPS, BEING COORDINATED WITH THE INSTALLATION OF THE LAGGING AS OUTLINED UNDER PROCEDURES.
THE DESIGN IS BASED ON ANTICIPATED SOIL CONDITIONS ON THE BASIS OF THE BORINGS AND SOIL REPORT PREPARED BY IRVINE GEOTECHNICAL. IF THE ACTUAL FIELD CONDITIONS VARY FROM THE ASSUMED CONDITIONS, ADJUSTMENTS WILL BE MADE AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER AND THE SHORING ENGINEER.
THE CONTRACTOR SHALL TAKE PRECAUTIONS DURING THE EXCAVATION TO MINIMIZE OVERBREAK OF EXISTING ROCK.
THE CONTRACTOR SHALL COMPLY WITH ALL CONSTRUCTION SAFETY ORDERS AND TRENCH CONSTRUCTION SAFETY ORDERS OF THE STATE OF CALIFORNIA AND FEDERAL LAWS.
THE CONTRACTOR SHALL COMPLY WITH REQUIREMENTS REGARDING THE INSPECTION, PROTECTION AND REPAIR OF UNDERGROUND UTILITIES.
BACKFILL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND THE GEOTECHNICAL REPORT.
SH-CC
SH-CC1
SH-CC2
SH-CC3
SH-CC4
SHORING - CAST IN PLACE CONCRETE
SEE S0 SERIES SECTION CC FOR ADDITIONAL CAST IN PLACE CONCRETE NOTES.
ALL CONCRETE FOR SHORING SHALL BE STRUCTURAL CONCRETE UNLESS OTHERWISE NOTED. STRUCTURAL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, SHALL CONTAIN A MINIMUM OF SIX SACKS OF CEMENT PER CUBIC YARD, AND SHALL DEVELOP A MINIMUM 7-DAY COMPRESSIVE STRENGTH OF 4,000 PSI UN0.
LEAN CONCRETE FILL SHALL PROVIDE STABLE SUPPORT TO THE GROUND. LEAN CONCRETE FILL SHALL CONTAIN A MINIMUM OF 1-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE.
THE CONCRETE IN SHORING CAISSONS SHALL BE PLACED THROUGH A RIGID TREMIE OR PUMP PIPE LOCATED WITHIN ONE FOOT OF THE BOTTOM OF THE CAISSON AT THE BEGINNING OF CONCRETING AND MAINTAINED A MINIMUM OF 5 FEET AND A MAXIMUM OF 10 FEET BELOW THE SURFACE OF THE CONCRETE THEREAFTER.
SH-L
SH-L1
SH-L2
SHORING - LAGGING
WHERE SPECIFIED, WOOD LAGGING SHALL BE USED. WOOD LAGGING SHALL BE ROUGH DOUGLAS FIR (COAST REGION) CONST., GRADED, INSPECTED AND APPROVED BY THE WEST COAST LUMBER INSPECTION BUREAU OR THE WESTERN WOOD PRODUCTS ASSOCIATION. LUMBER SHALL BE PRESSURE TREATED WITH ALKALINE COPPER QUAT (ACQ), AMMONIACAL COPPER ZINC ARSENATE (ACZA), OR AMMONIACAL COPPER ARSENATE (ACA) IN ACCORDANCE WITH THE "STANDARD FOR PRESERVATIVE TREATMENT BY PRESSURE PROCESSES - ALL TIMBER PRODUCTS" OF THE
AMERICAN WOOD PRESERVERS BUREAU. MINIMUM RETENTION SHALL BE 0.4 POUNDS PER CUBIC FOOT OR REFUSAL. FIELD CUT SURFACES SHALL BE TREATED WITH ACQ, ACZA, OR ACA SOLUTION. WOOD COMPONENTS SHALL NOT BE USED FOR PERMANENT SHORING LASTING MORE THAN 2YRS.
WOOD COMPONENTS OF THE TEMPORARY SHORING THAT MAY AFFECT THE PERFORMANCE OF THE PERMANENT STRUCTURE SHALL BE REMOVED AFTER SHORING IS NO LONGER REQUIRED.
SH-U
SH-U1
SH-U2
SH-U3
SH-U4
SH-U5
SH-U6
SH-U7
SHORING - SUBMITTALS
IN ADDITION TO SUBMITTALS SPECIFIED IN THE PROJECT GENERAL NOTES, PROVIDE THE FOLLOWING SHOP DRAWINGS FOR ALL STRUCTURAL STEEL, REINFORCING STEEL, AND THREADBAR INDICATING THE ASTM MATERIAL DESIGNATIONS, BAR SIZES, DIMENSIONS, LENGTHS, HARDWARE, AND BEND ARRANGEMENT.
CERTIFICATES OF TREATMENT FOR TIMBER LAGGING.
DRAINAGE AND DEWATERING SYSTEMS, INCLUDING MATERIAL AND LAYOUT.
MONITORING RESULTS FOR SOLDIER BEAMS AND ADJACENT IMPROVEMENTS.
FOR THREADED BARS, STRAPS AND ANCHOR HARDWARE, CERTIFIED MILL TEST REPORTS SATING THAT THE STEEL MEETS OR EXCEEDS THE SPECIFIED REQUIREMENTS AND SHALL INCLUDE THE FOLLOWING INFORMATION:A. IDENTIFICATION AND/OR HEAT NUMBERB. STANDARD CHEMICAL ANALYSIS FOR HEAT OF STEELC. GUARANTEED ULTIMATE TENSILE STRENGTHD. YIELD STRENGTHE. ELONGATION AT FAILUREF. MODULUS OF ELASTICITYG. TIME-DEPENDENT CREEP AND LOAD RELAXATION PROPERTIES (FOR THREADBARS)H. LOAD-STRAIN CURVES (FOR THREADBARS & STRAND)
TEST DATA CERTIFIED THAT ANCHORAGE DEVICES AND THREADBAR COUPLERS HAVE SUITABLE PHYSICAL PROPERTIES TO FULLY DEVELOP THE MINIMUM GUARANTEED ULTIMATE TENSILE STRENGTH OF THE THREADBARS.
STRESSING DATA SHEETS FOR TIEBACKS.
SH-SS
SH-SS1
SHORING - STRUCTURAL STEEL
SEE S0 SERIES SECTION SS FOR STRUCTURAL STEEL NOTES.
SH-A
SH-A1
SH-A2
SH-A3
SH-A4
SH-A5
SH-A6
SH-A7
SH-A8
SHORING - ADJACENT EXITING BUILDING INFORMATION SURVEY AND MONITORING
THE CONTRACTOR SHALL COMPLETE A WRITTEN AND HIGH-QUALITY PHOTOGRAPHIC OR VIDEO LOG OF ALL EXISTING STRUCTURES WITHIN 100 FEET OR THREE TIMES THE DEPTH OF EXCAVATION, PRIOR TO CONSTRUCTION. A LICENSED SURVEYOR SHALL DOCUMENT ALL EXISTING SUBSTANTIAL CRACKS IN ADJACENT EXISTING STRUCTURES.
CONTRACTOR SHALL DOCUMENT EXISTING CONDITION OF WALL CRACKS ADJACENT TO SHORING WALLS PRIOR TO START OF CONSTRUCTION.
CONTRACTOR SHALL MONITOR EXISTING WALLS FOR MOVEMENT OR CRACKING THAT MAY RESULT FROM ADJACENT
SHORING ON A DAILY BASIS DURING EXCAVATION AND ON A WEEKLY BASIS DURING REMAINDER OF CONSTRUCTION. THE SURVEY SHOULD INCLUDE:A. A SURVEY OF REFERENCE POINTS ON ADJACENT EXISTING BUILDING STRUCTURES FOR USE IN A FUTURE
COMPARISON.B. A SURVEY OF EXISTING CONDITIONS OF THE ADJACENT EXISTING BUILDING STRUCTURES FOR USE IN A FUTURE
COMPARISON. THIS SURVEY COULD INCLUDE A DETAILED EXTERIOR/INTERIOR SURVEY OF EXISTING CRACK WIDTHS IN STRUCTURAL/NON-STRUCTURAL ELEMENTS.
C. A SURVEY OF LOCATION, SIZE, AND BOTTOM OF EXISTING ADJACENT PROPERTY FOUNDATIONS SHALL BE PERFORMED IN ORDER TO VERIFY SHORING DESIGN CRITERIA AND MITIGATE DAMAGE TO EXISTING FOUNDATIONS DUE TO DRILLING OPERATIONS
IF EXCESSIVE MOVEMENT OR VISIBLE CRACKING OCCURS, CONTRACTOR SHALL STOP WORK AND SHORE/REINFORCE EXCAVATION AND CONTACT SHORING DESIGN ENGINEER AND THE BUILDING OFFICIAL.
MONITORING SHALL BE PERFORMED BY A LICENSED SURVEYOR AND SHALL CONSIST OF VERTICAL AND LATERAL MOVEMENT OF THE EXISTING STRUCTURES. PRIOR TO STARTING SHORING INSTALLATION, A PRE-CONSTRUCTION MEETING SHALL TAKE PLACE BETWEEN THE CONTRACTOR, SHORING DESIGN ENGINEER, SURVEYOR, GEOTECHNICAL ENGINEER, AND THE BUILDING OFFICIAL TO IDENTIFY MONITORING LOCATIONS ON EXISTING BUILDINGS.
IF IN THE OPINION OF THE BUILDING OFFICIAL OR SHORING DESIGN ENGINEER, MONITORING DATA INDICATE EXCESSIVE MOVEMENT OR OTHER DISTRESS, ALL EXCAVATION SHALL CEASE UNTIL THE GEOTECHNICAL ENGINEER AND SHORING DESIGN ENGINEER INVESTIGATES THE SITUATION AND MAKES RECOMMENDATIONS FOR REMEDIATION OR CONTINUING.
ALL READING AND MEASUREMENTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL, SHORING DESIGN ENGINEER, AND GEOTECHNICAL ENGINEER.
THE OWNER SHALL CONTACT ADJACENT PROPERTIES OWNERS TO FORMALIZE THE SURVEY REQUIREMENTS AND DECIDE ON ACCEPTABLE SETTLEMENT AND OTHER PERFORMANCE CRITERIA.
SH-M
SH-M1
SH-M2
SH-M3
SHORING - GROUND MONITORING, SOLDIER PILE MONITORING, AND SURVEY
TO ALLOW OUR MITIGATION MEASURES TO BE IMPLEMENTED PROMPTLY IF EXCESSIVE WALL DEFLECTION SHOULD OCCUR, AND OBSERVATION AND MONITORING PROGRAM SHALL BE PERFORMED. THIS MONITORING PROGRAM SHOULD INCLUDE THE ELEMENTS LISTED BELOW. THE CONTRACTOR SHOULD TAKE ANY ADDITIONAL MEASURES HE DEEMS APPROPRIATE TO OBTAIN SPECIFIC INFORMATION OR PROTECTION NECESSARY FOR HIS/HER WORK. A. A CAREFUL AND EXTENSIVE SURVEY OF PRE-CONSTRUCTION CONDITIONS BEHIND THE SHORING.
B. A COMPLETE AND ACCURATE RECORD OF ALL SHORING LOCATIONS, DEPTHS, CONCRETE STRENGTHS, QUALITY OF CONCRETE PER PILE, SHALL BE MAINTAINED BY THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER. THE SHORING DESIGN ENGINEER SHALL BE NOTIFIED OF ANY UNUSUAL CONDITIONS ENCOUNTERED DURING INSTALLATION.
C. MONITORING POINTS SHOULD BE ESTABLISHED AT THE TOP AND AT THE ANCHOR HEADS OF EACH SHORING PILE AND AT INTERMEDIATE INTERVALS AS CONSIDERED APPROPRIATE BY THE GEOTECHNICAL ENGINEER. ALLOW FOR CONSIDERATION OF USING DIGITAL INCLINOMETERS IN COMBINATION WITH OPTICAL SURVEY.
D. REFERENCE POINTS SHOULD BE ESTABLISHED ALONG THE TOP OF ALL SHORING PILES.E. THE ELEVATIONS AND LOCATIONS OF ALL REFERENCE POINTS AND BENCH MARKS SHOULD BE TIED TO A
PERMANENT SURVEY POINT AT A DISTANCE OF AT LEAST 200 FEET FROM THE SHORING. REFERENCE POINTS SHOULD ALSO BE ESTABLISHED ON NEARLY EXISTING BUILDING AND AT OTHER LOCATIONS WITHIN 50 FEET OF THE SHORING.
F. THE LOCATIONS OF THE REFERENCE POINTS SHOULD BE SELECTED BY THE STRUCTURAL ENGINEER IN CONSULTATION WITH THE GEOTECHNICAL ENGINEER & THE CONTRACTOR. THE CONTRACTOR SHOULD PROTECT ALL THE PREFERENCE POINTS.
G. BASELINE SURVEY OF ALL REFERENCE POINTS PRIOR TO THE COMMENCEMENT OF EARTHWORK, AND DAILY SURVEY AT THE BEGINNING OF EXCAVATION FOLLOWED BY LESS FREQUENT SURVEY TOWARDS THE END OF EARTHWORK. AT LEAST TWO ELECTRONIC INCLINOMETERS SHOULD BE INSTALLED ON EACH OF THE FOUR SIDES OF THE EXCAVATION. EACH INCLINOMETER CASING MUST EXTEND AT LEAST 20 FEET BELOW THE DEEPEST EXCAVATION LEVEL. SENSORS FOR THE INCLINOMETERS SHOULD BE SPACED NO MORE THAN 4 FEET APART AND PROVISIONS SHOULD BE MADE FOR CONTINUOUS AND AUTOMATIC READING AND REMOTE DOWNLOADING OF INCLINOMETER DATA.
H. INTERMITTENT OBSERVATION BY THE GEOTECHNICAL ENGINEER OF OTHER GEOTECHNICAL ASPECTS OF THE WORK FOR CORRELATION WITH MEASURED DEFLECTION DATA.
THE OWNER SHALL HIRE A LICENSED SURVEYOR TOA. ESTABLISH CONTROL POINTS OUTSIDE OF THE INFLUENCE ZONE OF THE SHORING SYSTEM AND OBTAIN INITIAL
LINE AND GRADE READINGS PRIOR TO EXCAVATION FROM THE CONTROL POINTS IN ORDER TO ENSURE THE ACCURACY OF THE MONITORING READINGS.
B. MONITOR AND DOCUMENT VERTICAL AND LATERAL MOVEMENTS OF THE SHORING PILES ON A WEEKLY BASIS,
UNTIL THE PERMANENT LATERAL SUPPORT SYSTEM HAS OBTAINED DESIGN STRENGTH OR ENGINEER OF RECORD HAS CONFIRMED THE ABILITY OF THE PERMANENT STRUCTURE TO SUPPORT HE EARTH LOADS.
C. MONITORING READING SHALL BE SUBMITTED TO SHORING DESIGN ENGINEER, ENGINEER IN RESPONSIBLE CHANGE, AND CONTRACTOR WITHIN 3 WORKING DAYS AFTER THEY ARE CONDUCTED. MONITORING READINGS SHALL BE ACCURATE TO WITHIN 0.01 FEET. RESULTS ARE TO BE SUBMITTED IN TABULAR FORM SHOWING AT LEAST THE INITIAL DATE OF MONITORING AND READING, CURRENT MONITORING DATE AND READING AND DIFFERENCE BETWEEN THE TWO READINGS.
UNLESS OTHERWISE NOTED, IF THE VERTICAL OR LATERAL MOVEMENT OF THE SHORING PILES EXCEEDS THE LIMITS LISTED BELOW, AT ANY LOCATION, GEOTECHNICAL ENGINEER AND SHORING ENGINEER SHALL BE NOTIFIED. THE GEOTECHNICAL AND SHORING ENGINEER SHALL EVALUATE SUCH MOVEMENTS.A. IF THE TOTAL CUMULATIVE HORIZONTAL OR VERTICAL MOVEMENT (FROM START OF CONSTRUCTION) OF THE
EXISTING BUILDINGS REACH 1/2" OR SHORING PILES REACHES 1" ALL EXCAVATION ACTIVITIES SHALL BE SUSPENDED. THE GEOTECHNICAL AND SHORING DESIGN ENGINEER SHALL DETERMINE THE CAUSE OF MOVEMENT, IF ANY, AND RECOMMEND CORRECTIVE MEASURES, IF NECESSARY, BEFORE EXCAVATION
CONTINUES.B. IF THE TOTAL CUMULATIVE HORIZONTAL OR VERTICAL MOVEMENT (FROM START OF CONSTRUCTION) OF THE
EXISTING BUILDINGS REACHES 3/4" OR SHORING PILES REACHES 1 1/2" ALL EXCAVATION ACTIVITIES SHALL BE SUSPENDED UNTIL THE CAUSE, IF ANY, CAN BE DETERMINED.
SH-I
SH-I1
SH-I2
SH-I3
SH-I4
SH-I5
SH-I6
SHORING - PROCEDURES FOR SOLDIER PILE INSTALLATION
INSTALLATION OF SOLDIER PILES SHOULD BE PERFORMED UNDER THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER & SHORING ENGINEER IF THE SOLDIER PILES ARE TO BE PART OF THE PERMANENT CONSTRUCTION, OTHERWISE INTERMITTENT OBSERVATION WILL SUFFICE. IN ALL CASES, THE SPECIAL INSPECTOR SHOULD BE PRESENT FOR THE PLACEMENT OF SOLDIER PILES AND CONCRETE.
THE SOLDIER PILES SHALL BE PLACED WITHIN SPECIFIED TOLERANCES IN THE DRILLED HOLE AND BRACED AGAINST DISPLACEMENT DURING GROUTING. FILL SHAFTS WITH CONCRETE UP TO TOP OF FOOTING ELEVATION, REST OF THE SHAFT CAN GENERALLY BE FILLED WITH LEAN CONCRETE. EXCAVATION FOR LAGGING SHALL NOT BE STARTED UNTIL CONCRETE HAS ACHIEVED SUFFICIENT STRENGTH FOR ALL ANTICIPATED LOADS AS DETERMINED BY THE SHORING DESIGN ENGINEER.
WHERE BOULDERS AND/OR COBBLES HAVE BEEN IDENTIFIED IN THE GEOTECHNICAL REPORTS, CONTRACTOR SHALL BE PREPARED TO ADDRESS BOULDERS AND/OR COBBLE THAT MAY BE ENCOUNTERED DURING THE DRILLING OF SHORING PILES.
DRILL SOLDIER PILE CAISSONS.A. SHORING PILES SHOULD BE INSTALLED USING AUGER DRILLING METHODS WITH CASING, AS
NEEDED, IN ORDER TO MINIMIZE THE POTENTIAL IMPACT OF VIBRATIONS ON NEARBY BUILDINGS AND OCCUPANTS. THE CONTRACTOR SHOULD BE AWARE THAT THE GROUNDWATER CONDITIONS AT THE PROPOSED SITES ARE ANTICIPATED TO BE VARIABLE, AND IT IS LIKELY THAT GROUNDWATER WILL BE ENCOUNTERED IN THE HOLES DRILLED FROM THE SOLDIER PILES. THE CONTRACTOR SHOULD BE PREPARED TO CASE THE HOLE, IF NECESSARY. REFERENCE GENERAL NOTES ON S0.02 FOR ADDITIONAL INFORMATION REGARDING GROUNDWATER.
B. AUGER DRILLING WITHOUT CASING MAY BE CONSIDERED IF THE OBSERVED FIELD CONDITIONS ARE CONDUCTIVE TO THE USE OF SUCH A METHOD.
PLACE SOLDIER PILES WITH POSITIVE MEANS OF SECURING IN PLACE DURING POURING OF CONCRETE. SOLDIER PILES SHALL BE WITHIN 2 INCHES OF THEIR THEORETICAL LOCATION IN ALL DIRECTIONS, EXCEPT THERE SHALL BE NO TOLERANCE ALLOWED INWARD TOWARD THE EXCAVATION. PLUMBNESS TOLERANCE OF SHORING PILES SHALL BE 0.5/100. SHORING PILES SHALL NOT ENCROACH
UPON PERMANENT WORK.
FILL CAISSONS WITH STRUCTURAL CONCRETE BELOW BOTTOM OF EXCAVATION AND WITH LEAN CONCRETE ABOVE BOTTOM OF EXCAVATION. PLACE CONCRETE THROUGH A RIGID TREMIE OR PUMP PIPE LOCATED WITHIN ONE FOOT OF THE BOTTOM OF THE CAISSON AT THE BEGINNING OF CONCRETING AND MAINTAINED A MINIMUM OF 5 FEET AND A MAXIMUM OF 10 FEET BELOW THE SURFACE OF THE CONCRETE THEREAFTER.
SH-P
SH-P1
SH-P2
SH-P3
SHORING - PROTECTION OF EXISTING IMPROVEMENTS
THE FOLLOWING PROTECTIVE ACTIONS ARE ALSO RECOMMEND IN ADDITION TO BASIC SHORING:A. PREVENT GROUND LOSS IN ALL EXCAVATIONS BY USING PROPER SHORING METHODS, PROCEDURES, AND
SEQUENCING.B. IDENTIFY AND PROTECT EXISTING UTILITIES. THE LOCATIONS, METHODS, AND EXTENT OF UTILITY PROTECTION
MEASURES - AS WELL AS THE RESPONSIBILITY - THEREFORE SHOULD BE THE CONTRACTOR'S. THE CONTRACTOR SHOULD BE ESPECIALLY ALERT TO THE LOCATIONS OF EXISTING UTILITIES IN THE NEAR VICINITY OF THE PROPOSED TIEBACKS. THE LOCATIONS OF THESE UTILITIES SHOULD BE CLEARLY IDENTIFIED. IF NECESSARY, UTILITIES SHOULD BE RELOCATED.
THE CONTRACTOR SHOULD DOCUMENT EXISTING CONDITIONS BEFORE THE COMMENCEMENT OF EXCAVATION TO PROVIDE A BASIS OF COMPARISON FOR FUTURE OBSERVATIONS. THIS DOCUMENTATION SHOULD INCLUDE DATED PHOTOGRAPHS OF SPECIFIC FEATURES OR EXISTING DAMAGE. A NARRATIVE VIDEO CAN BE PREPARED IN LIEU OF PHOTOGRAPHS. OF EXCAVATION TO PROVIDE A BASIS OF COMPARISON FOR FUTURE OBSERVATIONS THIS DOCUMENTATION SHOULD INCLUDE DATED PHOTOGRAPHS OF SPECIFIC FEATURES.
THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PROTECTION OF EXISTING AND NEW MONITORING POINTS, LOAD CELLS, AND INCLINOMETERS UNTIL THE COMPLETION OF CONSTRUCTION.
SH-D
SH-D1
SH-D2
SHORING DESIGN CRITERIA
MINIMUM SOLDIER PILE SPACING = 3D
SHAFT FRICTION = 600 PSF
MAX LAGGING PRESSURE = 400 PSF
SURCHARGE PRESSURE = SEE GEOTECH REPORT
CANTILEVERED SHORING CRITERIA
LATERAL PRESSURE = 35H PCF
PASSIVE PRESSURE = 400H PCF UP TO 6000 PSF MAX
H
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9002
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EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
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@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
SH
OR
ING
GE
NE
RA
L N
OT
ES
SH
0.00
AS
P
01/0
4/1
9
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
(E) STRUCTURE WHERE OCCURS SEE PLANS AND SECTION[VIF]
GUARDRAIL SAFETY CABLE RAILING SYSTEM PER OSHA REQUIREMENTS TYPICAL AROUND ENTIRE PROJECT
PR
OP
ER
TY
LIN
E
WH
ER
E O
CC
UR
S
MIN
1'
-0"
PER SCHEDULE
d
PE
R S
CH
ED
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H
PE
R S
CH
ED
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EM
BE
DM
EN
T D
EP
TH
, D
SOLDIER PIER PER SCHEDULE SEE PLAN FOR LOCATION
BOE [VIF]
TOP OF GRADE (VIF)
SH
AF
T FI
LL A
BO
VE
BO
E
SE
E S
CH
ED
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FO
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SH
AFT
FIL
L B
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W B
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SE
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CH
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FO
R
NOTES:1. LAGGING NOT SHOWN FOR CLARITY.2. TEMPORARY SHORING SHALL NOT ENCROACH ON ADJACENT PROPERTY, WITHOUT WRITTEN APPROVAL FROM OWNER.3. ALL UNDERGROUND UTILITIES AND (E) STRUCTURES SHALL BE FIELD VERIFIED BEFORE SHORING BEGINS.4. MAX 1:1 CUT ABOVE SHORING WHERE NO EXISTING STRUCTURE OR PROPERTY LINE OCCURS.
SEE NOTE 4
1
1
1 2 3 4
FINAL
SEQUENCE OF PILE INSTALLATIONSTEP 1: DRILL SOLDIER PILE HOLE. USE DRILLING FLUID, CASING, OR CFA AS REQUIRED.
STEP 2: INSTALL SOLDIER PILE (INCLUDES PLACEMENT AND CONCRETING OF PILE AND DEWATERING SYSTEM).
STEP 3: INSTALL WOOD LAGGING AS EXCAVATION PROCEEDS.
STEP 7: INSTALL PERMANENT WALL.
DRAINAGE BOARD PER ARCH
CONTINUOUS WATERPROOF MEMBRANE PER ARCH
4X8 TREATED WOOD LAGGING
BACKFILL WITH GRANULAR FILL TO ACHIEVE FULL BEARING (WHERE REQUIRED BY THE GEOTECH)
MA
X A
LLO
W T
OLE
RA
NC
E O
F L
OC
AT
ION
= 1
1/2
"
PIL
E S
PA
CIN
G P
ER
PLA
N
CONTINUOUS LONGITUDINAL REINF PER SCHEDULE
CONTINUOUS SPIRAL REINF PER SCHEDULE
CHIP AWAY CONCRETE COVER AND REMOVE LOOSE MATERIAL W/ WIRE BRUSH
#5 DOWEL @ 6" OCVERTICAL EACH SIDE
SIMPSON SET-XP EPOXY ANCHORAGE W/ MIN 12" EMBED(LARR 25744)
VOID FORM AS REQUIRED
TYP
Ls
NOTES:1. SEE RETAINING WALL DETAIL FOR DRAINAGE AND WALL RC WALL INFORMATION NOT SHOWN.
LAGGING PER SCHEDULE INSTALL (2) 20d NAILSBENT INTO LAG EITHER SIDE OF RAKER INSERTION POINTEACH END OF LAG, TYP
L4X4X3/8 CONTINUOUS
DRILL AND EPOXY 1/2" DIA FULLY THREADED RODS @ 16" OC W/ 6" EMBED
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
2
BASEMENT T.O.C.1001'-3 3/4"
1
T.O.F.989'-3 3/4"
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
2
BASEMENT T.O.C.1001'-3 3/4"
1
T.O.F.989'-3 3/4"
MAIN LEVEL T.O.C.1012'-1 3/4"
UPPER LEVEL T.O.C.1024'-0 1/4"
2
BASEMENT T.O.C.1001'-3 3/4"
1
T.O.F.989'-3 3/4"
S5.00
6
TH
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0.92
9.78
15in
fo@
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915
mat
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treet
suite
205
los
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ca
9002
1
ww
w.d
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EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
TY
PIC
AL
SH
OR
ING
DE
TA
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SH
0.10
AS
P
01/0
4/1
9
NOT TO SCALE
DRILLED CANTILEVER SHORING4
NOT TO SCALE
TYPICAL SOLDIER PILE WALL CONSTRUCTION SEQUENCE - CANTILEVER WALL5
NOT TO SCALE
PILE RETAINING WALL7
NOT TO SCALE
LAGGING ALTERNATE8
SHORING PILE SCHEDULE
PILEMARK
DIALENGTH OF PILE,
LEMBED DEPTH,
DASSUMED DEPTH OF FILL,
FVERTICAL
BARSSPIRAL
SIZESPIRAL
SPACING
SP1 2'-0" 39'-0" 15'-0" 24'-0"
SP2 2'-0" 39'-0" 15'-0" 24'-0"
SP3 2'-0" 39'-0" 15'-0" 24'-0"
SP4 2'-0" 39'-0" 15'-0" 24'-0"
SP5 2'-0" 39'-0" 15'-0" 24'-0"
SP6 2'-0" 39'-0" 15'-0" 24'-0"
SP7 2'-0" 39'-0" 15'-0" 24'-0"
SP8 2'-0" 39'-0" 15'-0" 24'-0"
SP9 2'-0" 39'-0" 15'-0" 24'-0"
SP10 2'-0" 39'-0" 15'-0" 24'-0"
SP11 2'-0" 39'-0" 15'-0" 24'-0"
SP12 2'-0" 39'-0" 15'-0" 24'-0"
SP13 2'-0" 39'-0" 15'-0" 24'-0"
SP14 2'-0" 39'-0" 15'-0" 24'-0"
SP15 2'-0" 39'-0" 15'-0" 24'-0"
SP16 2'-0" 39'-0" 15'-0" 24'-0"
SP17 2'-0" 39'-0" 15'-0" 24'-0"
SP18 2'-0" 39'-0" 15'-0" 24'-0"
SP19 2'-0" 39'-0" 15'-0" 24'-0"
1/4" = 1'-0"
PILE SECTION10 1/4" = 1'-0"
PILE SECTION9 1/4" = 1'-0"
PILE SECTION11 19
0111
SUD
ST
RUCT
URAL
PRO
GRES
S
2
3
A
1
BCDEFGHI
4
5
6
7
EQ EQ EQ EQ
8'-0" 8'-0" 8'-0" 8'-0"
7'-0" 7'-0" 7'-0" 7'-0" 7'-0" 7'-0" 7'-0"
SP1 SP2 SP3 SP4 SP5 SP6
SP7 SP8 SP9 SP10 SP11 SP12 SP13 SP14 SP15 SP16 SP17 SP18
8'-0"2'-0"
9
SH0.10
10
SH0.10
HOUSE UNDER SEPARATE PERMIT.
SEE S SERIES SHEETS
11
S5.00
SP19
11
SH0.10
1. LAGGING BETWEEN SHORING PILES IS NOT ANTICIPATED. IF DETERMINED DURING CONSTRUCTION
PHASE THAT LAGGING IS REQUIRED THE CONTRACTOR SHOULD BE PREPARED TO INSTALL LAGGING
AS NECESSARY.
SHORING PLAN NOTES
SHORING PLAN LEGEND
INDICATES LAGGING LOCATION BETWEEN PILES
INDICATES SHORING PILE PER SP# 4 / SH0.10
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p:31
0.92
9.78
15in
fo@
dom
aen.
net
915
mat
eo s
treet
suite
205
los
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les
ca
9002
1
ww
w.d
omae
n.ne
t
EXP 03/31/2019C80463
STATE OF CALIFORN IA
ELIZ
ABE H MAHLOW
REG
IST
ERED
PROFESS IONA L ENGIN
EER
C I V IL
T
600
WIL
SH
IRE
BLV
D, S
UIT
E 7
60LO
S A
NG
ELE
S, C
A 9
0017
213
627
6687
CO
NTA
CT
@N
OU
SE
NG
INE
ER
ING
.CO
M
NOT FOR CONSTRUCTION
SH
OR
ING
PLA
NS
H1.
00
AS
P
01/0
4/1
9
3/16" = 1'-0"
SHORING PLAN1
1901
11 S
UD
STRU
CTUR
AL P
ROGR
ESS
