B08_Attach_3_PGLSR_Construction_Drawings.pdf
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- Attached to
- PUNTA GORDA LIGHTHOUSE REHABILITATION
- Solicitation number
- 140L1222R0002
About this file
This document package includes construction drawings and specifications for the Punta Gorda Lighthouse Rehabilitation project.
The project involves repair, restoration, stabilization, and seismic strengthening of the historic Punta Gorda Light Station structures. Work includes rehabilitation of the lighthouse tower and lantern room, as well as the adjacent oil house building. Structural repairs and seismic upgrades are designed to comply with the California Historic Building Code. Construction documents consist of architectural, civil, and structural drawings along with general notes providing project details, material requirements, testing and inspection protocols, and repair specifications.
The scope of work encompasses concrete repair and reinforcement replacement, structural steel repairs, full restoration of cast iron elements, and underpinning of existing foundation walls. The documents provide demolition plans, existing conditions information, repair details, and requirements for material submittals, testing and special inspections. Notes indicate that shoring and temporary supports are the contractor's responsibility. The project is funded by and construction managed by the Department of Interior Bureau of Land Management California office.
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S E
H P ro je c t
C h e ck ed B y
D ra w n
B y
P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
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C h e ck ed B y
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P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
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Punta Gorda Light Station Rehabilitation
Petrolia, CA 95558
UNITED STATES DEPARTMENT OF THE INTERIOR
BUREAU OF LAND MANAGEMENT
FINAL CONSTRUCTION DOCUMENTS
AREA REFERENCE MAP
DRAWING INDEX
ARCHITECTURAL
STRUCTURAL
A121 FLOOR PLAN & ROOF PLAN - OIL HOUSE
A211 EXTERIOR ELEVATIONS - LIGHTHOUSE
A212 EXTERIOR ELEVATIONS - LIGHTHOUSE
A221 EXTERIOR ELEVATIONS - OIL HOUSE
A311 BUILDING SECTIONS - LIGHTHOUSE
A321 BUILDING SECTIONS - OIL HOUSE
A001 GENERAL INFORMATION / ABBREVIATIONS AND LEGENDS
A051 ARCHITECTURAL SITE PLAN
A071 DEMOLITION PLANS - LIGHTHOUSE
A072 DEMOLITION PLANS - OIL HOUSE
A111 FLOOR PLANS - LIGHTHOUSE
A112 ROOF PLAN - LIGHTHOUSE
G000 COVER SHEET
S121 OIL HOUSE BUILDING FLOOR PLAN
S122 OIL HOUSE BUILDING ROOF PLAN
S211 LIGHTHOUSE BUILDING ELEVATIONS
S212 LIGHTHOUSE BUILDING ELEVATIONS
S213 LIGHTHOUSE BUILDING ELEVATIONS
S214 LIGHTHOUSE BUILDING ELEVATIONS
S221 OIL HOUSE BUILDING ELEVATIONS
S222 OIL HOUSE BUILDING ELEVATIONS
S223 OIL HOUSE BUILDING ELEVATIONS
S224 OIL HOUSE BUILDING ELEVATIONS
S311 RETAINING WALL & FOUNDATION DETAILS
S312 CONCRETE WALL & ROOF DETAILS
S321 REPAIR DETAILS
S001 TITLE AND SHEET INDEX
S002 GENERAL NOTES
S003 GENERAL NOTES
S004 GENERAL NOTES
S005 GENERAL NOTES
S011 TYPICAL DETAILS
SD121 OIL HOUSE BUILDING FIRST FLOOR DEMOLITION PLAN
SD122 OIL HOUSE BUILDING ROOF DEMOLITION PLAN
SD221 OIL HOUSE BUILDING WEST DEMOLITION ELEVATION
S111 LIGHTHOUSE BUILDING FLOOR PLAN
S112 LIGHTHOUSE BUILDING ROOF PLAN
S113 LANTERN ROOM PLANS
S120 OIL HOUSE BUILDING FOUNDATION PLAN
CIVIL
GENERAL
C 101 EXISTING CONDITIONS
C 102 CONSTRUCTION STAGING
C 103 DRAINAGE IMPROVEMENT PLAN
SHORT ELLIOTT HENDRICKSON
R ev is io n Is su e
R ev
D es cr ip tio n D at e
R ev is io n Is su e
R ev
D es cr ip tio n D at e
LOCATION MAP
PROJECT
LOCATION
PROJECT
LOCATION
EXISTING LIGHTHOUSE BUILDING
EXISTING KING RANGE
NATIONAL CONSERVATION
AREA SIGN
EXISTING CONCRETE PATH
CENTERLINE OF EXISTING DIRT PATH
EXISTING OIL HOUSE
EXISTING CONCRETE PAD
EXISTING CONCRETE PATH
EXISTING CONCRETE PAD
CENTERLINE OF EXISTING DIRT PATH
CENTERLINE OF EXISTING DIRT PATH
SE
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Pr oj ec t #
Ch ec ke d
By Dr aw n
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Pr oj ec t S ta tu s Iss ue D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH. Sh or t E llio tt H ed ric ks on
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Re vis io n
Iss ue
Re v.
De sc rip tio n
Da te
Re vis io n
Iss ue
Re v.
De sc rip tio n
Da te feetscale
30 6030
EXISTING CONDITIONS
C 101
HORIZONTAL DATUM:
CALIFORNIA ZONE 1 (0401) STATE PLANE COORDINATE SYSTEM
NAD 1983 (CONUS) GEOID18
BASED ON GPS OBSERVATIONS.
DISTANCES SHOWN HEREON ARE GROUND DISTANCES, US SURVEY FEET,
SCALED ABOUT CONTROL POINT NO 1. TO CONVERT TO GRID DISTANCES
MULTIPLY BY THE COMBINED FACTOR OF 0.9999488842.
VERTICAL DATUM:
NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88)
BASED ON STATIC GNSS OBSERVATIONS PROCESSED THROUGH NATIONAL
GEODETIC SURVEY (NGS) ONLINE POSITIONING USER SERVICES (OPUS)
NOTES:
1. FIELD WORK WAS COMPLETED ON JANUARY 14, 2021.
CONTROL POINT TABLE
POINT NO. NORTHING EASTING ELEV. DESCRIPTION
1 1985764.18 5903257.30 25.90
CP_RPC
2 1982967.47 5905561.69 28.42
CP_RPC
3 1982838.49 5905708.81 26.31
CP_RPC
4 1982825.70 5905747.11 27.10
CP_X
EXISTING LIGHTHOUSE BUILDING
EXISTING KING RANGE
NATIONAL CONSERVATION
AREA SIGN
EXISTING CONCRETE PATH
CENTERLINE OF EXISTING DIRT PATH
EXISTING OIL HOUSE
EXISTING CONCRETE PAD
EXISTING CONCRETE PATH
EXISTING CONCRETE PAD
CENTERLINE OF EXISTING DIRT PATH
CENTERLINE OF EXISTING DIRT PATH
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
TEMPORARY HIGH-VISIBILITY FENCE
TEMPORARY HIGH-VISIBILITY FENCE
9.7%
LEVEL GROUND FOR STORAGE
AND EQUIPMENT PARKING
GATE
GATE
SE
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Pr oj ec t #
Ch ec ke d
By Dr aw n
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Pr oj ec t S ta tu s Iss ue D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH. Sh or t E llio tt H ed ric ks on
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30 6030
CONSTRUCTION STAGING
C 102
49.81
40.59
MATCH EX
GRADE TO DRAIN
TO DAYLIGHT
EXISTING
OIL HOUSE
50.20
6.0'
47.77
47.64
47.48
48.01
50.05
50.44
47.93
41.97
PERIMETER DRAIN, SEE DETAIL THIS SHEET
23.6 LF 4" PERFORATED
PIPE @ 1.0%
INVERT = 38.27
MATCH EXISTING
INSTALL
" x
" GALVANIZED HARDWARE
CLOTH WIRE MESH RODENT PROTECTION
WITH STAINLESS STEEL HOSE CLAMP
90° BEND TURNED DOWN 22.5°
INVERT = 43.15
34.6 LF 4" PERFORATED PIPE @ 1.0%
90° BEND TURNED DOWN 22.5°
INVERT =43.50
27.5 LF 4" PERFORATED PIPE @ 1.0%
INVERT = 38.23 MATCH EXISTING
INSTALL
" x
" GALVANIZED HARDWARE CLOTH WIRE MESH
RODENT PROTECTION WITH STAINLESS STEEL HOSE CLAMP
EXISTING STAIRS TO REMAIN
EXISTING RETAINING
WALL TO BE
RECONSTRUCTED, SEE
STRUCTURAL
EXISTING SIDEWALK
TO BE
RECONSTRUCTED,
SEE STRUCTURAL
LIMITS OF CONSTRUCTION
6.0'
4.0'
2.0'
MATCH EXISTING
4:1 MAX SLOPE
R3.0'
5.0'
4" 22.5° VERTICAL BEND
INVERT = 38.5
9.1 LF 4" PERFORATED PIPE @ 51.0%
4" 22.5° VERTICAL BEND
INVERT = 38.5
9.8 LF 4" PERFORATED PIPE @ 51.0%
TEMPORARY SILT FENCE
TEMPORARY
HIGH-VISIBILITY
FENCE
X
X
X
X
X
EXISTING
LIGHT
HOUSE
54.87
54.68
54.12
MATCH EX
GRADE TO DRAIN TO DAYLIGHT
55.02
55.77
55.63
54.95
54.48
3.0'
3.0'
EXISTING KING RANGE
NATIONAL CONSERVATION
AREA SIGN
EXISTING SIDEWALK
TO REMAIN
LIMITS OF CONSTRUCTION
MATCH EXISTING
4:1 MAX SLOPE
R6.0'
2.0'
TEMPORARY SILT FENCE
TEMPORARY HIGH-VISIBILITY FENCE
X
X
X
X
X
X feetscale
5 105
2.5
SE
H
Pr oj ec t #
Ch ec ke d
By
Dr aw n By
Pr oj ec t S ta tu s Iss ue D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH. Sh or t E llio tt H ed ric ks on
, In c.
Al l R igh ts
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C 103
PERIMETER DRAIN
NTS
BUILDING FOOTING
SEE STRUCTURAL PLAN
24"
VARIES
4"
6"
4" DIA. PERFORATED PVC
(SLOPE 0.5% MIN.)
4"
6" 6"
2.0% M
IN.
PROPOSED GRADE
6"
EXISTING GRADE
CLEAN, FREE
DRAINING AASHTO
NO. 57 AGGREGATE
DRAINAGE IMPROVEMENT PLAN
DIMENSIONS FOR SLOTTED PIPE
PIPE SIZE 4"
SLOT LENGTH 1-1/16"
MAXIMUM SLOT WIDTH 0.032"
SLOT CENTERS 0.413"
OPEN AREA (PER FOOT) 1.90 IN2
PIPE MUST CONFORM TO REQUIREMENTS OF ASTM DESIGNATION F949. THERE SHALL BE NO EVIDENCE OF SPLITTING, CRACKING, OR BREAKING WHEN THE PIPE IS TESTED PER ASTM TEST METHOD D2412 IN ACCORDANCE WITH F949 SECTION
7.5 AND ASTM F794 SECTION 8.5. CONTECH A-2000 SLOTTED PIPE (OR EQUAL).
PHYSICAL REQUIREMENTS FOR SEPARATOR FABRIC
PROPERTY
CLASS B
TEST
METHOD
ELONGATION
< 50%
ELONGATION
> 50%
GRAB STRENGTH, N (LBS) 800 (180) 510 (115)
ASTM D 4632
PUNCTURE RESISTANCE, N (LBS) 310 (70) 180 (40)
ASTM D 4833
TRAPEZOIDAL TEAR STRENGTH, N (LBS) 310 (70) 180 (40)
ASTM D 4533
APPARENT OPENING SIZE, mm; (US SIEVE SIZE) AOS < 0.3 mm (US SIEVE SIZE NO. 50)
ASTM D 4751
PERMITTIVITY, SEC-1
0.02 ASTM D 4491
PERMEABILITY, CM/SEC
k FABRIC > k SOIL FOR ALL CLASSES ASTM D 4491
ULTRAVIOLET DEGRADATION AT 500 HOURS 50% STRENGTH RETAINED FOR ALL CLASSES ASTM D 4355
SEPARATOR FABRIC
SURROUNDING
AGGREGATE,
OVERLAP 12" MIN ON TOP
SECTION
REFERENCE:
DETAIL
REFERENCE:
DETAIL
REFERENCE:
REVISION
IDENTIFICATION:
S3.4
DETAIL NUMBER
SHEET NUMBER
S3.4
S3.4
WALL
ELEVATION:
WALL
SECTION:
BUILDING
SECTION:
S3.4
DETAIL NUMBER
SHEET NUMBER
S3.4
S3.4
S3.4
REVISION NUMBER REVISION SHEET NUMBER1 RS-12
MATERIALS
SHOWN ON
PLANS:
CAST-IN-PLACE CONCRETE
EXISTING CONCRETE
CONCRETE MASONRY UNITS
BRICK MASONRY UNITS
STEEL MEMBERS
WOOD OR METAL STUDS
MATERIALS
SHOWN ON
DETAILS:
CAST-IN-PLACE
CONCRETE
IN SECTION
C.I.P. CONCRETE
IN ELEVATION
EXISTING
CONCRETE
IN SECTION
CONCRETE
MASONRY UNITS
IN PLAN
CONCRETE
MASONRY UNITS
IN SECTION
CMU OR
BRICK
IN ELEVATION
BRICK
MASONRY UNITS
IN SECTION
WIDE FLANGE
SECTION
CHANNEL
SECTION
TUBE
SECTION
PIPE
SECTION
ANGLE
SECTION
METAL STUD
OR JOIST
WOOD STUD
OR JOIST
STUD WALL w/
PLYWOOD
SHEATHING
CONTIN
WOOD
MEMBER
WOOD
BLOCKING
GLU-LAM
SECTION
TRUSS
JOIST
SAND ROCK EARTH
KEY NOTES: C1 KEY NOTE NUMBER
A.B. ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
A.D. AREA DRAIN
ADDL ADDITIONAL
ADJ ADJACENT
A.F.F. ABOVE FINISH FLOOR
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ALT ALTERNATE
APPROX APPROXIMATELY OR APPROXIMATE
ARCH ARCHITECT OR ARCHITECTURAL
ASPH ASPHALT
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
A.C. ASPHALTIC CONCRETE, AIR CONDITION
BAL BALANCE
B.L. BOTTOM LOWER
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BM BEAM
B.O. BOTTOM OF
BOT BOTTOM
B.P. BREAK POINT
BRD BOARD
BRG BEARING
BRKT BRACKET
BTWN BETWEEN
B.U. BOTTOM UPPER
C CHANNEL
CBC CALIFORNIA BUILDING CODE
C.I.P. CAST IN PLACE
C.J. CONSTRUCTION OR CONTROL JOINT
CLG CEILING
CL CENTER LINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONSTR CONSTRUCTION
CONTIN CONTINUOUS
C.J.P. COMPLETE JOINT PENETRATION
CTR CENTER
CTRD CENTERED
CTRSNK COUNTERSINK
d PENNY WEIGHT
DBL DOUBLE
DEPR DEPRESSION
D.F. DOUGLAS FIR
DIA or DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DN DOWN
do DITTO
D.W.F. DEFORMED WIRE FABRIC
DWG DRAWING
(E) EXISTING
EA EACH
E.F. EACH FACE
E.J. EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
ELEV ELEVATOR
EMBED EMBEDMENT
E.N. EDGE NAIL
ENCL ENCLOSURE
ENGR ENGINEER
E.O. EDGE OF
E.O. MAS EDGE OF MASONRY
E.O. PL EDGE OF PLATE
E.O. SLAB EDGE OF SLAB
EQ EQUAL
EQPT EQUIPMENT
E.W. EACH WAY
EXP EXPANSION
EXT EXTERIOR
F.D. FLOOR DRAIN
FDN FOUNDATION
F.F. FINISH FLOOR
FIN FINISH
FLR FLOOR
F.O. FACE OF
F.O. CONC FACE OF CONCRETE
F.O. MAS FACE OF MASONRY
F.O. STUD FACE OF STUD
FRMG FRAMING
F.S. FAR SIDE
FT FOOT OR FEET
FTG FOOTING
GA GAGE
GALV GALVANIZED
G.B. GRADE BEAM
GLB GLUED LAMINATED BEAM
GLC GLUED LAMINATED COLUMN
GR GRADE
GYP GYPSUM
HDR HEADER
HGR HANGER
HK HOOK
HORIZ HORIZONTAL
H.P. HIGH POINT
H.R. HARD ROCK
HSS HOLLOW STRUCTURAL SECTION
HT HEIGHT
I MOMENT OF INERTIA
I.D. INSIDE DIAMETER
I.F. INSIDE FACE
INFO INFORMATION
INSUL INSULATION
INT INTERIOR
JST JOIST
JT JOINT
KIPS 1000 POUNDS
KSF KIPS PER SQUARE FOOT
L ANGLE
LBS POUNDS
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONGIT LONGITUDINAL
L.P. LOW POINT
L.S. LOW SHRINKAGE
LSL LAMINATED STRAND LUMBER
LT LIGHT
LVL LAMINATED VENEER LUMBER
LTWT LIGHT WEIGHT
MACH MACHINE
MAS MASONRY
MATL MATERIAL
MAX MAXIMUM
M.B. MACHINE BOLT
MC MISCELLANEOUS CHANNEL
M.D. MID-DEPTH
MECH MECHANICAL
M.F. MOMENT FRAME
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
(N) NEW
N.A. NOT APPLICABLE
N.I.C. NOT IN CONTRACT
NO. NUMBER
N.P. NO PROFILE
N.S. NEAR SIDE
N.T.S. NOT TO SCALE
o.c. ON CENTER
O.D. OUTSIDE DIAMETER
O.F. OUTSIDE FACE
O.H. OPPOSITE HAND
OPNG OPENING
OPP. OPPOSITE
OSB ORIENTED STRAND BOARD
O.W.S.G. OPEN WEB STEEL GIRDER
O.W.S.J. OPEN WEB STEEL JOIST
PAR PARAPET
PC PIECE
P/C PRECAST
PCF POUND PER CUBIC FOOT
P.D.F. POWDER DRIVEN FASTENER
P.D.P. POWDER DRIVEN PIN
PL PROPERTY LINE OR PLATE
PLF POUNDS PER LINEAR FOOT
PLY PLYWOOD
PLYWD PLYWOOD
P.J.P. PARTIAL JOINT PENETRATION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PSL PARALLEL STRAND LUMBER
P/T POST-TENSIONED
P.T. PRESSURE TREATED
P.T.D.F. PRESSURE TREATED DOUGLAS FIR
R RADIUS
R.D. ROOF DRAIN
RDWD REDWOOD
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
REV REVISION
RF ROOF
RM ROOM
R.O. ROUGH OPENING
S SECTION MODULUS
S.A.D. SEE ARCHITECTURAL DRAWINGS
S.C.D. SEE CIVIL DRAWINGS
SCHED SCHEDULE
S.E.D. SEE ELECTRICAL DRAWINGS
SF SQUARE FEET
SHT SHEET
SHTG SHEATHING
SIM SIMILAR
S.J. SHRINKAGE JOINT, SEISMIC JOINT OR SLIP JOINT
S.L.D. SEE LANDSCAPE DRAWINGS
S.M.D. SEE MECHANICAL DRAWINGS
S.M.F. SPECIAL MOMENT FRAMES
S.M.S. SHEET METAL SCREW
S.O.G. SLAB ON GRADE
SP SPACE OR SPACING
S.P.D. SEE PLUMBING DRAWINGS
SPEC SPECIFICATION
SQ. SQUARE
S.S.D. SEE STRUCTURAL DRAWINGS
STAGG STAGGERED
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
SYM SYMMETRIC
T & B TOP AND BOTTOM
T & G TONGUE AND GROOVE
T.B. TIE BEAM
THK THICK
THRU THROUGH
T.L. TOP LOWER
T.O. TOP OF
T.O.T.S. TOP OF TOPPING SLAB
T.O. CONC TOP OF CONCRETE
T.O. PAR TOP OF PARAPET
T.O. PLY TOP OF PLYWOOD
T.O. PL TOP OF PLATE
T.O. SLAB TOP OF SLAB
T.O. STL TOP OF STEEL
TRANS TRANSVERSE
TS TUBE STEEL
T.U. TOP UPPER
TYP TYPICAL
UBC UNIFORM BUILDING CODE
U.N.O. UNLESS NOTED OTHERWISE
V.B. VAPOR BARRIER
VENT VENTILATION
VERT VERTICAL
V.I.F. VERIFY IN FIELD
W WIDE FLANGE
w/ WITH w/o WITHOUT
WD WOOD
WF WIDE FLANGE
W.P. WORK POINT
W.P.J. WEAKENED PLANE JOINT
WT WEIGHT OR STRUCTURAL T
W.W.F. WELDED WIRE FABRIC
45 Fremont Street, 28th Floor
San Francisco, CA 94105
415.989.1004 | kpff.com
S T R U C T U R A
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AM
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No. 3957R E
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PROFESSIONAL
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NROFILACFOETAT
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S E
H P ro je c t
C h e ck ed B y
D ra w n
B y
P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
S ho rt E lli ot t H ed ric ks on , I nc
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TITLE AND SHEET INDEX
S001
P u n ta
G o rd a
L ig h t
S ta ti o n R e h a b il it a ti o n
P et ro lia
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62 D A
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IT
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S T A
T E S D
E P
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T M
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T O
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H E I N
T E R
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R E A
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F L
A N
D M
A N
A G
E M
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T
LIGHT STATION
REHABILITATION
PETROLIA, CA
ABBREVIATIONS
SYMBOLS SHEET INDEX
D E S
IG
N
D O C U M E N T S
F
IN
A L
C O N S T R U C
TI
O N
D O C U M E N T S
S001 TITLE AND SHEET INDEX √ √
S002 GENERAL NOTES √ √
S003 GENERAL NOTES √ √
S004 GENERAL NOTES √ √
S005 GENERAL NOTES - √
S011 TYPICAL DETAILS √ √
SD121 OIL HOUSE BUILDING FIRST FLOOR DEMOLITION PLAN - √
SD122 OIL HOUSE BUILDING ROOF DEMOLITION PLAN - √
SD221 OIL HOUSE BUILDING WEST DEMOLITION ELEVATION - √
S111 LIGHTHOUSE BUILDING FLOOR PLAN √ √
S112 LIGHTHOUSE BUILDING ROOF PLAN √ √
S113 LANTERN ROOM PLANS √ √
S120 OIL HOUSE BUILDING FOUNDATION PLAN - √
S121 OIL HOUSE BUILDING FLOOR PLAN √ √
S122 OIL HOUSE BUILDING ROOF PLAN √ √
S211 LIGHTHOUSE BUILDING ELEVATIONS √ √
S212 LIGHTHOUSE BUILDING ELEVATIONS √ √
S213 LIGHTHOUSE BUILDING ELEVATIONS √ √
S214 LIGHTHOUSE BUILDING ELEVATIONS - √
S221 OIL HOUSE BUILDING ELEVATIONS √ √
S222 OIL HOUSE BUILDING ELEVATIONS √ √
S223 OIL HOUSE BUILDING ELEVATIONS √ √
S224 OIL HOUSE BUILDING ELEVATIONS - √
S311 RETAINING WALL & FOUNDATION DETAILS √ √
S312 CONCRETE WALL & ROOF DETAILS - √
S321 REPAIR DETAILS - √
# TITLE
SHEET INDEX
ISSUE LOG
ISSUE LOG KEY
' √ ' ISSUED AS PART OF A SET
' — ' NOT A PART OF ISSUED SET
' * ' ISSUED FOR INFORMATION ONLY
' o ' PREVIOUSLY SUBMITTED FOR PLAN CHECK
& PROVIDED FOR INFORMATION ONLY D
A
TE
R ev is io n Is su e
R ev
D es cr ip tio n D at e
SHORT ELLIOTT HENDRICKSON
F
IN
A L C
ON
ST
RU
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IO
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DO
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.2 6.
GENERAL
DIMENSIONS REFER TO ROUGH CONCRETE SURFACES, FACE OF STUDS, FACE OF CONCRETE
BLOCK, TOP OF SHEATHING, OR TOP OF SLAB, UNLESS OTHERWISE INDICATED. THE CONTRACTOR
SHALL VERIFY ALL DIMENSIONS PRIOR TO THE START OF CONSTRUCTION. THE GOVERNMENT
SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION OF ALL DRAWINGS
AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR
SHALL BE BROUGHT TO THE ATTENTION OF THE GOVERNMENT PRIOR TO THE START OF
CONSTRUCTION SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN CONFLICT
WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT HIS OWN EXPENSE AND AT NO EXPENSE TO THE GOVERNMENT.
NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL
NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS
SHOWN FOR SIMILAR WORK.
ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES:
2019 CALIFORNIA BUILDING CODE, WHICH COMPRISES TITLE 24, PART 2 OF THE CALIFORNIA CODE
OF REGULATIONS, AS ADOPTED BY THE CALIFORNIA BUILDING STANDARDS COMMISSION REFERRED
TO HERE AS "THE CALIFORNIA BUILDING CODE, 2019 EDITION" OR "THE CODE", AND ANY OTHER
REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING
THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE ADDITIONAL CODES AND
STANDARDS INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING INCORPORATED CODES LISTED
BELOW, AND IN THESE STRUCTURAL NOTES AND SPECIFICATIONS.
2019 CALIFORNIA EXISTING BUILDING CODE, TITLE 24, PART 10.
2019 CALIFORNIA HISTORICAL BUILDING CODE, TITLE 24, PART 8.
AMERICAN SOCIETY OF CIVIL ENGINEERS: ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES INCLUDING SUPPLEMENT NO. 1 AND 2.
AMERICAN CONCRETE INSTITUTE (ACI): ACI 318-14 BLDG. CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE AND REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): STEEL CONSTRUCTION MANUAL 15TH
EDITION
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): AISC 360-16 SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS
AMERICAN WELDING SOCIETY: AWS D1.1:2015 STRUCTURAL WELDING CODE - STEEL
AMERICAN WELDING SOCIETY: AWS D1.4:2017 STRUCTURAL WELDING CODE - REINFORCING
AMERICAN WELDING SOCIETY: AWS D1.8:2016 STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT
ASTM SPECIFICATIONS ON THE STRUCTURAL DRAWINGS SHALL BE OF THE LATEST VERSION,
UNLESS OTHERWISE NOTED.
REFER TO THE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS NOTED.
SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.
SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED.
SIZE AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC.
FLOOR AND ROOF FINISHES.
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS
DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE GOVERNMENT
SHALL NOT INCLUDE INSPECTION OF THE AFOREMENTIONED ITEMS.
CONTRACTOR SHALL INVESTIGATE THE SITE, DURING CLEARING AND EARTHWORK OPERATIONS,
FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS, CISTERNS,
FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE GOVERNMENT SHALL BE
NOTIFIED IMMEDIATELY.
GENERAL (CONTINUED)
OPENINGS, POCKETS, ETC., LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE SLABS, DECKS, OR WALLS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE
GOVERNMENT WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6"
NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN STRUCTURAL
MEMBERS. FOR ANY FURTHER RESTRICTIONS ON OPENINGS IN STRUCTURAL ELEMENTS, SEE
APPLICABLE SECTIONS BELOW.
CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF OR FLOOR. LOAD
SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING
AND/OR BRACING WHERE THE STRUCTURE HAS NOT ATTAINED THE DESIGN STRENGTH.
SPECIFICATIONS AND DETAILING OF ALL WATERPROOFING AND DRAINAGE ITEMS, ALTHOUGH
SOMETIMES INDICATED ON THE STRUCTURAL DRAWINGS FOR GENERAL INFORMATION PURPOSES
ONLY, ARE SOLELY THE DESIGN RESPONSIBILITY OF OTHERS.
SHOP DRAWINGS, SPECIAL INSPECTIONS, AND MATERIAL SAMPLING AND TESTING, WHEN
REQUIRED, ARE SPECIFIED IN THEIR RESPECTIVE TABLES IN THE GENERAL NOTES AND IN THE
SPECIFICATIONS.
PROJECT SCOPE
THIS PROJECT INCLUDES REPAIR, RESTORATION, STABILIZATION, AND SEISMIC STRENGTHENING OF
THE HISTORIC PUNTA GORDA LIGHT STATION. SEISMIC STRENGTHENING IS BASED ON THE
REQUIREMENTS CONTAINED IN THE CALIFORNIA HISTORIC BUILDING CODE. IT WAS DETERMINED
FOR THIS PROJECT THAT SEISMIC STRENGTHENING OF THE SUPERSTRUCTURE IS NOT REQUIRED.
DESIGN
DESIGN CONFORMS TO THE CALIFORNIA HISTORIC BUILDING CODE, 2019 EDITION
LIVE LOADS:
ROOF (FLAT) 20 PSF
ROOF (SLOPED 4/12) 20 PSF
GROUND FLOOR 40 PSF
GALLERY (100 PSF MAX) 1.5*LIVE LOAD OF AREA SERVED
WIND ANALYSIS:
BASIC WIND SPEED, V3S (CBC FIGURE 1609) VULT = 92 mph
EXPOSURE (CBC SECTION 1609.4.3) = D
INTERNAL PRESSURE COEFF, GCPI (ASCE TABLE 26.13-1) GCPI = ±0.55
SEISMIC ANALYSIS:
SEISMIC IMPORTANCE FACTOR, I (ASCE TABLE 1.5-2) I = 1.0
RISK CATEGORY (CBC TABLE 1604.5) = II
SITE LOCATION, LATTITUDE ................... 40.294963°N
SITE LOCATION, LONGITUDE .................. 124.35060°W
SPECTRA ACCEL, SHORT PERIOD, SS (CBC FIGURE 1613.2.1(1)) SS = 2.086 g
SPECTRA ACCEL., LONG PERIOD, S1 (CBC FIGURE 1613.2.1(2)) S1 = 1.056 g
SITE CLASSIFICATION (CBC SECTION 1613.2.2) = D
DESIGN RESP, SHORT PERIOD, SDS (CBC SECTION 1613.2) SDS = 1.391 g
DESIGN RESP, LONG PERIOD, SD1 (CBC SECTION 1613.2) SD1 = 1.197 g
SEISMIC DESIGN CATEGORY (CBC TABLE 1613.2.5(1)&(2)) = E
LATERAL SYST (ASCE TABLE 12.2-1) BEARING WALL SYSTEM,
ORDINARY REINFORCED CONCRETE SHEAR
WALLS
RESPONSE MODIFICATION FACTOR, R = 4
SYSTEM OVERSTRENGTH FACTOR, ΩO = 2.5
DEFLECTION AMP FACTOR, Cd = 4
SEISMIC RESPONSE COEFFICIENT, CS (CHBC 8-706.1.1) CS = 0.26
LIGHTHOUSE BLDG BASE SHEAR, V V = 36.3 Kips (N-S) V = 36.3 Kips (E-W)
OIL HOUSE BLDG BASE SHEAR, V V = 30.9 Kips (N-S)
V = 30.9 Kips (E-W)
SEISMIC ANALYSIS PROCEDURE: STATIC LATERAL FORCE
PROCEDURE
ANALYSIS/DESIGN: USING HAND CALCULATIONS
EXISTING CONSTRUCTION
EXISTING CONSTRUCTION AND STRUCTURAL CONDITION IS BASED ON THE PUNTA GORDA
LIGHTSTATION REHABILITATION REPORT PREPARED BY SEH AND KPFF, DATED FEBRUARY 12, 2021, AND STRUCTURAL OBSERVATION AND ASSESSMENT REPORT PREPARED BY SHORELINE
ENGINEERING DATED SEPTEMBER 8, 2020. THE CONTRACTOR SHALL VERIFY ALL EXISTING
CONDITIONS AND SHALL NOTIFY THE GOVERNMENT OF ALL EXCEPTIONS BEFORE PROCEEDING
WITH THE WORK.
THE EXISTING STRUCTURES BEING STABLILIZED ARE ON THE NATIONAL RECORD OF HISTORIC
PLACES AND CAREFUL ATTENTION SHALL BE TAKEN TO PROTECT THESE STRUCTURES IN PLACE
DURING CONSTRUCTION. THE REMOVAL, CUTTING, DRILLING, ETC. OF EXISTING WORK SHALL BE
PERFORMED WITH GREAT CARE AND SMALL TOOLS IN ORDER NOT TO JEOPARDIZE THE
STRUCTURAL INTEGRITY OF THE BUILDING. IF EXISTING STRUCTURAL MEMBERS THAT ARE NOT
INDICATED FOR REMOVAL INTERFERE WITH THE NEW WORK, THE GOVERNMENT SHALL BE NOTIFIED
IMMEDIATELY, AND APPROVAL OBTAINED, BEFORE REMOVAL OF THE EXISTING MEMBERS.
THE CONTRACTOR SHALL SAFELY SHORE EXISTING CONSTRUCTION WHEREVER EXISTING
SUPPORTS ARE REMOVED TO ALLOW INSTALLATION OF THE NEW WORK. THE EXISTING
CONSTRUCTION SHALL BE CONNECTED AND/OR EMBEDDED INTO THE NEW CONSTRUCTION AS
SHOWN OR SPECIFIED.
FOUNDATIONS
FOUNDATIONS CONFORM TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT
ENTITLED:"LIMITED GEOTECHNICAL EVALUATION REPORT" PUNTA GORDA LIGHT STATION
HUMBOLDT COUNTY, CALIFORNIA," PREPARED BY TERRACON, DATED FEBRUARY 2, 2021.
MAXIMUM SOIL PRESSURE = 1500 PSF DL + LL
= 2000 PSF DL + LL + LATERAL
RETAINING WALLS
EQUIVALENT FLUID PRESSURE (FOR DRAINED WALLS)
ACTIVE CONDITION (UNRESTRAINED)
LEVEL BACKFILL = 43 PCF
SURCHARGE = 0.31S PSF*
SEISMIC INCREMENT = 8H^2 PSF**
AT-REST CONDITION (RESTRAINED)
LEVEL BACKFILL = 64 PCF
SURCHARGE = 0.47S PSF*
SEISMIC INCREMENT = 8H^2 PSF**
COEFFICIENT OF FRICTION = 0.33
PASSIVE EARTH PRESSURE = 330 PCF
(IGNORE TOP 6 INCHES)
* S = LIVE LOAD SURCHARGE (PSF)
** H = HEIGHT OF RETAINED SOIL (FT)
REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL RECOMMENDATIONS NOT LISTED
BELOW. ALL SITE GRADING, EXCAVATIONS, FILLS, AND SOIL PREPARATION SHALL CONFORM TO
THE GEOTECHNICAL REPORT AND ALL WORK SHALL BE DONE UNDER THE OBSERVATION OF THE
GEOTECHNICAL ENGINEER.
THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING,
SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
PROCEDURES INCLUDING LAGGING, SHORING, AND THE PROTECTION OF ADJACENT PROPERTY,
STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL
SAFETY ORDINANCES.
45 Fremont Street, 28th Floor
San Francisco, CA 94105
415.989.1004 | kpff.com
S T R U C T U R A
L
MO
NAG
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AM
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A J
No. 3957R E
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IS
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PROFESSIONAL
EN
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IN
E
E R
AI
NROFILACFOETAT
S
S E
H P ro je c t
C h e ck ed B y
D ra w n
B y
P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
S ho rt E lli ot t H ed ric ks on , I nc
A ll
R ig ht s
R es er ve d
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GENERAL NOTES
S002
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G E N E R A L N O T E S
R ev is io n Is su e
R ev
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SHORT ELLIOTT HENDRICKSON
F
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.2 6.
ENGINEERED/COMPACTED/SELECT FILL
STRUCTURAL FILL BELOW FOOTINGS SHALL BE COMPACTED TO 90% RELATIVE COMPACTION AS
DETERMINED BY THE ASTM D1557 COMPACTION TEST METHOD AND UNDER THE OBSERVATION OF
THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL HAVE A MINIMUM DEPTH AS INDICATED
IN THE GEOTECHNICAL REPORT BENEATH ALL FOOTINGS.
SLABS ON GRADE
AT AREAS UNDER UNOCCUPIED SLABS ON GRADE, PROVIDE 4"/6" COMPACTED CALTRANS CLASS 2
AGGREGATE BASE. AGGREGATE BASE SHALL BE ROLLED TO A SMOOTH SURFACE.
BACKFILL
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND
RETAINING WALLS BEFORE THE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH.
THE CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE
FROM LATERAL LOADS UNTIL THE ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE
ATTAINED FULL STRENGTH. THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN, PERMITS, AND
INSTALLATION OF SUCH BRACING.
FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING AREA SHALL BE
MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT AND
OBSERVED BY THE GEOTECHNICAL ENGINEER OR GOVERNMENT. FLOODING WILL NOT BE
PERMITTED.
GEOTECHNICAL ENGINEER OBSERVATION LETTER
THE GEOTECHNICAL ENGINEER SHALL PREPARE A LETTER FOR THE GOVERNMENT GIVING AN
OPINION REGARDING CONFORMANCE OF THE FOOTING EXCAVATIONS,
ENGINEERED/COMPACTED/SELECT FILL COMPACTION, SUBGRADE PREPARATION, AND
BACKFILLING WITH THE REQUIREMENTS CONTAINED IN THE GEOTECHNICAL REPORT.
UNDERPINNING
THE DESIGN AND CONSTRUCTION OF UNDERPINNING AND BULK HEADING FOR EARTH RETENTION
DURING EXCAVATION SHALL BE BY AN EXPERIENCED SUBCONTRACTOR WHO SPECIALIZES IN THIS
TYPE OF WORK. UNDERPINNING, SHORING, LAGGING, ETC., SHALL BE DESIGNED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND HIRED BY THE
UNDERPINNING/BULK HEADING CONTRACTOR.
FOUNDATIONS (CONTINUED)
FOOTINGS
FOOTINGS SHALL EXTEND TO SUCH DEPTH AS TO BEAR UPON FIRM, UNDISTURBED NATIVE SOIL
OR ENGINEERED/COMPACTED/SELECT FILL. ALL ABANDONED FOOTINGS, UTILITIES, ETC. SHALL
BE REMOVED. ALL FOOTINGS SHALL BE FOUNDED AT A DEPTH AT LEAST 24" BELOW THE LOWEST
ADJACENT GRADE OR PAD GRADE/SUB GRADE/BOTTOM OF SLAB ON GRADE. FOOTING DEPTHS
SHOWN ON THE STRUCTURAL DRAWINGS ARE MINIMUM DEPTHS. FOOTINGS MAY BE POURED IN
NEAT EXCAVATED TRENCHES.
EXCAVATIONS FOR FOOTINGS SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER PRIOR TO
PLACING REINFORCING AND CONCRETE. THE CONTRACTOR SHALL NOTIFY THE GOVERNMENT
WHEN THE EXCAVATIONS ARE READY FOR OBSERVATION.
REINFORCING STEEL
REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL CONFORM TO THE
"CALIFORNIA BUILDING CODE", CHAPTER 19; THE "MANUAL OF STANDARD PRACTICE OF THE
CONCRETE REINFORCING STEEL INSTITUTE", LATEST EDITION; AND THE "BUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY", ACI 318-14; UNLESS
OTHERWISE NOTED.
ALL REBAR SHALL BE HOT-DIPPED GALVANIZED (HDG)
STANDARDS:
REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
DEFORMED BARS, #3 ASTM A615, GR 40
DEFORMED BARS, #4 AND LARGER ASTM A615, GR 60
WELDED REINFORCEMENT, WHEN SPECIFIED ASTM A706, GR 60
WELDED WIRE FABRIC, WWF (SMOOTH WIRE) ASTM A1064
SMOOTH WIRE IN WWF ASTM A1064
REINFORCING STEEL (CONTINUED)
LAP BARS 48 DIAMETERS, 24" MINIMUM, UNLESS OTHERWISE NOTED
LAP WIRE FABRIC 6" MINIMUM.
LAP CIRCULAR HOOP REINFORCEMENT 48 BAR DIAMETERS, 12" MINIMUM.
LAP SPIRAL REINFORCEMENT 2 TURNS.
FOR EPOXY COATED REINFORCING, WHEN SPECIFIED, LAP AS NOTED IN SPECIFIC DETAILS.
MECHANICAL SPLICES: WHERE NOTED ON PLANS, PROVIDE THREADED COUPLERS CAPABLE OF
DEVELOPING AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCING STEEL.
COUPLERS SHALL BE TYPE 2, AS PER ACI 318-14 SECTION 18.2.7. THREADED COUPLERS SHALL BE
AS MANUFACTURED BY ERICO COMPANY, OR APPROVED EQUAL WITH A CURRENT EVALUATION
REPORT FROM AN APPROVED SOURCE.
FORM SAVER: FORM SAVERS ARE TO BE USED WHERE NOTED ON THE DRAWINGS. IN ADDITION,
FORM SAVERS MAY BE SUBSTITUTED IN LIEU OF DOWELS AT CONSTRUCTION JOINTS. WHERE
SUBSTITUTED, CONTRACTOR TO SUBMIT FOR REVIEW PRIOR TO CONSTRUCTION. FORM SAVERS
SHALL BE CAPABLE OF DEVELOPING AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE
REINFORCING STEEL. FORM SAVERS SHALL BE TYPE 2, AS PER ACI 318-14 SECTION 18.2.7. FORM
SAVERS SHALL BE AS MANUFACTURED BY ERICO INC (IAPMO ES ER-0129) OR APPROVED EQUAL
WITH A CURRENT EVALUATION REPORT FROM AN APPROVED SOURCE.
WELDING: WHERE WELDING OF REINFORCING BARS IS APPROVED BY THE GOVERNMENT, IT
SHALL BE DONE BY AWS CERTIFIED WELDERS USING E80XX OR APPROVED ELECTRODES.
WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF THE "STRUCTURAL
WELDING CODE - REINFORCING STEEL", AWS-D1.4
CLEAR DISTANCES, STEEL TO FORMS, UNLESS NOTED OTHERWISE:
EXTERIOR WALL SURFACES, SLABS EXPOSED TO WEATHER, #5 AND
SMALLER
2-1/2"
EXTERIOR WALL SURFACES, SLABS EXPOSED TO WEATHER, #6 AND
LARGER
2-1/2"
COLUMN TIES, BEAM TIES 1-1/2"
CLEAR DISTANCE BETWEEN BARS 2"
SLABS ON ROLLED GRADE 2-1/2"
FORMED SURFACES IN CONTACT WITH EARTH 2-1/2"
UNFORMED SURFACES IN CONTACT WITH EARTH 3"
SHOP DRAWINGS SHALL BE SUBMITTED TO THE GOVERNMENT FOR REVIEW PRIOR TO
FABRICATION. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL BEAMS AND COLUMNS
SHOWING BAR AND LAP LOCATIONS. SEE SHOP DRAWING SUBMITTAL REQUIREMENTS ELSEWHERE
IN GENERAL NOTES. SUBMIT MILL CERTIFICATES FOR REINFORCING STEEL PRIOR TO REBAR
PLACEMENT.
WELDED WIRE FABRIC, WWF (SMOOTH WIRE) ASTM A1064
SMOOTH WIRE IN WWF ASTM A1064
DEFORMED WIRE FABRIC, DWF (DEFORMED BAR) ASTM A1064
DEFORMED WIRE IN DWF ASTM A1064
SPIRAL REINFORCEMENT, SMOOTH ASTM A615
SPIRAL REINFORCEMENT, DEFORMED ASTM A615
EPOXY COATED REINFORCEMENT, WHEN SPECIFIED ASTM A775 & A615
HOT-DIPPED GALVANIZED REINFORCEMENT ASTM A767
PLACING: ALL STEEL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE SO AS TO MAINTAIN
THEIR EXACT POSITION BEFORE AND DURING THE PLACEMENT OF CONCRETE. REINFORCING
STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. BARS IN BEAMS AND
SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED PLASTIC
TIPPED METAL CHAIRS, AS SPECIFIED BY CRSI MANUAL OF STANDARD PRACTICE, MSP-1.
ACCESSORIES FOR EPOXY-COATED REINFORCING, WHERE SHOWN ON PLANS, SHALL BE AS
NOTED IN THE SPECIFICATIONS. WIRE FABRIC IN SLABS SHALL BE SECURELY FASTENED TO
SUPPORTING DEVICES TO MAINTAIN THEIR POSITION DURING CONCRETE PLACEMENT.
CONCRETE WORK
FORMS SHALL BE PROPERLY CONSTRUCTED CONFORMING TO CONCRETE SURFACES AS SHOWN
ON THE DRAWINGS, SUFFICIENTLY TIGHT TO PREVENT LEAKAGE, SUFFICIENTLY STRONG, AND
BRACED TO MAINTAIN THEIR SHAPE AND ALIGNMENT UNTIL NO LONGER NEEDED TO SUPPORT
THE CONCRETE. FORMS FOR EXPOSED CONCRETE SHALL BE PLYWOOD, USING SHEETS AS
LARGE AS POSSIBLE, WITH ALL JOINTS TIGHTLY FITTED AND BLOCKED, AND SHALL PRODUCE A
FINISHED CONCRETE SURFACE WHICH IS SMOOTH, TRUE, AND FREE FROM BLEMISHES
ACCORDING TO ACCEPTED STANDARDS FOR ARCHITECTURAL CONCRETE.
FORMS AND SHORING SHALL NOT BE REMOVED UNTIL THE CONCRETE HAS ATTAINED SUFFICIENT
STRENGTH TO WITHSTAND ALL LOADS TO BE IMPOSED WITHOUT EXCESSIVE STRESS, CREEP, OR
DEFLECTION. SEE SPECIFICATIONS FOR SHORING REQUIREMENTS.
CONCRETE SHALL BE READY MIXED CONFORMING TO ASTM C94. CEMENT SHALL BE PORTLAND
CEMENT TYPE II, CONFORMING TO ASTM C150. ALL HARDROCK (H.R.) CONCRETE USED IN
SUSPENDED SLABS AND SLABS ON GRADE SHALL BE DESIGNED FOR LOW SHRINKAGE (L.S.).
ACCEPTABLE COARSE AGGREGATES FOR LOW SHRINKAGE CONCRETE INCLUDE KAISER
CLAYTON, GRANITE ROCK, LIMESTONE, SECHELT, OR ORCAS AGGREGATES. FINE AGGREGATES
ACCEPTABLE FOR LOW SHRINKAGE CONCRETE INCLUDE SECHELT, ORCAS, OR GRANITE ROCK
SANDS. ALTERNATIVE AGGREGATES MAY BE SUBMITTED PROVIDED THEY PROVIDE A CONCRETE
MIX WITH A SHRINKAGE LIMITATION OF 0.040% AFTER 28 DAYS OF DRYING. SUBMIT TEST DATA TO
THE GOVERNMENT FOR REVIEW.
USE MAXIMUM SIZE AGGREGATE AS NOTED BELOW.
USE 3/8" MAXIMUM AGGREGATE WHERE NECESSARY FOR PROPER PLACING, SUCH AS IN THIN OR
CONGESTED SECTIONS, ETC. SUPERPLASTICIZERS MAY BE USED TO IMPROVE WORKABILITY IN
THIN OR CONGESTED SECTIONS. INCORPORATE SUPERPLASTICIZERS INTO CONCRETE MIX
DESIGNS.
FLYASH SHALL CONSIST OF POZZOLANIC ADMIXTURES CONFORMING TO ASTM C618, CLASS F,
AND SHALL BE USED IN QUANTITIES NOTED BELOW. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS.
ADMIXTURES USED IN CONCRETE SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS,
SHALL BE USED IN DOSAGES RECOMMENDED BY THE MANUFACTURER, AND SHALL NOT CONTAIN
MORE CHLORIDE THAN IS FOUND IN THE MUNICIPAL DRINKING WATER SUPPLY. LIQUID VOLUME
IN ASTM C494, TYPE C ADMIXTURES SHALL BE ADDED TO WATER CONTENT AND WATER CEMENT
RATIO CALCULATIONS.
WATER REDUCERS ASTM C494, TYPE A
MID-RANGE WATER REDUCERS ASTM C494, TYPE A/F
HIGH-RANGE WATER REDUCERS ASTM C494, TYPE F
HYDRATION STABILIZERS (RETARDERS) ASTM C494, TYPE B AND D
ACCELERATORS ASTM C494, TYPE C
AIR ENTRAINING AGENTS ASTM C260
CORROSION INHIBITORS ASTM C494, TYPE C
SHRINKAGE REDUCING ADMIXTURES ASTM C494, TYPE F
VISCOSITY MODIFYING ADMIXTURES ASTM C494, TYPE S
SILICA FUME ASTM C1240
CRYSTALLINE WATERPROOFING NO ASTM STANDARD
POST-INDUSTRIAL, RECYCLED CO₂ NO ASTM STANDARD
CEMENTITIOUS MATERIAL (CM) CONTENT INCLUDES ALL CEMENT AND SUPPLEMENTAL
CEMENTITIOUS MATERIALS (SCM)
CONTRACTOR SHALL SUBMIT FOR REVIEW OF THE GOVERNMENT THE CONCRETE MIXES
PROPOSED FOR USE, DESIGNED BY THE CONCRETE SUPPLIER AND REVIEWED BY AN APPROVED
TESTING LABORATORY.
CONCRETE WORK (CONTINUED)
REFER TO ARCHITECTURAL DRAWINGS FOR DETAILS AT DOOR AND WINDOW OPENINGS, FLOOR
TYPE HINGES, ETC., AND FOR LOCATION OF SLEEVES, PIPES, AND OTHER EMBEDDED ITEMS.
OPENINGS THROUGH SLABS OR WALLS NOT SHOWN ON THE STRUCTURAL DRAWINGS WHICH
WOULD INTERRUPT REINFORCING BARS SHALL NOT BE MADE WITHOUT APPROVAL OF THE
GOVERNMENT.
DEBRIS SHOULD BE ENTIRELY REMOVED FROM FORMS PRIOR TO CONCRETE PLACEMENT.
HORIZONTAL CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON THE STRUCTURAL
DRAWINGS, AND THE HARDENED CONCRETE SURFACES SHALL BE CLEANED BY SAND-BLASTING
OR OTHER APPROVED MEANS TO EXPOSE FIRMLY EMBEDDED AGGREGATES PRIOR TO POURING
ADDITIONAL CONCRETE IN CONTACT WITH THESE SURFACES. VERTICAL CONSTRUCTION JOINTS
THROUGH BEAMS OR SLABS SHALL BE LOCATED ONLY AS SHOWN ON STRUCTURAL DRAWINGS.
45 Fremont Street, 28th Floor
San Francisco, CA 94105
415.989.1004 | kpff.com
S T R U C T U R A
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No. 3957R E
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PROFESSIONAL
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NROFILACFOETAT
S
S E
H P ro je c t
C h e ck ed B y
D ra w n
B y
P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
S ho rt E lli ot t H ed ric ks on , I nc
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GENERAL NOTES
S003
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P et ro lia
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G E N E R A L N O T E S
R ev is io n Is su e
R ev
D es cr ip tio n D at e
SHORT ELLIOTT HENDRICKSON
F
IN
A L C
ON
ST
RU
CT
IO
N
DO
CU
ME
NT
S
.2 6.
CONDUIT, WHEN EMBEDDED IN CONCRETE SLABS, SHALL BE SPACED WITH ONE CONDUIT
DIAMETER CLEAR (LARGER CONDUIT) OR 1 INCH CLEAR, WHICHEVER IS GREATER, BETWEEN
ADJACENT CONDUITS OR REBAR. CONDUIT SHALL NOT BE LOCATED DIRECTLY OVER AND
PARALLEL TO REBAR. EMBEDDED CONDUIT CAN BE TIED TO REBAR WHEN ORIENTED
PERPENDICULAR TO THEM, PROVIDED THE LOCATION OF REBAR IS NOT AFFECTED BY THE
CONDUIT. CONDUIT WITHOUT CLEARANCE NOTED ABOVE SHALL BE SUBMITTED TO THE
GOVERNMENT FOR REVIEW PRIOR TO INSTALLATION. ADDED TRIM REINFORCEMENT WILL BE
REQUIRED WHERE CLEARANCES CANNOT BE MET, SUCH AS ELECTRIC PANEL ROOMS.
SLEEVES, WHEN INSTALLED IN CONCRETE, SHALL BE SPACED WITH ONE SLEEVE DIAMETER
(LARGER SLEEVE) CLEAR BETWEEN ADJACENT SLEEVES, REBAR, OR 1 INCH, WHICHEVER IS
GREATER. SLEEVES MAY NOT TOUCH REBAR OR OTHER SUPPORT HARDWARE. PROVIDE
CLEARANCE BETWEEN SLEEVES AND REINFORCING FOR TYPICAL SLAB EDGE CONDITIONS.
ADDED TRIM REINFORCEMENT IS REQUIRED PER THE TYPICAL SLAB OPENING DETAIL WHEN
SLEEVES EXCEED 12" DIAMETER OR ARE PLACED IN GROUPS WHERE THE OUT-TO-OUT
DIMENSION EXCEEDS 12" IN ANY DIRECTION. SLEEVE PLACEMENT SHALL NOT INTERFERE WITH
THE REBAR PLACEMENT WITHOUT THE APPROVAL OF THE GOVERNMENT.
THE CONTRACTOR SHALL INFORM THE GOVERNMENT AT LEAST 3 DAYS PRIOR TO POURING ANY
STRUCTURAL CONCRETE SO THAT THE GOVERNMENT MAY HAVE THE OPPORTUNITY OF
REVIEWING THE WORK PRIOR TO CONCRETE PLACEMENT.
ALL CONCRETE EXCEPT SLABS ON GRADE 6" THICK OR LESS SHALL BE MECHANICALLY VIBRATED
SO AS TO COMPLETELY FILL THE FORMS WITHOUT CAUSING UNDUE SEGREGATION.
FOR 28 DAY STRENGTHS:
TAKE 4 6" DIAMETER X 12" LONG TEST CYLINDERS FROM EACH 150 YARDS, OR FRACTION
THEREOF, POURED IN ANY ONE DAY. CYLINDERS SHALL BE SECURED AND TESTED BY AN
INDEPENDENT TESTING AGENCY; ONE TO BE TESTED AT 7 DAYS FOR INFORMATION, TWO AT 28
DAYS FOR ACCEPTANCE, AND HOLD ONE IN RESERVE.
THE CONTRACTOR SHALL REMOVE AND REPLACE ANY CONCRETE WHICH FAILS TO ATTAIN
SPECIFIED STRENGTH IN 28 DAYS IF SO DIRECTED BY THE GOVERNMENT. ANY DEFECTS IN THE
HARDENED CONCRETE SHALL BE SATISFACTORILY REPAIRED OR THE HARDENED CONCRETE
SHALL BE REPLACED.
CONCRETE WORK (CONTINUED)
CONCRETE SHALL HAVE THE FOLLOWING CHARACTERISTICS:
CONCRETE LOCATION MAX AGGREGATE
STRENGTH
@ 28 DAYS
(PSI)
MIN
SLUMP¹
(IN)
MIN CM
CONTENT
(SACKS)
MAX WATER
CONTENT¹
(GALS)
MAX
WATER/
CEMENT
RATIO
FLYASH
CONTENT
MIN, MAX
FOOTINGS⁴ 1-1/2" HR 4000 3.5 6.0 36 0.60 20,35
LEAN CONCRETE⁴ 3/8" HR 500 6 2.0 36 0.60 0,0
SLAB ON GRADE⁴ 1"x#4 HR-LS 3000 3.5 5.0 33 0.45 15,25
WALLS/PILASTERS⁴ 1"x#4 HR 4000 3.5 6.0 35 0.55 15,25
SUSPENDED SLAB⁴ 1"x#4 HR-LS 4000 3.5 6.0 33 0.45 15,25
NOTES:
¹ SLUMP SHALL BE THE MINIMUM CONSISTENT WITH PROPER PLACING. ACHIEVE SLUMP WITH
WATER REDUCING ADMIXTURES (ASTM C-494 TYPE A, F, OR A/F) FOR DESIRED WORKABILITY.
² USE HIGH RANGE WATER REDUCING ADMIXTURE (SUPERPLASTICIZER) AS NEEDED.
³ USE WATER REDUCING ADMIXTURES OR MID-RANGE WATER REDUCING ADMIXTURES FOR
DESIRED WORKABILITY.
⁴ USE RECYCLED CARBON DIOXIDE (CO2) SOURCED FROM AN EMITTER, CHEMICALLY
MINERALIZED INTO CONCRETE MIX. USE 4.0% CO2 PER CWT CEMENT MATERIAL (NOT
CEMENTITIOUS).
STRUCTURAL STEEL AND MISCELLANEOUS IRON
STRUCTURAL STEEL AND MISCELLANEOUS METAL SHALL BE DETAILED, FABRICATED, AND ERECTED
IN ACCORDANCE WITH AISC 325. FABRICATORS AND ERECTORS SHALL BE AISC CERTIFIED.
STANDARDS:
ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS, U.N.O.
WF SHAPES A992
WT SHAPES A992
HP SHAPES A992
M AND S SHAPES A36
STEEL PIPE A53, GRADE B (Fy = 35 KSI)
HSS ROUND A500, GRADE C (Fy = 46 KSI)
HSS RECTANGULAR AND SQUARE A500, GRADE C (Fy = 50 KSI)
ANGLES, C-SHAPES, MC-SHAPES A36
OTHER STEEL PLATES AND BARS A36
UNLESS OTHERWISE SHOWN OR NOTED STIFFENER PLATES SHALL BE 3/8" THICK MINIMUM.
ALL STEEL ELEMENTS EXPOSED TO WEATHER SHALL BE GALVANIZED, GALVANIZE ACCORDING TO
ASTM A123, HOT DIP PROCESS.
ERECTION CLIPS, TEMPORARY BRACING, AND SHORING REQUIRED BY THE CONTRACTOR ARE NOT
SHOWN. CONTRACTOR SHALL COMPLY WITH ALL OSHA REQUIREMENTS.
ADDITIONAL MISCELLANEOUS METAL ITEMS SUCH AS EMBEDS, RAILINGS, AND SUPPORTS FOR
INTERIOR FINISHES MAY BE SHOWN ON DRAWINGS PREPARED BY OTHERS, SEE ARCHITECTURAL
DRAWINGS.
SHOP DRAWINGS SHALL BE SUBMITTED TO THE GOVERNMENT FOR REVIEW PRIOR TO FABRICATION
THE TESTING AGENCY SHALL SEND COPIES OF STRUCTURAL TESTING AND INSPECTION REPORTS
DIRECTLY TO THE GOVERNMENT.
BOLTED CONNECTIONS:
UNLESS OTHERWISE NOTED, ALL STEEL TO STEEL BOLTED CONNECTIONS SHALL BE BOLTED WITH
HIGH STRENGTH BOLTS PER THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR
A490 BOLTS", BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC).
1. UNLESS OTHERWISE NOTED, BOLTS IN CONNECTIONS SHALL BE BEARING TYPE WITH THREADS
EXCLUDED FROM THE SHEAR PLANE USING ASTM A325 BOLTS UNLESS SPECIFICALLY NOTED
OTHERWISE. ALL BOLTS IN BEARING TYPE CONNECTIONS MAY BE SNUG TIGHTENED PER RCSC.
2. STEEL WASHERS SHALL CONFORM TO ASTM F436 OR F959. NUTS SHALL CONFORM TO ASTM
A563.
3. UNLESS NOTED OTHERWISE, ANCHOR BOLTS AND/OR ANCHOR RODS SHALL CONFORM TO
ASTM F1554 GRADE 36.
4. OTHER BOLTED CONNECTIONS SHALL BE BOLTED WITH UNFINISHED BOLTS ACCORDING TO
ASTM A307.
WELDED CONNECTIONS:
ALL WELDED CONNECTIONS SHALL BE WELDED IN ACCORDANCE WITH THE "STRUCTURAL WELDING
CODE - STEEL (AWS-D1.1). ALL WELDING SHALL BE DONE WITH ELECTRODES HAVING A MINIMUM
TENSILE STRENGTH OF 70 KSI, UNLESS NOTED OTHERWISE. SHIELDED METAL ARC WELDING (SMAW)
ELECTRODES SHALL BE LOW-HYDROGEN TYPE. UNLESS OTHERWISE NOTED.
1. ALL WELDERS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 FOR ALL WELDS THEY WILL
BE PERFORMING.
2. THE WELD LENGTHS CALLED FOR ON THE STRUCTURAL DRAWINGS ARE THE NET EFFECTIVE
LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE
THE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360, SECTION J2.2B.
METAL STAIRS
SHOP DRAWINGS AND DESIGN CALCULATIONS SHALL BE PREPARED IN CONFORMANCE WITH CBC
REQUIREMENTS AND SIGNED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF
CALIFORNIA, AND SHALL BE SUBMITTED TO THE GOVERNMENT FOR REVIEW PRIOR TO
FABRICATION. THE REVIEW OF CALCULATIONS AND SHOP DRAWINGS BY THE GOVERNMENT SHALL
NOT RELIEVE THE CONTRACTOR OF PROVIDING STAIRS WHICH ARE OF THE REQUIRED STRENGTH
AND WITHIN CODE COMPLIANCE.
EPOXY FOR CONCRETE
EPOXY SHALL BE SET-XP AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY INC. (ICC
EVALUATION REPORT ESR-2508) OR APPROVED EQUAL WITH A CURRENT ICC REPORT. ALL DRILLED
HOLES SHALL BE SIZED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.
EXPANSION ANCHORS
EXPANSION ANCHORS SHALL BE KB-TZ AS MANUFACTURED BY HILTI, INC. (ICC EVALUATION REPORT
ESR-1917) OR APPROVED EQUAL WITH A CURRENT ICC REPORT. ALL DRILLED HOLES SHALL BE
SIZED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.
STRUCTURAL STEEL AND MISCELLANEOUS IRON (CONTINUED)
3. ALL WELDING SHALL BE PERFORMED IN CONFORMANCE WITH A WRITTEN WELDING
PROCEDURE SPECIFICATION (WPS). SUBMIT ALL WPS'S APPLICABLE TO THE PROJECT FOR
REVIEW LISTING SPECIFIC ELECTRODES TO BE USED. THE SUBMITTAL SHALL INCLUDE AN INDEX
OF ALL PROCEDURES, SHALL IDENTIFY THE ACTUAL ELECTRODE TO BE USED FOR EACH
PROCEDURE, AND SHALL INCLUDE ELECTRODE DATA SHEETS DESCRIBING THE PRODUCTS, THE
LIMITATIONS OF USE, THE RECOMMENDED WELDING PARAMETERS, AND STORAGE AND
EXPOSURE REQUIREMENTS. FOR WPS'S THAT ARE NOT PRE-QUALIFIED PER AWS D1.1, SUBMIT
PROCEDURE QUALIFICATION RECORD WITH WPS.
4. RUN-OFF TABS PER AWS D1.1 ARE REQUIRED FOR COMPLETE JOINT PENETRATION (C.J.P.)
GROOVE WELDS. ALL WELDS ARE TO BE STARTED AND COMPLETED ON THE RUN-OFF TABS AS
MUCH AS PRACTICABLE. DO NOT END WELDS AT COPE HOLE LOCATIONS. USE OF WELD DAMS IS
NOT ALLOWED.
5. THE MINIMUM PREHEAT AND INTERPASS TEMPERATURES OF AWS D.1 SECTION 3.5 MUST BE
FOLLOWED.
6. ALL C.J.P. GROOVE WELDS IN MEMBERS AND CONNECTIONS SHALL BE MADE WITH A FILLER
METAL HAVING A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT 40 DEGREES F AS
DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER'S CERTIFICATION.
7. ALL BUTT WELDS ARE COMPLETE JOINT PENETRATION WELDS.
8. COMPLETE PENETRATION WELDS AND PARTIAL PENETRATION WELDS SHALL BE EXAMINED BY
ULTRASONIC TESTING. ALL TESTING AND INSPECTION SHALL CONFORM TO CBC
REQUIREMENTS. REFER TO THE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
45 Fremont Street, 28th Floor
San Francisco, CA 94105
415.989.1004 | kpff.com
S T R U C T U R A
L
MO
NAG
M N
AM
ES
A J
No. 3957R E
G
IS
TE
RED
PROFESSIONAL
EN
G
IN
E
E R
AI
NROFILACFOETAT
S
S E
H P ro je c t
C h e ck ed B y
D ra w n
B y
P ro je ct
S ta tu s
Is su e D at e
This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.
(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.
Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.
S ho rt E lli ot t H ed ric ks on , I nc
A ll
R ig ht s
R es er ve d
C O
P Y
R
IG
H T
P#: 2000199.00
3/
/2
5:
:3
P
M
GENERAL NOTES
S004
P u n ta
G o rd a
L ig h t
S ta ti o n R e h a b il it a ti o n
P et ro lia
, C A
62 D A
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T E S D
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D M
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G E N E R A L N O T E S
R ev is io n Is su e
R ev
D es cr ip tio n D at e
SHORT ELLIOTT HENDRICKSON
F
IN
A L C
ON
ST
RU
CT
IO
N
DO
CU
ME
NT
S
.2 6.
MATERIAL SAMPLING AND TESTING
WHEN INDICATED WITH AN "X", THE FOLLOWING MATERIALS SHALL BE SAMPLED AND/OR TESTED
BY A CERTIFIED INSPECTOR FROM AN ESTABLISHED TESTING AGENCY IN ACCORDANCE WITH THE
PROJECT SPECIFICATIONS, GENERAL NOTES, OR PREVAILING BUILDING CODE, WHICHEVER IS
MORE STRINGENT. ALL MATERIAL SAMPLING AND TESTING SHALL BE PERFORMED IN
ACCORDANCE WITH ASTM REQUIREMENTS. FOR ADDITIONAL INFORMATION ON MATERIAL
SAMPLING AND TESTING, REFER TO THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL
NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING
REPORTS DIRECTLY TO THE GOVERNMENT. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT
SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE GOVERNMENT.
ITEM REQUIRED REMARKS
HELICAL PILES LOAD TEST
CONCRETE, REINFORCING
MILL CERTIFICATE IN
LIEU OF SAMPLES
CONCRETE, CYLINDERS X
STRUCTURAL STEEL, ULTRASONIC TESTING X
FOR CJP WELDS WHERE
NOTED
EXPANSION ANCHOR INSTALLATION X TORQUE TEST
EPOXY ANCHOR INSTALLATION X PULL TEST
DEFERRED APPROVALS
WHEN INDICATED WITH A "X", THE FOLLOWING ITEMS HAVE BEEN SHOWN OR INDICATED ON
STRUCTURAL OR ARCHITECTURAL DRAWINGS TO CONVEY THE DESIGN INTENT ONLY. FINAL SIZES
AND DETAILS SHALL BE DETERMINED BY THE CONTRACTOR. THE CONTRACTOR'S BID SHALL BE
BASED UPON FINAL SIZES AND DETAILS. DEFERRED APPROVAL ITEMS SHALL HAVE SHOP
DRAWINGS AND…
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