Merced College and ed2go(Gatlin) Career Training Program Listing
MERCED COLLEGE · merced college march 02, 2016 merced college softball dugout reconstruction...
Transcript of MERCED COLLEGE · merced college march 02, 2016 merced college softball dugout reconstruction...
PROJECT LOCATION
VICINITY MAP
OWNERMERCED COLLEGE3600 M STREETMERCED, CA 95348CONTACT: RON PEREZPHONE: 209.384.6135EMAIL: [email protected]
ARCHITECTLIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: BILL WEINBERGPHONE: 916.558.1900EMAIL: [email protected]
STRUCTURAL ENGINEERLIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: LUCAS JOLLYPHONE: 916.558.1900EMAIL: [email protected]
PROJECT DIRECTORY
DEMO OF EXISTING DUGOUTS, GATES AND CHAINLINK FENCE. DEMO OF (E) CONCRETE SIDE WALK ANDTO BE REPLACED IN KIND. NEW DUGOUTS, DOORS/GATES AND CHAINLINK GATE/FENCE TO BERELOCATED.
SCOPE OF PROJECT
BUILDING IDENTIFIER - WHERE OCCURS
DISCIPLINE DESIGNATOR - LEVEL 1
DISCIPLINE DESIGNATOR - LEVEL 2REPLACE DASH WHERE OCCURS
SHEET TYPE SUBSET DESIGNATOR
LEVEL/SEQUENCE DESIGNATOR
AREA IDENTIFIER - WHERE OCCURS
SHEET TYPE DESIGNATOR
C.A-123ABUNIQUE PORTION IDENTIFIER - WHERE OCCURS
SHEET TYPE DESIGNATORS
0 - GENERAL1 - PLANS2 - ELEVATIONS3 - SECTIONS4 - LARGE SCALE VIEWS5 - DETAILS6 - SCHEDULES & DIAGRAMS7 - USER DEFINED8 - USER DEFINED9 - 3D REPRESENTATIONS
DISCIPLINE DESIGNATORS - LEVEL 1
G GENERALH HAZARDOUS MATERIALSV SURVEY/MAPPINGB GEOTECHNICALC CIVILL LANDSCAPES STRUCTURALA ARCHITECTURALI INTERIORSQ EQUIPMENTF FIRE PROTECTIONP PLUMBINGD PROCESSM MECHANICALE ELECTRICALW DISTRIBUTED ENERGYT TELECOMMUNICATIONSR RESOURCEX OTHER DISCIPLINESZ CONTRACTOR/SHOP DRAWINGSO OPERATIONS
SHEET IDENTIFICATION LEGEND
ARCHITECTURAL SYMBOLS LEGEND
B3
A-501
B3
A-501
A4
A-201
D2
A-512
TOC 98'-8"
10
B3
A-301
A2
A-303
A2
A-303
ROOM NAME
101
22
NORTHPLAN
MATCH LINE
SEE XX / X-XXX
22
1
A
A-202 A2
A1
A2A4
A3
A-202
LEVEL 1
100'-0"
D2
A-512
D2
A-512
DETAIL INDICATOR - REFERENCE &DETAIL INDICATOR - ITEM
DETAIL INDICATOR - SECTION &DETAIL INDICATOR - SECTION ITEM
SECTION INDICATOR -PARTIAL BUILDING/WALL &DETAIL INDICATOR - AREA
SECTION INDICATOR - BUILDING
ELEVATION INDICATOR - EXTERIOR
ELEVATION INDICATOR - INTERIOR,SINGLE & MULTIPLE VIEW
MATCH LINE INDICATOR
REFERENCE GRID WITH REFERENCE GRID LINES
REVISION INDICATOR & REVISION CLOUD
ROOM IDENTIFIER WITH ROOM NAME &NUMBER
ELEVATION INDICATOR - LEVEL & SPOT
WINDOW OR LOUVER IDENTIFIER
KEYNOTE INDICATOR
PLAN NORTH & TRUE NORTH INDICATOR
PROJECT LOCATION
LOCATION MAP
GENERAL NOTES1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, PROPERTY LINES ETC. PRIOR TO
CONSTRUCTION.2. CONTRACTOR SHALL NOTIFY ARCHITECT WHERE CONFLICT OCCURS ON ANY OF THE CONTRACT
DRAWINGS OR DOCUMENTS. CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANYPORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL CONFLICT IS RESOLVED WITH THEAFFECTED PARTIES.
3. WHERE REQUIRED, ROOM OCCUPANCY CAPACITIES SHALL BE POSTED WITH THE REQUIREMENTS OFCALIFORNIA STATE FIRE MARSHAL & CBC 1004.3.
4. SPECIAL REQUIREMENTS:-ACCESSIBLE PATH OF TRAVEL PER SHEET GA101-FOR ACCESSIBLE PARKING SEE SHEET GA101
5. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS, INCLUDING BUT NOTLIMITED TO:
TITLE 19 CCR, PUBLIC SAFETY, STATE FIRE MARSHALL REGULATIONSTITLE 24 CCR, PART 1 - 2013 BUILDING STANDARDS ADMINISTRATIVE CODETITLE 24 CCR, PART 2 - 2013 CALIFORNIA BUILDING CODE, VOL.1 & 2 (CBC)TITLE 24 CCR, PART 3 - 2013 CALIFORNIA ELECTRICAL CODE (CEC)TITLE 24 CCR, PART 4 - 2013 CALIFORNIA MECHANICAL CODE (CMC)TITLE 24 CCR, PART 5 - 2013 CALIFORNIA PLUMBING CODE (CPC)TITLE 24 CCR, PART 6 - 2013 CALIFORNIA ENERGY CODETITLE 24 CCR, PART 9 - 2013 CALIFORNIA FIRE CODE (CFC)TITLE 24 CCR, PART 11 - 2013 CALIFORNIA GREEN BUILDING STANDARDS CODETITLE 24 CCR, PART 12 - 2013 CALIFORNIA REFERENCED STANDARDS2013 NFPA 13, INSTALLATION OF SPRINKLER SYSTEMS (CA AMENDED)2013 NFPA 14, INSTALLATION OF STANDPIPE AND HOSE SYSTEMS2013 NFPA 17, DRY CHEMICAL EXTINGUISHING SYSTEMS2013 NFPA 17A, WET CHEMICAL EXTINGUISHING SYSTEMS2013 NFPA 20, INSTALLATION OF STATIONARY PUMPS FOR FIRE PROTECTION2013 NFPA 24, INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND THEIR
APPURTENANCES2013 NFPA 25, INSPECTION, TESTING, MAINTENANCE OF WATER-BASED FIRE PROTECTION SYSTEMS (CA AMENDED)2013 NFPA 72, NATIONAL FIRE ALARM CODE (CA AMENDED)
6. CHANGES TO THE APPROVED DRAWINGS OR SPECIFICATIONS SHALL BE MADE BY ADDENDA ORCONSTRUCTION CHANGE DOCUMENTS (CCD) APPROVED BY THE DIVISION OF THE STATE ARCHITECT,AS REQUIRED BY THE SECTION 4-338 OF CALIFORNIA CODE OF REGULATIONS, TITLE 24, PART I. (CAC4-338)
7. A CLASS 2 PROJECT INSPECTOR EMPLOYED BY THE DISTRICT AND APPROVED BY THE DIVISION OF THESTATE ARCHITECT SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THEINSPECTOR ARE DEFINED IN SECTION 4-342, PART 1, TITLE 24, CCR.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 1
2:1
1:3
4 P
MI:\_
RevitL
oca
lFile
s\015441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vi
nce
nt.nie
to.r
vt
G-001
COVER SHEET
3600 M STREETMERCED, CA 95348
DSA SUBMITTAL
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGE
MARCH 02, 2016
MERCED COLLEGE SOFTBALL DUGOUT RECONSTRUCTION
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
STRUCT STRUCTURAL
SUSP CLG SUSPENDED CEILING
SV SHEET VINYL
SYMM SYMMETRICAL
SYS SYSTEM
T TREAD
T&G TONGUE & GROOVE
TEL TELEPHONE
THK THICKNESS
TMH TOP OF MANHOLE
TMPD TEMPERED
TO TOP OF
TOC TOP OF CURB
TOF TOP OF FRAME
TOJ TOP OF JOIST
TOM TOP OF MASONRY
TOP TOP OF PARAPET
TOPO TOPOGRAPHY
TOS TOP OF STEEL
TOW TOP OF WALL
TV TELEVISION
TYP TYPICAL
UC UNDER COUNTER/CABINET
UNO UNLESS NOTED OTHERWISE
UON UNLESS OTHERWISE NOTED
UR URINAL
VCT VINYL COMPOSITION TILE
VERT VERTICAL
VEST VESTIBULE
VIF VERIFY IN FIELD
VWC VINYL WALL COVERING
VWF VINYL WALL FABRIC
W/ WITH
W/O WITHOUT
WC WATER CLOSET
WD WOOD
WH WATER HEATER
WO WHERE OCCURS
WP WORKING POINT
WPM WATERPROOF MEMBRANE
WSCT WAINSCOT
WT WEIGHT
WTR WATER
WWR WELDED WIREREINFORCEMENT
MECH MECHANICAL
MEMB MEMBRANE
MFR MANFACTURER
MH MANHOLE
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING
MR MOISTURE RESISTANT
MTD MOUNTED
MTL METAL
MULL MULLION
NIC NOT IN CONTRACT
NO NUMBER
NOM NOMINAL
NTS NOT TO SCALE
O/ OVER
OC ON CENTER
OD OUTSIDE DIAMETER
OF/CI OWNER FURNISHED /CONTRACTOR INSTALLED
OFF OFFICE
OGL OBSCURE GLASS
OPH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
PAF POWER ACTUATED FASTENER
PL PROPERTY LINE; PLATE
PLAM PLASTIC LAMINATE
PLB PLUMB
PLBG PLUMBING
PLYWD PLYWOOD
PNL PANEL
PROP PROPERTY
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT PAINT; PAINT
PTN PARTITION
PV PHOTOVOLTAIC
QT QUARRY TILE
R RADIUS; RISER
RD ROOF DRAIN
REBAR REINFORCING STEEL BAR
REF REFERENCE
REF REFRIGERATOR
REINF REINFORCE / REINFORCING
REQD REQUIRED
RESIL RESILIENT
RM ROOM
RO ROUGH OPENING
RWD REDWOOD
RWL RAIN WATER LEADER
SAD SEE ARCHITECTURALDRAWINGS
SATC SUSPENDED ACOUSTICAL TILECEILING
SB SPLASH BLOCK
SC SOLID CORE
SCHED SCHEDULE
SD STORM DRAIN
SDST SELF DRIVING, SELF TAPPING
SHT SHEET
SHTHG SHEATHING
SHV SHELVING
SIM SIMILAR
SLNT SEALANT
SM SHEET METAL
SPEC SPECIFICATION
SQ SQUARE
SS SANITARY SEWER; SERVICESINK
SST STAINLESS STEEL
STD STANDARD
STL STEEL
STOR STORAGE
DIA DIAMETER
DIM DIMENSION
DS DOWNSPOUT
DSP DRY STANDPIPE
DWG DRAWING
DWR DRAWER
EA EACH
EGSB EXTERIOR GYPSUM SHEATHINGBOARD
EIFS EXTERIOR INSULATION ANDFINISH SYSTEM
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRIC / ELECTRICAL
ELEV ELEVATOR
EMER EMERGENCY
ENCL ENCLOSURE
EPB ELECTRICAL PANEL BOARD
EQ EQUAL
EQUIP EQUIPMENT
EW EACH WAY
EWC ELECTRIC WATER COOLER
EXH EXHAUST
EXST EXISTING
EXP EXPANSION
EXT EXTERIOR
FA FIRE ALARM
FB FLAT BAR
FD FLOOR DRAIN
FDTN FOUNDATION
FE FIRE EXTINGUISHER
FEC FIRE EXTINGUISHER CABINET
FIN FINISH
FLG FLOORING
FLL FLOW LINE
FLR FLOOR
FOC FACE OF CONCRETE/CURB
FOF FACE OF FINISH
FOM FACE OF MASONRY
FOS FACE OF STUD
FOW FACE OF WALL
FP FIREPROOF
FRP FIBERGLASS REINFORCEDPLASTIC
FT FEET / FOOT
FTG FOOTING
FURG FURRING
FUT FUTURE
G GROUND; NATURAL GAS
GA GAGE
GALV GALVANIZED
GB GRAB BAR
GI GALVANIZED IRON
GLU LAM GLUED LAMINATED WOOD
GYP GYPSUM
HB HOSE BIB
HC HOLLOW CORE
HDBD HARDBOARD
HDW HARDWARE
HDWD HARDWOOD
HM HOLLOW METAL
HORIZ HORIZONTAL
HR HOUR
HT HEIGHT
ID INSIDE DIAMETER
INSUL INSULATION
INT INTERIOR
JAN JANITOR
KIT KITCHEN
L ANGLE
LAB LABORATORY
LAV LAVATORY
MATL MATERIAL
MAX MAXIMUM
SEE UNITED STATES NATIONALCAD STANDARD FOR ANYABBREVIATIONS NOT LISTEDBELOW.
& AND
@ AT
(E) EXISTING
' FOOT, FEET
" INCH(ES)
# NUMBER
ALUM ALUMINUM
ARCH ARCHITECTURAL
A/C UNIT AIR CONDITIONING UNIT
A/E ARCHITECT / ENGINEER
AB ANCHOR BOLT
AC ASPHALTIC CONCRETE
ACC ACCESSIBLE
ACS DR ACCESS DOOR
ACS PNL ACCESS PANEL
ACST ACOUSTIC
AD AREA DRAIN
ADC AUTOMATIC DOOR CLOSER
ADO AUTOMATIC DOOR OPERATOR
ADDL ADDITIONAL
ADJ SHV ADJUSTABLE SHELVING
AFF ABOVE FINISHED FLOOR
AFG ABOVE FINISHED GRADE
AGGR AGGREGATE
AHU AIR HANDLING UNIT
ASSY ASSEMBLY
BD BOARD
BKG BACKING
BLDG BUILDING
BM BEAM
BM BENCHMARK
BOT BOTTOM
BTWN BETWEEN
BUR BUILT-UP ROOFING
BW BOTH WAYS
C CHANNEL
CAB CABINET
CB CATCH BASIN
CBC CALIFORNIA BUILDING CODE
CEM CEMENT
CEM PLAS CEM PLASTER
CFLG COUNTERFLASHING
CFMF COLD-FORMED METAL FRAMING
CG CORNER GUARD
CI CAST IRON
CJ CONSTRUCTION JOINT /CONTROL JOINT
CL CENTER LINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
CNTR COUNTER
CO CLEANOUT
COL COLUMN
CONC CONCRETE
CONSTR CONSTRUCTION
CONT CONTINUE / CONTINUOUS
COTG CLEANOUT TO GRADE
CP CONTROL PANEL
CPT CARPET
CRS COLD ROLLED STEEL
CSK COUNTER SUNK
CSWK CASEWORK
CT CERAMIC TILE
CTR CENTER
DBL DOUBLE
DEPT DEPARTMENT
DET DETAIL
DF DRINKING FOUNTAIN
DHM DETENTION HOLLOW METAL
LIST OF ARCHITECTURAL ABBREVIATIONS SHEET INDEX
GENERAL
G-001 COVER SHEET
GL111 SITE ACCESSIBILITY & LIFE SAFETY FLOOR PLAN
G-501 ACCESSIBILITY SITE PARKING AND DETAILS
STRUCTURAL
S-001 GENERAL NOTES
S-011 TYPICAL NOTES
S-012 TYPICAL NOTES
S-013 TYPICAL NOTES
S-111 STRUCTURAL SITE DETAILS - DUGOUT
S-531 DETAILS - TYPICAL CONCRETE
S-532 DETAILS - TYPICAL CONCRETE
S-541 DETAILS - TYPICAL MASONRY
S-561 DETAILS - TYPICAL WOOD FRAMING
ARCHITECTURAL
AS101 SITE PLAN
AD101 DEMO SITE PLAN
A-111 DUGOUT PLANS, ELEVATIONS, SECTION & DTLS
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
MARK DATE DESCRIPTION
EP
EP
EP
EP EP
EP
EPE
PE
P
EP
EP
EP
TOE
TOE
TOE
TOE
TOE
TOE
TOE
TOE
TOE
TOE
499.8
C=499.83
P=499.57P=499.58 P=499.56
P=499.56
P=499.91P=499.91
P=499.55
P=499.60
P=499.54
P=499.57
P=499.55P=499.56
P=499.61P=499.63
P=499.67 P=499.68
P=499.73 P=499.76
P=499.93
P=500.14
P=499.99
P=499.70P=499.66
P=499.79
P=499.65
P=499.65
P=499.66
P=499.66
P=499.63
P=499.63
P=499.69
P=499.71P=499.72
P=499.73
P=499.70
P=499.70
P=500.00P=500.07
P=500.04
P=500.13
P=499.60
P=499.60P=499.64
P=499.63
P=499.79
P=502.07P=502.07
P=502.02
P=501.86
W
W
W
T
EX. TRANS
EX.TRANS
GA
TEG
ATE
GATE
GA
TE
GATEGATE
GATE
GA
TE
GATE
GATE
GATE
E
E
E
E E
E
E
U
OV
ER
HA
NG
OV
ER
HA
NG
OV
ER
HA
NG
499.8
500.0
499.8500.4
499.6499.7
499.6
499.5
499.6
499.5
500.1
499.5499.3
499.5
499.3
499.7
499.7
499.7499.8
499.9
499.9
499.7
499.5
499.5
499.5
499.9499.8
500.0
499.8
500.9
501.3
500.9
499.6
499.8
499.8
499.8
500.0
501.2
500.2
499.3
499.7
499.4
500.1
499.2
498.7
499.2
501.3
500.1
500.5
501.1
501.7
500.4
499.8
500.0
500.0
499.9499.8
499.8 499.8
499.6
499.7
499.6499.8
499.8
500.0
499.8
499.7
499.8
499.9
499.6
499.8
499.6
499.7
499.7499.6
499.6
499.7
499.5
499.7
499.7
499.6
500.1
499.5
499.7
499.7
499.7
499.7
499.5
499.2
499.8
499.9
499.9
499.3
499.7
499.6
499.1
498.9
499.2 499.0
499.0
499.0
499.1
499.6
499.7
T
T
T
U
U
BUSH
BU
SH
BUSH
BUSH
BUSH
BUSH
BUSH
S
CB
MH
CB
CB CBCB
CB
AD
AD
CB
CB
CB
MH
CB
CB
CB
FDC
ICVICV
FDC
FDC
FH
ICV
ICV
W
W
ICVICV
W
GP GP
EX. BIKE RACK EX. BENCH
EX. VENDINGMACHINE
EX. BENCH
GP GP
EX. B
EN
CH
E X. B
EN
CH
EX. B
EN
CH
EX. PICNIC
BENCH
TRASH CAN
TRASH CAN
(E) RESTROOMUNDER DSAAPPL # 02-104238
MA
WA
DUGOUT 1
(E) IAC BUILDING 4'-0" MIN
4'-0
" MIN
CC
4' -0
"
C
DU
GO
UT
2
2
A-111
2
A-111
UNIVERSITY DR
(E) IAC BUILDING
(E) IACBUILDING
LEGEND
MA
MENS ACCESSIBLE RESTROOM
WA
WOMENS ACCESSIBLE RESTROOM
ACCESSIBLE PATH OF TRAVEL AS INDICATED ON PLAN IS ABARRIER FREE ACCESS ROUTE WITHOUT ANY ABRUPTCHANGES EXCEEDING 1/2" IF BEVELED AT 1:2 MAX SLOPEOR VERTICAL LEVEL CHANGES NOT EXCEEDING 1/4" MAXAND AT LEAST 48" IN WIDTH. SURFACE IS STABLE, FIRMAND SLIP RESISTANT. CROSS SLOPES DOES NOT EXEED2% AND SLOPE IN THE DIRECTION OF TRAVEL IS LESSTHAN 5%, UNLESS OTHERWISE INDICATED. ACCESSIBLEPATH OF TRAVEL SHALL BE MAINTAINED FREE OFOVERHANGING OBSTRUCTIONS TO 80" MINIMUM, ANDPROTRUDING OBJECTS GREATER THAN 4" PROJECTINGFROM WALL AND ABOVE 27" AND LESS THAN 80".ARCHITECT SHALL VERIFY THAT THERE ARE NO BARRIERSIN THE PATH OF TRAVEL.
PROPERTY LINE
APPROXIMATE LIMITS OF WORK
(E) BUILDING TO REMAIN WITH NO PLANNED SCOPE OFWORK
(E) CHAINLINK FENCING
(E) LANDSCAPE
CONCRETE
(E) AC PAVING
(E) MOVABLE BLEACHERS
GENERAL NOTES1. SEE ENLARGED PLAN SHEETS IDENTIFIED ON SHEET AS101 FOR ALL SITE SIGNAGE AND
PAVEMENT MARKINGS.
2. ALL WALK SURFACES IN PATH OF TRAVEL SHALL HAVE FLUSH TRANSITIONS TO ALLADJACENT WALK SURFACES IN PATH OF TRAVEL
3. THE POT IDENTIFIED IN THESE CONSTRUCTION DOCUMENTS IS COMPLIANT WITH THE CURRENTAPPLICABLE CALIFORNIA BUILDING CODE ACCESSIBILITY PROVISIONS FOR PATH OF TRAVELREQUIREMENTS FOR ALTERATIONS, ADDITIONS AND STRUCTURAL REPAIRS. AS PART OF THEDESIGN OF THIS PROJECT, THE POT WAS EXAMINED AND ANY ELEMENTS, COMPONENTS ORPORTIONS OF THE POT THAT WERE DETERMINED TO BE NONCOMPLIANT 1) HAVE BEEN IDENTIFIEDAND 2) THE CORRECTIVE WORK NECESSARY TO BRING THEM INTO COMPLIANCE HAS BEENINCLUDED WITHIN THE SCOPE OF THIS PROJECT'S WORK THROUGH DETAILS, DRAWINGS ANDSPECIFICATIONS INCORPORATED INTO THESE CONSTRUCTION DOCUMENTS. ANY NONCOMPLIANTELEMENTS, COMPONENTS OR PORTIONS OF THE POT THAT WILL NOW BE CORRECTED BY THISPROJECT BASED ON VALUATION THRESHOLD LIMITATIONS OR A FINDING OF UNREASONABLEHARDSHIP ARE SO INDICATED IN THESE CONSTRUCTION DOCUMENTS.
DURING CONSTRUCTION, IF POT ITEMS WITHIN THE SCOPE OF THE PROJECT REPRESENTED ASCODE COMPLIANT ARE FOUND TO BE NONCONFORMING BEYOND REASONABLE CONSTRUCTIONTOLERANCES, THEY SHALL BE BROUGHT INTO COMPLIANCE WITH THE CBC AS A PART OF THISPROJECT BY MEANS OF A CONSTRUCTION CHANGE DOCUMENT.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 1
2:1
1:3
7 P
MI:\_
RevitL
oca
lFile
s\015441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vi
nce
nt.nie
to.r
vt
GL111
SITEACCESSIBILITY &LIFE SAFETYFLOOR PLAN
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
SCALE 1" = 20'-0"1 LIFE SAFETY FLOOR PLAN
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
MARK DATE DESCRIPTION
Q2
DETECTABLE WARNINGSAE_G_0500_008
150901.
.92 "
.47 "
2.3
"-2.4
"
2.3" -2.4"
0.1
8"
TO
0.2
2"
HT
SECTION VIEW
3'-0"
MIN
SEE PLAN
NOTES:1. THE MATERIAL USED TO PROVIDE VISUAL CONTRAST SHALL BE AN INTEGRAL PART OF
THE SURFACE.2. DETECTABLE WARNING SURFACES SHALL BE YELLOW AND APPROXIMATE FS 33538 OF
FEDERAL STANDARD 595C.3. DETECTABLE WARNING SURFACES SHALL PROVIDE A 70% MIN VISUAL CONTRAST WITH
ADJACENT WALKING SURFACES. IF VISUAL CONTRAST IS NOT AVAILABLE SEE11B-705.1.1.3.2
Q2
ACCESSIBLE PARKINGPERPENDICULAR
AE_G_0500_012
150901.
12'-0" MIN 5'-0" MIN 9'-0" MIN
18'-0"
MIN
MAX3'
-0"
2'-0"
MIN
UN
OB
ST
RU
CT
ED
AR
EA
NOPARKING
12"
MIN
VAN ACCESSIBLEPARKING STALL
REGULARACCESSIBLE
PARKING STALL
4" WHITELINE
ACCESSIBLE PARKINGSIGN, FOR VAN SIGN, SEEDETAIL
ACCESSIBLE PARKINGSIGN, FOR STANDARDSTALL SIGN, SEE DETAIL
4" BLUE LINEBORDER
NOTE:2% MAX SLOPE IN ANY DIRECTION FORACCESSIBLE STALLS AND ACCESS AISLES
36" x 36"INTERNATIONALSYMBOL OFACCESSIBILITY. CL OFISA 6" MAX FROM CL OFSTALL, SIDES OF ISAPARALLEL TO STALLAND LOWER SIDEALIGNED WITH END OFPASRKING SPACELENGTH. TYP FOR ALLPARKING
4'-0" CONCRETEWHEELSTOP, TYP SEEDETAIL
EXTENT OF STALL, SEE SITEPLAN FOR ADDITIONALINFORMATION
G-501
20
G-501
15
G-501
15
WHITETEXT
6"6"
Q2
CONCRETE WHEEL STOPAE_G_0500_014
150901.
4'-0"
#6 STEEL REINF BAR16" MIN LONG
AC PAVING
ELEVATION
2'-0"
SECTION
TO FACE OF CURBOR FACE OF STUD
6"
PARKING STRIPE ORCURB, WHEREOCCURS
Q2
ACCESSIBLE DROP-OFFAE_G_0500_001
150901.
8'-0" 20'-0" 8'-0"
APPLY BAND OFTRUNCATED DOMESFULL WIDTH OFRAMP, SEE DETAIL
COARSE TEXTURE, MEDIUMBROOM FINISH, TYP AT RAMP
DNDN
PLAN
VIEW AT RAMP 1 MAX
12
FACE OF CURB
5'-0"
MIN
6"
WD
ITH
OF
SID
EW
ALK
MIN
0"
G-501
17
Q2
TYP SIGN POLE & BASE FOR EXTMOUNTED SIGNS
AE_G_0500_013150901.
SIGN
SEE PLAN FOR SPECIFIC SIGN TYPE,FOR SPECIFIC SIGNAGEINFORMATION, SEE DETAIL
1 1/2" DIA GALV STD PIPE
1" CROWN AT PAVING
EXP JOINT, TYP AT PERIMETER
CONCRETE OR PAVING
12" DIA CONCRETE FOOTING
3"
2'-9"
MIN
80"
MIN
AT
AC
CE
SS
IBLE
RO
UT
E
60"
MIN
AT
PLA
NT
ER
S
G-501
15
Q2
ACCESSIBLE PARKING SIGNAGEAE_G_0500_003
150901.
10"
MIN
1'-6"
PARKINGONLY
MINIMUMFINE $250
7" MIN
1'-0"
60"
MIN
AT
PLA
NT
ER
S
80"
MIN
CLR
PARKINGONLY
VANACCESSIBLE
UNAUTHORIZED VEHICLESPARKED IN DESIGNATED
ACCESSIBLE SPACES NOTDISPLAYING DISTINGUISHING
PLACARDS OR SPACIALLICENSE PLATES ISSUED FORPERSONS WITH DISABILITIES
WILL BE TOWED AWAY ATOWNER'S EXPENSE. TOWED
VEHICLES MAY BE RECLAIMEDAT (ADDRESS) OR BY
TELEPHONING (TELEPHONENUMBER) C.V.C. 22507.8
60"
MIN
MINIMUMFINE $250
VANACCESSIBLE
MINIMUMFINE $250
MINIMUMFINE $250
1'-5" MIN
1'-10"
MIN
2'-6"
NOTES:1. SIGNS SHALL HAVE A MINIMUM AREA OF 70 SQ INCHES2. SIGNAGE TO BE INSTALLED CENTERED AT EACH
PARKING SPACE3. GALV/ THEFT PROOF BRACKETS, STL BOLTS, NUTS &
WASHERS THROUGH SIGN AND POST4. SIGN PANEL OF 0.08" MIN ALUM SHEET, ENAMEL
PAINTED AFTER SMOOTHING WITH WHITE LETTERS,NUMBERS AND BORDER STRIPE
5. CHARACTERS TO BE WHITE ON A BLUE BACKGROUND6. ALL SIGNS TO HAVE 1/2" RADIUS AT THE CORNERS7. SIGN TO BE CENTERED AT INTERIOR END OF PARKING
STALL8. LETTERS SHALL BE 1" MINIMUM IN HEIGHT
TO BE DISPLAYED:
UNAUTHORIZED VEHICLES PARKED INDESIGNATED ACCESSIBLE SPACESNOT DISPLAYING DISTINGUISHINGPLACARDS OR SPECIAL LICENSEPLATES ISSUED FOR PERSONS WITHDISABILITIES WILL BE TOWED AWAY ATOWNER'S EXPENSE. TOWED VEHICLESMAY BE RECLAIMED AT (ADDRESS) ORBY TELEPHONING (TELEPHONENUMBER) C.V.C. 22507.8
ACCESSIBLEFREE STANDING
A B C D EVAN ACCESSIBLEFREE STANDING
AT SITE ENTRYFREE STANDING
ACCESSIBLEWALL MOUNTED
VAN ACCESSIBLEWALL MOUNTED
PARKINGONLY
PARKINGONLY
7
G-501
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 1
2:1
1:3
5 P
MI:\_
RevitL
oca
lFile
s\015441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vi
nce
nt.nie
to.r
vt
G-501
ACCESSIBILITYSITE PARKINGAND DETAILS
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
3" = 1'-0"17
1/8" = 1'-0"18
3/4" = 1'-0"20
1/8" = 1'-0"19
1/2" = 1'-0"7
1/2" = 1'-0"15
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
MARK DATE DESCRIPTION
Q2
PROJECT DIRECTORYS-_011000_N005A
150507.
OWNER
MERCED COLLEGE3600 M STREETMERCED, CA 95348CONTACT: RON PEREZPHONE: 209.384.6135EMAIL: [email protected]
ARCHITECT
LIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: BILL WEINBERGPHONE: 916.558.1900EMAIL: [email protected]
STRUCTURAL ENGINEER
LIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: LUCAS JOLLYPHONE: 916.558.1900EMAIL: [email protected]
Q2
STRUCTURAL GENERAL NOTESS-_014100_N004A
150507.
1. THE STRUCTURAL NOTES AND TYPICAL DETAILS, WHETHER SPECIFICALLY REFERENCED OR NOT,ARE GENERAL AND APPLY TO ALL CONSTRUCTION DOCUMENTS. PROVIDE ALL STRUCTURALELEMENTS INDICATED IN THE STRUCTURAL NOTES AND TYPICAL DETAILS AS REQUIRED TOCONFORM TO THE FINISHED PROJECT AS INDICATED IN OTHER CONSTRUCTION DOCUMENTS.PROVIDE ALL STRUCTURAL ELEMENTS INDICATED IN OTHER CONSTRUCTION DOCUMENTS.STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE USED IN CONJUNCTION WITH ALL OTHERCONSTRUCTION DOCUMENTS. SEE OTHER CONSTRUCTION DOCUMENTS FOR COMPLETEPROJECT REQUIREMENTS.
2. REFERENCES TO CONSTRUCTION DOCUMENTS ARE TO THE ENFORCEMENT AGENCY APPROVEDDRAWINGS AND SPECIFICATIONS FOR THIS PROJECT. SUPPLEMENTAL DOCUMENTSINCLUDING, BUT NOT LIMITED TO, ADDENDA, REVISED DRAWINGS, FIELD INSTRUCTIONS ANDMODIFICATIONS PRODUCED FOR THIS PROJECT, SHALL ALSO BE CONSIDERED ACONSTRUCTION DOCUMENT. ALL REQUIREMENTS OF THE INITIALLY APPROVEDCONSTRUCTION DOCUMENTS SHALL APPLY TO ANY SUPPLEMENTAL DOCUMENTS.
3. WHERE THE CONSTRUCTION DOCUMENTS INDICATE TO NOTIFY THE STRUCTURAL ENGINEER,SUCH NOTIFICATION SHALL BE SUBMITTED IN WRITING WITH SUFFICIENT ALLOWANCE FOR AREASONABLE TIME PERIOD FOR REVIEW, DESIGN, ENFORCEMENT AGENCY APPROVAL ASREQUIRED AND WRITTEN RESPONSE SO AS NOT TO AFFECT THE CONSTRUCTION SCHEDULE.OBTAIN WRITTEN RESPONSE BEFORE PROCEEDING WITH THE AFFECTED WORK.
4. CAREFULLY EXAMINE THE CONSTRUCTION DOCUMENTS AND NOTIFY THE STRUCTURALENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITHIN THE STRUCTURAL CONSTRUCTIONDOCUMENTS AND BETWEEN ALL OTHER CONSTRUCTION DOCUMENTS. DEVIATIONS SHALLNOT BE MADE TO THE REQUIREMENTS INDICATED IN THE STRUCTURAL CONSTRUCTIONDOCUMENTS.
5. PORTIONS OF THESE CONSTRUCTION DOCUMENTS ARE DIAGRAMMATIC ONLY. ITEMSINCLUDING, BUT NOT LIMITED TO, LOCATIONS, SIZES, QUANTITIES, ACCESSORIES ANDCONNECTIONS ARE INDICATED IN A REPRESENTATIONAL MANNER AND MAY NOT BECOMPLETELY SHOWN. PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THEPROJECT AS REPRESENTED IN THE CONSTRUCTION DOCUMENTS.
6. DIMENSIONS AND ELEVATIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY.COORDINATE WITH ALL OTHER CONSTRUCTION DOCUMENTS FOR DIMENSIONS ANDELEVATIONS NOT INDICATED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. DO NOTSCALE DRAWINGS.
7. CONSTRUCTION SHALL COMPLY WITH ALL BUILDING, HEALTH AND SAFETY STANDARDS, CODESAND REGULATIONS APPLICABLE TO THIS PROJECT. NOTHING IN THE CONSTRUCTIONDOCUMENTS SHALL BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESTANDARDS, CODES AND REGULATIONS.
8. REFERENCES TO STANDARDS, CODES AND REGULATIONS INCLUDING, BUT NOT LIMITED TO,ICC, IBC, CBC, ACI, ASTM, ASCE, ANSI, AWS, AISI, AITC AND AISC SHALL BE TO THE LATESTEDITION AS ADOPTED BY THE ENFORCEMENT AGENCY.
9. FEATURES OF CONSTRUCTION INDICATED ARE TYPICAL. WHERE FEATURES ARE NOT FULLY ORSPECIFICALLY INDICATED BY THE CONSTRUCTION DOCUMENTS, THEIR CONSTRUCTION SHALLBE AS INDICATED FOR IDENTICAL OR SIMILAR FEATURES ELSEWHERE IN THE CONSTRUCTIONDOCUMENTS. IF ANY CONDITIONS REQUIRE CONSTRUCTION DIFFERENT THAN THAT INDICATEDON THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER.
10. STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THESTRUCTURAL CONSTRUCTION DOCUMENTS. IF STRUCTURAL ELEMENTS INTERFERE WITH THEWORK INDICATED IN ANY OTHER CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURALENGINEER.
11. THE CONSTRUCTION DOCUMENTS AND THE DESIGNS INCORPORATED THEREIN, AS ANINSTRUMENT OF PROFESSIONAL SERVICE, ARE NOT TO BE USED, IN WHOLE OR IN PART, FORANY OTHER PROJECT.
12. STRUCTURAL ELEMENTS REPRESENTED IN THE CONSTRUCTION DOCUMENTS ARE INDICATEDIN THEIR COMPLETED CONFIGURATION. THE CONSTRUCTION DOCUMENTS DO NOT INDICATEMEANS, METHODS OR SEQUENCES OF CONSTRUCTION UNLESS SPECIFICALLY NOTEDOTHERWISE. PROVIDE ALL MEASURES NECESSARY AS REQUIRED FOR THE PROTECTION OF LIFEAND PROPERTY AND TO ASSURE THE CORRECT AND ACCURATE STRUCTURE GEOMETRY ANDSTABILITY DURING CONSTRUCTION. MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,PROVIDING ADEQUATE FORMING, SHORING AND BRACING. MEASURES SHALL REMAIN IN PLACEUNTIL THE STRUCTURAL ELEMENTS AND ALL OTHER STRUCTURAL ELEMENTS USED TOSUPPORT THEM HAVE BEEN COMPLETED AND HAVE ATTAINED THEIR REQUIRED DESIGNSTRENGTHS.
13. PROTECT ALL ELEMENTS, WHETHER CONCEALED OR NOT, INCLUDING, BUT NOT LIMITED TO,PROPERTIES, STRUCTURES, FINISHES, STREETS, LANDSCAPING AND UTILITIES ADJACENT TO ORON THIS SITE DURING THE CONSTRUCTION OF THIS PROJECT. SHOULD DAMAGE OCCUR TOANY ELEMENTS, THEY SHALL BE RESTORED TO THEIR ORIGINAL CONDITION AT NO ADDITIONALCOST TO THE OWNER. CONTROL ITEMS SUCH AS, BUT NOT LIMITED TO, DUST, DIRT, WATER,FUMES, SMOKE, TRASH, NOISE AND VIBRATION CREATED AS A RESULT OF ANY OPERATIONSDURING CONSTRUCTION IN CONFORMANCE WITH APPLICABLE STANDARDS, CODES ANDREGULATIONS.
14. STRUCTURAL DESIGN LOADS, STRENGTHS, CAPACITIES AND CRITERIA INDICATED ON THECONSTRUCTION DOCUMENTS ARE FOR THE COMPLETED STRUCTURE ONLY. THE USE OF ANYPART OR PARTS OF THE INCOMPLETE OR COMPLETED STRUCTURE FOR THE SUPPORT OFCONSTRUCTION ITEMS INCLUDING, BUT NOT LIMITED TO, OTHER PORTIONS OF THESTRUCTURE, PERSONNEL, MATERIALS AND EQUIPMENT IS LIMITED TO THE SAFE CAPACITY OFTHE STRUCTURE AT THE TIME IT IS TO BE USED FOR SUCH SUPPORT. PROVIDE ALL MEASURESNECESSARY AS REQUIRED TO PREVENT OVERLOADING, EXCESSIVE MOVEMENT AND DAMAGETO ANY PART OR PARTS OF THE STRUCTURE.
15. IF SUBSTITUTIONS ARE REQUESTED FOR STRUCTURAL ELEMENTS INDICATED IN THECONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER. SUBMIT DATA ANDDOCUMENTATION INCLUDING, BUT NOT LIMITED TO, COMPARATIVE QUALITY, SUITABILITY,PERFORMANCE, STRUCTURAL CAPACITY, ICC APPROVAL AND ENFORCEMENT AGENCYACCEPTABILITY SUBSTANTIATING THE COMPLETE COMPLIANCE OF EACH PROPOSEDSUBSTITUTION WITH THE CONSTRUCTION DOCUMENTS. ONLY ONE REQUEST FORSUBSTITUTION WILL BE ALLOWED FOR EACH STRUCTURAL ELEMENT. SUBSTITUTIONS WILLNOT BE CONSIDERED WHEN SUBMITTALS ARE INCOMPLETE OR ACCEPTANCE WOULD REQUIREREVISIONS TO THE CONSTRUCTION DOCUMENTS. PROVIDE OWNER REIMBURSEMENT FORSERVICES REQUIRED TO OBTAIN ENFORCEMENT AGENCY APPROVAL OF SUBSTITUTIONS.IF A PROPOSED SUBSTITUTION SUBMITTAL IS NOT COMPLETE, NOT ACCEPTABLE TO THESTRUCTURAL ENGINEER, OR NOT APPROVED BY THE ENFORCEMENT AGENCY PROVIDE THESPECIFIED ITEM AS INDICATED IN THE CONSTRUCTION DOCUMENTS. THE STRUCTURAL ENGINEERWILL BE THE SOLE JUDGE OF THE ACCEPTABILITY OF THE PROPOSED SUBSTITUTION VERSUSTHE SPECIFIED ITEM. ACCEPTANCE OF A SUBSTITUTION SHALL NOT BE CONSTRUED TO PERMITWORK NOT CONFORMING TO THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS.
16. SCHEDULES, LEGENDS, ABBREVIATIONS, TYPICAL NOTES AND TYPICAL DETAILS ON THESTRUCTURAL CONSTRUCTION DOCUMENTS MAY REFERENCE STRUCTURAL ELEMENTS ORREQUIREMENTS NOT SPECIFICALLY INDICATED OR REQUIRED ELSEWHERE IN THECONSTRUCTION DOCUMENTS.
17. THE STRUCTURAL CONSTRUCTION DOCUMENTS ARE NOT COMPLETE AND READY FORCONSTRUCTION UNTIL THEY ARE APPROVED BY THE ENFORCEMENT AGENCY AND SIGNED BYTHE STRUCTURAL ENGINEER.
Q2
STRUCTURAL DESIGN CRITERIAS-_014100_N003A
150507.
BUILDING CODE: 2013 CBC
ENFORCEMENT AGENCY: DIVISION OF THE STATE ARCHITECT (DSA)
A. VERTICAL DESIGN CRITERIA (UNLESS OTHERWISE SHOWN OR NOTED)
ROOF LIVE LOADS:- TYP ROOF AREA 20 PSF (REDUCIBLE)
B. LATERAL DESIGN CRITERIA
SEISMIC SITE CRITERIA: SS = 0.62, S1=0.27, SDS = 0.54, SD1 =0.33, SITE CLASS: D
BUILDING CRITERIA: SEISMIC: RISK CATEGORY= II IMPORTANCE FACTOR, I=1.00 SEISMIC DESIGN CATEGORY = D SEISMIC FORCE RESISTING SYSTEM:
BEARING WALL SYSTEM W/ SPECIAL REINFORCED MASONRY SHEAR WALLS RESPONSE MODIFICATION FACTOR, R = 5 SEISMIC RESPONSE COEFFICIENT, Cs=0.11 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE HORIZONTAL IRREGULARITIES: NONE VERTICAL IRREGULARITIES: NONE
WIND: ULTIMATE DESIGN WIND SPEED, V(ULT) = 110 MPH NOMINAL DESIGN WIND SPEED, V(ASD) = 85 MPH RISK CATEGORY = II WIND EXPOSURE = C GCPI = +/- 0.55 COMPONENTS AND CLADDING WIND PRESSURES TO BE DETERMINED PER ASCE 7-10
C. SOIL DESIGN CRITERIA
SOIL INFO IS BASED ON PRESUMPTIVE LOAD BEARING VALUES OF SOILS PER CBC SECTION 1806A.
SPREAD FOUNDATIONS:- ALLOWABLE BEARING PRESSURE:
DL + LL = 1500 PSFDL + LL + LATERAL = 2000 PSF
- COHESION = 130 PSF (BASED ON CONTACT AREA)
EARTH
EARTH, COMPACT FILL
EARTH, ROCK
GRAVEL, ROCK FILL
SAND, MORTAR, GROUT
CONCRETE, CAST IN PLACE
CONCRETE, PRE-CAST OR TILT UP
MASONRY, CLAY BRICK
MASONRY, CONCRETE
STEEL
ALUMINUM
WOOD BLOCKING OR SHIM
WOOD FRAMING CONTINUOUS
WOOD
Q2
MATERIAL SYMBOL LEGENDS-_011000_N006A
150507.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:2
9 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-001
GENERAL NOTES
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
STRUCTURAL SYMBOLS LEGENDSN011000-004
STRUCTURAL SHEET INDEXSN011000-001
STRUCTURAL ABBREVIATIONS LEGENDSEE UNITED STATES NATIONAL CAD STANDARD FOR ANY ABBREVIATIONS NOT LISTED BELOW.SEE BUILDING CODE FOR REFERENCED DESIGN AND MATERIALS SYMBOLS, ACRONYMS & NOTATIONS.
S-_014213_N001A
SHEET NUMBER SHEET NAMES-001 GENERAL NOTES
S-011 TYPICAL NOTES
S-012 TYPICAL NOTES
S-013 TYPICAL NOTES
S-111 STRUCTURAL SITE DETAILS - DUGOUT
S-531 DETAILS - TYPICAL CONCRETE
S-532 DETAILS - TYPICAL CONCRETE
S-541 DETAILS - TYPICAL MASONRY
S-561 DETAILS - TYPICAL WOOD FRAMING
B3
S-501
B3
S-501
A4
S-201
D2
S-512
TOC 98'-8"
B3
S-301
A2
S-303
A2
S-303
22
NORTHPLAN
MATCH LINE
SEE XX / X-XXX
22
1
A
S-202 A2
A1
A2A4
A3
S-202
LEVEL 1
100'-0"
D2
S-512
D2
S-512
PLAN NORTH & TRUE NORTH INDICATOR
DETAIL INDICATOR - REFERENCE &DETAIL INDICATOR - ITEM
DETAIL INDICATOR - SECTION &DETAIL INDICATOR - SECTION ITEM
SECTION INDICATOR -PARTIAL BUILDING/WALLDETAIL INDICATOR - AREA
SECTION INDICATOR - BUILDING
ELEVATION INDICATOR - EXTERIOR
ELEVATION INDICATOR - INTERIOR,SINGLE & MULTIPLE VIEW
MATCH LINE INDICATOR
REFERENCE GRID WITH REFERENCE GRID LINES
REVISION INDICATOR & REVISION CLOUD
ELEVATION INDICATOR - LEVEL & SPOT
KEYNOTE INDICATOR
JH JOIST HANGER
JT JOINT
L ANGLE, LONG, LENGTH
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG LONGITUDINAL
LS LAG SCREW
LWC LIGHT WEIGHT CONCRETE
MAX MAXIMUM
MB MACHINE BOLT
MC MISCELLANEOUS CHANNEL
MCJ MASONRY CONTROL JOINT
MDJ MASONRY DOWEL JOINT
MECH MECHANICAL
MEJ MASONRY EXPANSION JOINT
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MKJ MASONRY KEY JOINT
MRJ MASONRY RAKE JOINT
NA NOT APPLICABLE
NF NEAR FACE
NIC NOT IN CONTRACT
NTS NOT TO SCALE
NWC NORMAL WEIGHT CONCRETE
O/ OVER
OC ON CENTER
OD OUTSIDE DIAMETER
OPH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
OR OUTSIDE RADIUS
PAF POWER ACTUATED FASTENER
PCC PRECAST CONCRETE
PCF POUNDS PER CUBIC FOOT
PJP PARTIAL JOINT PENETRATION
PL PLATE, PROPERTY LINE
PLF POUNDS PER LINEAR FOOT
PREFAB PREFABRICATE
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PTW PRESERVATIVE TREATED WOOD
QTY QUANTITY
R RADIUS, RISER
REBAR REINFORCING STEEL BAR
REINF REINFORCE, REINFORCING
REQ REQUIRE, REQUIRED
RND ROUND
RO ROUGH OPENING
RS ROUGH SAWN
RWD REDWOOD
S SPACED, SPACING, SPLICE, STEP
SAD SEE ARCHITECTURAL DRAWINGS
SCHED SCHEDULE
SDST SELF-DRILLING SELF-TAPPING
SE STRUCTURAL ENGINEER
SECT SECTION
SFRS SEISMIC FORCE RESISTING SYSTEM
SHTHG SHEATHING
SIM SIMILAR
SJ SHRINKAGE JOINT
SL SNOW LOAD
SP STRUCTURAL PANEL
SPEC SPECIFICATION
SQ SQUARE
SST STAINLESS STEEL
STAG STAGGERED
STD STANDARD
STIF STIFFENER
STIR STIRRUP
STL STEEL
STRUCT STRUCTURAL
SYMM SYMMETRICAL
T TREAD, THICKNESS
T&B TOP & BOTTOM
T&G TONGUE & GROOVE
THK THICKNESS
THRU THROUGH
TJ TOOL JOINT
TN TOE NAIL
TOB TOP OF BEAM
TOC TOP OF CURB/CONCRETE
TOF TOP OF FRAMING/FOOTING/FLOOR
TOJ TOP OF JOIST
TOM TOP OF MASONRY
TOP TOP OF PARAPET
TOS TOP OF STEEL
TOSP TOP OF STRUCTURAL PANEL
TOT TOP OF TRUSS
TOW TOP OF WALL
TS TUBE STEEL
TYP TYPICAL
UC UNDERCUT
UNO UNLESS NOTED OTHERWISE
UON UNLESS OTHERWISE NOTED
VERT VERTICAL
VIF VERIFY IN FIELD
VR VAPOR RETARDER
W WIDE, WIDTH, WELD, W-SHAPE
W/ WITH
W/O WITHOUT
WF WIDE FLANGE
WHS WELDED HEADED STUD
WL WIND LOAD
WO WHERE OCCURS
WP WORKING POINT
WT WEIGHT, W TEE-SHAPE
WTS WELDED THREADED STUD
WWR WELDED WIRE REINFORCEMENT
XS EXTRA STRONG
XXS DOUBLE EXTRA STRONG
& AND
@ AT
(E) EXISTING
' FOOT, FEET
" INCH, INCHES
# NUMBER, POUND
A/E ARCHITECT / ENGINEER
AB ANCHOR BOLT
ABV ABOVE
ADDL ADDITIONAL
AFF ABOVE FINISHED FLOOR
AFG ABOVE FINISHED GRADE
AFS ABOVE FINISHED SLAB
ALT ALTERNATE
ALUM ALUMINUM
APPROX APPROXIMATE
ARCH ARCHITECT
ATR ALL THREAD ROD
BFF BELOW FINISH FLOOR
BKG BACKING
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BMU BRICK MASONRY UNIT
BN BOUNDARY NAIL
BOS BOTTOM OF STEEL
BOT BOTTOM
BTWN BETWEEN
C CAMBER, CHANNEL
CB CARRIAGE BOLT
CBC CALIFORNIA BUILDING CODE
CFSF COLD-FORMED STEEL FRAMING
CG CENTER OF GRAVITY
CJ CONSTRUCTION JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTER LINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECT, CONNECTION
CONT CONTINUE, CONTINUOUS
CRS COLD ROLLED STEEL
CSK COUNTER SUNK
CTR CENTER
D PENNY (NAIL), DEEP, DEPTH
DBL DOUBLE
DCW DEMAND CRITICAL WELD
DEG DEGREE
DEMO DEMOLITION
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DJ DOWEL JOINT
DL DEAD LOAD
DO DITTO, DO OVER
DOUG FIR DOUGLAS FIR
DWG DRAWING
DWL DOWEL
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRIC, ELECTRICAL
ELEV ELEVATOR
EMBED EMBEDMENT
EN EDGE NAIL
EOS EDGE OF SLAB
EQ EQUAL, EQUALLY
ES EACH SIDE
EW EACH WAY
EXT EXTERIOR
F/F FACE TO FACE
FA FRAMING ANGLE
FB FLAT BAR
FDTN FOUNDATION
FIN FINISH
FLG FLANGE
FLR FLOOR
FN FIELD NAIL
FOC FACE OF CONCRETE/CURB
FOF FACE OF FINISH
FOM FACE OF MASONRY
FOS FACE OF STUD
FOW FACE OF WALL
FRMG FRAMING
FRTW FIRE RETARDANT TREATED WOOD
FS FAR SIDE
FT FEET, FOOT
FTG FOOTING
FURG FURRING
GA GAGE
GALV GALVANIZED
GLB GLUED LAMINATED BEAM
GR GRADE
H HIGH, HEIGHT
HDR HEADER
HGR HANGER
HLDN HOLDDOWN
HORIZ HORIZONTAL
HS HIGH STRENGTH
HSB HIGH STRENGTH BOLT
HSS HOLLOW STRUCTURAL SECTION
HT HEIGHT
ICC INTERNATIONAL CODE COUNCIL
ID INSIDE DIAMETER
IJ ISOLATION JOINT
INFO INFORMATION
INT INTERIOR
IR INSIDE RADIUS
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
Q2
STRUCTURAL SUBMITTALSS-_013300_N002A
150507.
1. SUBMITTALS INCLUDE, BUT ARE NOT LIMITED TO, SHOP DRAWINGS, FABRICATION DRAWINGS,PLACEMENT DRAWINGS, CALCULATIONS, DESIGNS, TEST DATA, PRODUCT DATA, SAMPLES,CERTIFICATIONS AND REPORTS AS REQUIRED BY THE CONSTRUCTION DOCUMENTS.
2. SUBMITTALS, AS A MINIMUM, SHALL CONSIST OF TWO (2) COPIES OF EACH SHEET.
3. SUBMITTALS SHALL NOT CONTAIN NOR CONSIST OF REPRODUCTIONS OF THE CONSTRUCTIONDOCUMENTS. SUBMITTALS CONTAINING REPRODUCTIONS OF ANY PORTION OF THECONSTRUCTION DOCUMENTS ARE SUBJECT TO REJECTION.
4. EACH SUBMITTAL SHALL HAVE A COVER SHEET IDENTIFYING THE CONTENTS BY SPECIFICATIONSECTION AND LISTING EACH ITEM AND SHEET NUMBER. EACH SUBMITTAL SHALL HAVE A UNIQUEIDENTIFICATION NUMBER.
5. PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER, STAMP SUBMITTALS INDICATING THEYHAVE BEEN REVIEWED AND APPROVED FOR COMPLETENESS AND CONFORMANCE WITH THEINTENT OF THE CONSTRUCTION DOCUMENTS. SUBMITTALS THAT ARE DETERMINED TO BEINCOMPLETE, IN THE JUDGMENT OF THE STRUCTURAL ENGINEER, WILL BE RETURNED WITHOUTREVIEW SO THEY CAN BE COMPLETED. THE STRUCTURAL ENGINEER SHALL NOT BE REQUIRED TOREVIEW PARTIAL SUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVENOT BEEN RECEIVED.
6. PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER, THE OWNER'S TESTING LABORATORYSHALL STAMP THE FOLLOWING MARKED SUBMITTALS INDICATING THEY HAVE BEEN REVIEWEDAND APPROVED FOR COMPLETENESS AND CONFORMANCE WITH THE INTENT OF THECONSTRUCTION DOCUMENTS:■ CONCRETE MIX DESIGNS AND SUBSTANTIATING TEST DATA■ MASONRY GROUT MIX DESIGNS AND SUBSTANTIATING TEST DATA■ WELDING PROCEDURE SPECIFICATIONS
7. SUBMITTALS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO UTILIZATION,INSTALLATION, FABRICATION OR CONSTRUCTION OF ITEMS CONTAINED WITHIN THE SUBMITTALS.
8. SUBMITTALS SHALL BE DELIVERED TO THE STRUCTURAL ENGINEER TO ALLOW SUFFICIENT TIME,IN THE STRUCTURAL ENGINEER'S JUDGMENT, FOR A REASONABLE PERIOD FOR ADEQUATEREVIEW, ENFORCEMENT AGENCY APPROVAL AS REQUIRED AND RESPONSE SO AS NOT TOAFFECT THE CONSTRUCTION SCHEDULE. ALLOW THE STRUCTURAL ENGINEER THE GREATERSUBMITTAL REVIEW PERIOD OF: TEN (10) WORK DAYS; OR FIVE (5) WORK DAYS FOR EACH 100SHEETS, OR PORTION THEREOF, FOR EACH SUBMITTAL. SUBMITTAL REVIEW PERIOD COMMENCESTHE NEXT WORK DAY AFTER SUBMITTAL RECEIPT BY THE STRUCTURAL ENGINEER. CONCURRENTSUBMITTALS OF MULTIPLE PORTIONS OF THE SAME SUBMITTAL ITEM WILL BE REVIEWED IN THEIRENTIRETY AS ONE SUBMITTAL SUBJECT TO THE REVIEW PERIOD LIMITATION ABOVE. SCHEDULESUBMITTAL REVIEWS AND CONSTRUCTION ACCORDINGLY.
9. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER WILL INCLUDE CHECKING FOR GENERALCONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE INFORMATIONGIVEN IN THE CONSTRUCTION DOCUMENTS. IT WILL NOT INCLUDE REVIEW OF THE ACCURACY ORCOMPLETENESS OF ITEMS SUCH AS QUANTITIES, DIMENSIONS, WEIGHTS OR GAUGES,FABRICATION PROCESSES, CONSTRUCTION MEANS OR METHODS, COORDINATION WITH THEWORK OF OTHER TRADES, OR CONSTRUCTION SAFETY PRECAUTIONS. REVIEW OF A SPECIFICITEM SHALL NOT INDICATE THAT THE STRUCTURAL ENGINEER HAS REVIEWED THE ENTIREASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE STRUCTURAL ENGINEER SHALL NOT BERESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT BROUGHTTO THE STRUCTURAL ENGINEER'S ATTENTION IN WRITING.
10. SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT CHANGE ORDERS.
11. SUBMITTALS THAT WILL REQUIRE ADDITIONAL REVIEW, IN THE STRUCTURAL ENGINEER'SJUDGMENT, WILL BE MARKED "RESUBMIT". THE SUBMITTAL SHALL BE REVISED AND RESUBMITTEDFOR RE-REVIEW AND IS SUBJECT TO ALL THE REQUIREMENTS OF THE INITIAL SUBMITTAL. PROVIDEOWNER REIMBURSEMENT FOR STRUCTURAL ENGINEER COSTS INCURRED TO RE-REVIEWSUBMITTALS.
12. SUBMITTALS THAT HAVE BEEN REVIEWED AND RETURNED BY THE STRUCTURAL ENGINEER,REGARDLESS OF MARKINGS ON THE SUBMITTALS, SHALL NOT BE CONSTRUED TO PERMIT WORKNOT CONFORMING TO THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS.
13. THE MINIMUM REQUIRED STRUCTURAL SUBMITTALS INCLUDE, BUT ARE NOT LIMITED TO THEFOLLOWING MARKED ITEMS:□ PILE FABRICATION DRAWINGS AND CALCULATIONS■ CONCRETE MIX DESIGNS AND SUBSTANTIATING TEST DATA■ CONCRETE REINFORCING PLACEMENT DRAWINGS■ CONCRETE PRODUCT CERTIFICATION AND DATA SHEETS□ CONCRETE SLAB JOINT LAYOUT■ MASONRY REINFORCING PLACEMENT DRAWINGS■ MASONRY GROUT MIX DESIGNS AND SUBSTANTIATING TEST DATA■ MASONRY MORTAR MIX DESIGNS■ MASONRY PRODUCT CERTIFICATION AND DATA SHEETS■ STRUCTURAL STEEL SHOP DRAWINGS□ STEEL DECK PLACEMENT DRAWINGS AND DATA SHEETS■ WELDING PROCEDURE SPECIFICATIONS□ METAL-PLATE-CONNECTED WOOD TRUSS PLACEMENT DRAWINGS AND CALCULATIONS□ WOOD I-JOIST PLACEMENT DRAWINGS AND CALCULATIONS□ METAL WEB WOOD JOIST PLACEMENT DRAWINGS AND CALCULATIONS□ GLUED-LAMINATED TIMBER FABRICATION AND PLACEMENT DRAWINGS AND CERTIFICATIONS□ PRE-ENGINEERED LUMBER CERTIFICATIONS AND DATASHEETS□ OPEN WEB STEEL JOIST PLACEMENT DRAWINGS AND CALCULATIONS□ PRE-ENGINEERED STEEL STAIR SHOP DRAWINGS AND CALCULATIONS□ COLD-FORMED STEEL FRAMING PRODUCTS, ACCESSORIES, DATA SHEETS AND CALCULATIONS
Q2
STRUCTURAL TESTING & INSPECTIONS-_014500_N002A
150507.
1. SPECIAL INSPECTION IS DEFINED AS THE INSPECTION OF THE MATERIALS, INSTALLATION,FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRINGSPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTSAND REFERENCED STANDARDS.
2. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONSDURING CONSTRUCTION ON THE TYPES OF WORK MARKED IN THE LIST BELOW IN CONFORMANCEWITH THE ENFORCEMENT AGENCY REGULATORY REQUIREMENTS. THESE INSPECTIONS ARE INADDITION TO THE INSPECTIONS REQUIRED BY THE ENFORCEMENT AGENCY.
A. TESTING■ COMPACTED FILL■ CONCRETE■ MASONRY■ MORTAR & GROUT■ EXPANSION, EPOXY, SCREW ANCHORS□ SHOT-IN ANCHORS
B. SPECIAL INSPECTIONS■ EXCAVATION, GRADING & FILLING FOR ALL FOUNDATION WORK□ PILE DRIVING & TESTING■ PLACEMENT OF CONCRETE & REINFORCEMENT■ PLACEMENT OF MASONRY & REINFORCEMENT & DURING GROUTING OPERATIONS■ SHOP WELDS NOT DONE IN FABRICATOR'S SHOP REGISTERED & APPROVED BY THE BUILDING
OFFICIAL□ FIELD WELDING□ HIGH-STRENGTH BOLTING■ EXPANSION, EPOXY, SCREW ANCHORS□ SPRAY-APPLIED FIRE PROOFING□ SHOTCRETE□ GLU-LAM FABRICATION□ I-JOIST FABRICATION□ WELDED SHEAR STUDS
3. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATECOMPETENCE, TO THE SATISFACTION OF THE ENFORCEMENT AGENCY AND THEARCHITECT/STRUCTURAL ENGINEER, FOR THE INSPECTION OF THE PARTICULAR TYPE OFCONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
4. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALLFURNISH INSPECTION REPORTS TO THE ENFORCEMENT AGENCY, OWNER, CONTRACTOR ANDARCHITECT/STRUCTURAL ENGINEER. REPORTS SHALL INDICATE THAT WORK INSPECTED WASOR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.
5. DISCREPANCIES IN THE INSPECTED WORK SHALL BE BROUGHT TO THE IMMEDIATE ATTENTIONOF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIESSHALL BE BROUGHT TO THE ATTENTION OF THE ENFORCEMENT AGENCY, OWNER, CONTRACTORAND ARCHITECT/STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF THEWORK.
6. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANYDISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE ENFORCEMENTAGENCY, OWNER, CONTRACTOR AND ARCHITECT/STRUCTURAL ENGINEER AT THE COMPLETIONOF THE WORK INCLUDED IN THE CONSTRUCTION DOCUMENTS.
7. SCHEDULE AND COORDINATE ALL STRUCTURAL TESTS AND SPECIAL INSPECTIONS. NOTIFY THESPECIAL INSPECTOR 48 HOURS MINIMUM PRIOR TO PERFORMING ANY WORK REQUIRING THESPECIAL INSPECTOR'S PRESENCE. COORDINATE WITH THE SPECIAL INSPECTOR SO THAT THEWORK REQUIRING THE TESTS AND INSPECTIONS NOTED ABOVE IS ACCESSIBLE AND EXPOSEDFOR TESTING AND INSPECTION PURPOSES. REMOVE AND/OR REPLACE MATERIALS ASREQUIRED AT NO ADDITIONAL COST TO THE OWNER TO ALLOW TESTS AND INSPECTIONS.
Q2
STRUCTURAL OBSERVATIONS-_014500_N001A
150507.
1. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THESTRUCTURAL OBSERVER (THE STRUCTURAL ENGINEER OR OWNER'S DESIGNATEDREPRESENTATIVE) FOR GENERAL CONFORMANCE TO THE ENFORCEMENT AGENCY APPROVEDCONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OFTHE STRUCTURAL SYSTEM.
2. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THEINSPECTIONS REQUIRED BY THE ENFORCEMENT AGENCY OR BY OTHER SECTIONS OF THEBUILDING CODE. REQUIRED INSPECTIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITYFOR STRUCTURAL OBSERVATION.
3. STRUCTURAL OBSERVATION DOES NOT INCLUDE THE SUPERVISION OF CONSTRUCTION FORPROPER EXECUTION OF THE WORK SHOWN IN THE CONSTRUCTION DOCUMENTS.
4. THE FOLLOWING COMPLETED CONSTRUCTION STAGES MARKED ARE SUBJECT TO STRUCTURALOBSERVATION IF DEEMED NECESSARY DURING CONSTRUCTION BY THE STRUCTURAL OBSERVER:■ FOUNDATION EXCAVATIONS AND REINFORCEMENT PRIOR TO CONCRETE PLACEMENT■ FORMWORK CONSTRUCTION AND REINFORCEMENT PRIOR TO CONCRETE PLACEMENT□ CONCRETE TILT-UP PANEL INSTALLATION□ CONCRETE PRE-CAST ELEMENT PANEL INSTALLATION■ MASONRY INSTALLATION AND REINFORCEMENT PRIOR TO GROUT PLACEMENT□ STEEL FRAMING ERECTION□ STEEL DECK INSTALLATION AND REINFORCEMENT PRIOR TO CONCRETE FILL PLACEMENT□ STEEL DECK INSTALLATION ON FRAMING■ WOOD FRAMING ERECTION■ WOOD STRUCTURAL PANEL INSTALLATION ON FRAMING■ WOOD HARDWARE AND CONNECTOR INSTALLATION ON STRUCTURAL FRAMING□ COLD-FORMED STEEL FRAMING ERECTION□ PRE-FABRICATED STRUCTURAL ELEMENT INSTALLATION□ PRIOR TO THE CLOSING OF ANY PHASE■ STRUCTURAL SYSTEM COMPLETION
5. NOTIFY THE STRUCTURAL OBSERVER 48 HOURS MINIMUM IN ADVANCE OF THE COMPLETIONOF THE ABOVE CONSTRUCTION STAGES TO FACILITATE STRUCTURAL OBSERVATIONS BY THESTRUCTURAL OBSERVER. COORDINATE WITH THE STRUCTURAL OBSERVER SO THAT THE WORKFOR THE CONSTRUCTION STAGES NOTED ABOVE IS ACCESSIBLE AND EXPOSED FORSTRUCTURAL OBSERVATION PURPOSES. REMOVE AND/OR REPLACE MATERIALS AS REQUIREDAT NO ADDITIONAL COST TO THE OWNER TO ALLOW STRUCTURAL OBSERVATION.
6. DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOTED DURING STRUCTURALOBSERVATIONS SHALL BE CORRECTED AT NO ADDITIONAL COST TO THE OWNER.
7. PROVIDE OWNER REIMBURSEMENT FOR DESIGN PROFESSIONAL COSTS INCURRED TO CORRECTDEVIATIONS AND TO MAKE REVISIONS TO THE CONSTRUCTION DOCUMENTS, INCLUDINGOBTAINMENT OF ENFORCEMENT AGENCY APPROVAL AS REQUIRED.
8. CORRECTIVE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ENFORCEMENT AGENCYAPPROVED CONSTRUCTION DOCUMENTS AND THE BUILDING CODE.
9. AT THE COMPLETION OF THE WORK INCLUDED IN THE CONSTRUCTION DOCUMENTS, THESTRUCTURAL OBSERVER SHALL SUBMIT TO THE ENFORCEMENT AGENCY A WRITTEN STATEMENTTHAT THE STRUCTURAL OBSERVATIONS HAVE BEEN MADE AND IDENTIFY ANY REPORTEDDEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOTBEEN RESOLVED.
FOUNDATION AND EARTHWORKS-_033000_N003A
150706
1. ALL FOUNDATION AND EARTHWORK INCLUDING, BUT NOT LIMITED TO, EXCAVATION, GRADING,FILLING, SUB-GRADE PREPARATION, SOIL TREATMENT, ASSOCIATED SITE WORK, TRENCHING ANDBACKFILLING SHALL BE PERFORMED IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.
2. THE GEOTECHNICAL INFORMATION PROVIDED IS BASED UPON THE MINIMUM "PRESUMPTIVELOAD-BEARING VALUES OF SOILS" CONTAINED IN THE BUILDING CODE.
3. THE GEOTECHNICAL INFORMATION PROVIDED IS NOT A WARRANTY OF THE SITE OR SUBSURFACECONDITIONS. PRIOR TO BIDDING AND AT NO COST TO THE OWNER, SITE VISITS TO INVESTIGATEOR TO PERFORM ADDITIONAL SUBSURFACE INVESTIGATIONS MAY BE MADE TO DETERMINE THEEXISTING CONDITIONS. SUCH INVESTIGATIONS MAY BE PERFORMED ONLY UNDER TIME SCHEDULESAND ARRANGEMENTS APPROVED BY THE OWNER IN ADVANCE.
4. AN OWNER-RETAINED SPECIAL INSPECTOR/GEOTECHNICAL ENGINEER SHALL PROVIDE TESTINGAND INSPECTION SERVICES DURING ALL FOUNDATION AND EARTHWORK. PRIOR TO REQUESTINGAN ENFORCEMENT AGENCY FOUNDATION INSPECTION, OBTAIN WRITTEN DOCUMENTATION FROMTHE SPECIAL INSPECTOR/GEOTECHNICAL ENGINEER THAT THE FOUNDATION AND EARTHWORK ISIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.
5. NOTIFY THE SPECIAL INSPECTOR/GEOTECHNICAL ENGINEER 48 HOURS IN ADVANCE OF THE TIMEWHEN THE FOUNDATION EXCAVATIONS AND EARTHWORK WILL BE COMPLETE AND READY FORFORMS OR REINFORCING PLACEMENT. NO FORMS OR REINFORCING SHALL BE PLACED IN ANYFOUNDATION UNTIL THE EXCAVATION HAS BEEN INSPECTED AND APPROVED BY THE SPECIALINSPECTOR/GEOTECHNICAL ENGINEER.
6. FOUNDATIONS SHALL EXTEND INTO FIRM BEARING IN UNDISTURBED SOIL, OR WHERE REQUIRED,IN COMPACTED FILL MATERIAL OR CONTROLLED LOW-STRENGTH MATERIAL PER THECONSTRUCTION DOCUMENTS. FOUNDATION DEPTHS SHOWN ON THE CONSTRUCTIONDOCUMENTS ARE MINIMUM DEPTHS ONLY. FOUNDATION EXCAVATIONS MAY BE REQUIRED TOBE OVER-EXCAVATED TO REACH SUITABLE BEARING MATERIAL. WHERE THE SPECIALINSPECTOR/GEOTECHNICAL ENGINEER HAS DETERMINED OVER-EXCAVATION IS REQUIRED, THEREMOVED MATERIAL MAY BE REPLACED WITH COMPACTED FILL MATERIAL OR CONTROLLEDLOW-STRENGTH MATERIAL PER THE CONSTRUCTION DOCUMENTS.
7. FOUNDATIONS BELOW GRADE SHALL BE FORMED UNLESS WRITTEN DOCUMENTATION PERMITTINGUNFORMED FOOTINGS IS OBTAINED FROM THE SPECIAL INSPECTOR/GEOTECHNICAL ENGINEER.FORWARD WRITTEN DOCUMENTATION TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO THESTART OF FOUNDATION EXCAVATIONS. THE SIDES OF UNFORMED FOUNDATION EXCAVATIONSMUST BE ABLE TO STAND WITHOUT CAVING OR SLOUGHING. PROVIDE FORMS OR PROTECTIONAS REQUIRED TO PREVENT SLOUGHING OF SOIL INTO EXCAVATIONS. WHERE UNFORMEDFOUNDATIONS ARE USED, COORDINATE AND COMPLY WITH THE CONCRETE PROTECTIONREQUIREMENTS FOR REINFORCEMENT PLACED ADJACENT TO EARTH. FOUNDATIONS ABOVEGRADE SHALL BE FORMED. ALL FORMS SHALL BE REMOVED ABOVE OR BELOW GRADE, UNLESSOTHERWISE NOTED.
8. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL. THE BOTTOM SURFACE OF FOUNDATIONSIS PERMITTED TO HAVE A SLOPE NOT EXCEEDING ONE UNIT VERTICAL IN TEN UNITS HORIZONTAL.FOOTINGS SHALL BE STEPPED WHERE IT IS NECESSARY TO CHANGE THE ELEVATION OF THE TOPSURFACE OF THE FOOTING OR WHERE THE SURFACE OF THE GROUND AND/OR BOTTOM SURFACEOF THE FOOTINGS SLOPES MORE THAN ONE UNIT VERTICAL IN TEN UNITS HORIZONTAL. STEPFOOTINGS AS REQUIRED PER TYPICAL DETAILS.
9. THE TOP OF EXTERIOR FOOTINGS SHALL BE LOCATED 4 INCHES MINIMUM BELOW LOWESTADJACENT EXTERIOR FINISHED GRADE OR SURFACE, UNLESS OTHERWISE NOTED. WHEREADJACENT EXTERIOR FINISHED GRADE OR SURFACE SLOPES DOWN AND AWAY FROM THEFOUNDATION, THE TOP OF EXTERIOR FOOTINGS SHALL BE NO HIGHER THAN THE ELEVATION OFTHE FINISHED GRADE OR SURFACE LOCATED 18 INCHES FROM THE FACE OF SUCH FOOTING,UNLESS OTHERWISE NOTED. STEP FOOTINGS AS REQUIRED PER TYPICAL DETAILS TO OBTAINTHE MINIMUM DIMENSIONS REQUIRED.
10. FOUNDATION DEPTHS SHOWN ON THE CONSTRUCTION DOCUMENTS ARE MINIMUM DEPTHS ONLYAND DO NOT NECESSARILY ACCOUNT FOR ALL PIPES, CONDUITS, UTILITIES AND TRENCHESADJACENT TO OR CROSSING FOOTINGS AS REQUIRED BY ALL OTHER CONSTRUCTION DOCUMENTS.STEP FOOTINGS TO COMPLY WITH THE REQUIREMENTS OF TYPICAL DETAILS FOR PIPES ANDCONDUITS AT FOOTINGS.
11. FOR DAMP-PROOFING, WATER-PROOFING AND DRAINAGE SYSTEMS ADJACENT TO FOUNDATIONS,SEE ALL OTHER CONSTRUCTION DOCUMENTS.
12. FOUNDATION ELEMENTS SHOWN ARE INDICATED IN THEIR COMPLETED LOCATION ANDCONDITION. FILL AROUND FOUNDATION ELEMENTS SHALL BE PLACED IN LIFTS AND COMPACTEDIN A MANNER THAT DOES NOT DAMAGE OR MOVE THE FOUNDATION, WATER-PROOFING ORDAMP-PROOFING. SHORE AND ADEQUATELY SUPPORT FOUNDATION ELEMENTS WHILE PLACINGFILL UNTIL THE FOUNDATION ELEMENTS AND THEIR SUPPORTING STRUCTURAL ELEMENTS HAVEBEEN COMPLETED AND ATTAINED THEIR REQUIRED DESIGN STRENGTHS.
13. FOUNDATION EXCAVATIONS SHALL BE CLEANED OF DEBRIS, LOOSE SOIL AND STANDING WATERDURING CONSTRUCTION AND IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. PROVIDE FORDE-WATERING IF WATER IS PRESENT IN THE EXCAVATIONS DUE TO ANY SOURCE.
14. FOUNDATION EXCAVATIONS SHALL BE MADE TO THE SIZES AND SHAPES REQUIRED BY THECONSTRUCTION DOCUMENTS. NO MATERIAL IS TO BE EXCAVATED UNNECESSARILY.
15. EXTERIOR FINISHED GRADES OR SURFACES SHALL HAVE POSITIVE DRAINAGE AWAY FROMFOUNDATIONS. GROUND SURFACES WITHIN TEN FEET OF THE BUILDING FOUNDATION SHALLBE SLOPED A MINIMUM OF 5%. PAVED SURFACES WITHIN TEN FEET OF THE BUILDINGFOUNDATION SHALL BE SLOPED A MINIMUM OF 2%. PLANTERS SHALL HAVE ADEQUATESURFACE DRAINAGE TO PREVENT STANDING WATER ADJACENT TO THE FOUNDATIONS.
16. WHERE EXCAVATIONS OCCUR ADJACENT TO EXISTING STRUCTURES, PROVIDE ADEQUATEUNDERPINNING, SHORING OR SUPPORT TO PREVENT SETTLEMENT AND LATERAL MOVEMENTOF THE EXISTING FOUNDATIONS. FOUNDATIONS ADJACENT TO EXISTING FOUNDATIONS SHALLPENETRATE A MINIMUM OF THE SAME DEPTH AS EXISTING, UNLESS OTHERWISE NOTED.
17. FOUNDATION SIZES SHALL BE AS REQUIRED ON THE CONSTRUCTION DOCUMENTS. THE MINIMUMDEPTH NOTED SHALL BE BELOW THE ADJACENT UNDISTURBED GROUND SURFACE. THE MINIMUMDEPTH SHALL ALSO EXTEND BELOW THE FROST LINE OF THE LOCALITY. FOOTINGS SHALL NOTBEAR ON FROZEN SOIL.
Q2
REINFORCED CONCRETES-_033000_N002A
150630.
1. CONCRETE MATERIALS, QUALITY CONTROL AND CONSTRUCTION SHALL BE IN ACCORDANCE WITHACI 318.
2. CONCRETE SHALL BE NORMAL-WEIGHT (150 PCF) AND ATTAIN 28-DAY COMPRESSIVE STRENGTHSAS FOLLOWS:
- FOUNDATIONS - 3000 PSI (W/C = 0.50)- SLAB ON GRADE - 3000 PSI (W/C = 0.45)
3. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE II.
4. AGGREGATES SHALL CONFORM TO ASTM C33 FOR NORMAL-WEIGHT AND ASTM C330 FORLIGHTWEIGHT CONCRETE. MAXIMUM AGGREGATE SIZE USED IN MIXES SHALL BE APPROPRIATEFOR FORM AND REBAR CLEARANCES TO BE ENCOUNTERED.
5. REINFORCING STEEL SHALL CONFORM TO ASTM A706, GRADE 60, OR ASTM A615, GRADE 60.
6. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60. WELD FILLERMETAL FOR REINFORCING STEEL SHALL COMPLY WITH AWS D1.4, Fu=80 KSI. WELDING SHALLCONFORM WITH AWS D1.4.
7. WELDED WIRE REINFORCEMENT SHALL BE COMPOSED OF FLAT SHEETS AND CONFORM TOASTM A185.
8. DIMENSIONS LOCATING REINFORCING STEEL ARE TO THE FACE OF REINFORCING STEEL ANDDENOTE CLEAR COVERAGE. MINIMUM CONCRETE COVER SHALL BE AS FOLLOWS, UNO:
A. CONCRETE CAST AGAINST EARTH (EXCEPT SLAB ON GRADE) - 3"- SLAB ON GRADE - CENTER REINF IN SLAB, UNO
B. CONCRETE FORMED & EXPOSED TO EARTH OR WEATHER:- #6 THRU #18 BARS - 2"- #5 BAR, W31 OR D31 WIRE, & SMALLER - 1 1/2"
C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:- BEAMS & COLUMNS - 1 1/2"- SLABS & WALLS: #14 & #18 BARS - 1 1/2", #11 BAR & SMALLER - 3/4"
9. SPLICES IN CONTINUOUS REINFORCING SHALL BE LAPPED AS NOTED IN THE TYPICAL DETAIL, UNO.SPLICES IN ADJACENT BARS SHALL BE STAGGERED SO THERE IS NO OVERLAP. LAP SPLICES OF#14 & #18 REBAR IS NOT PERMITTED AND BARS SHALL BE CONTINUOUS ONE PIECE FOR THE FULLLENGTH SHOWN. LAP SPLICES OF REBAR IN A BUNDLE SHALL BE EQUAL TO THE LAP SPLICELENGTH REQUIRED FOR THE INDIVIDUAL BARS WITHIN THE BUNDLE MULTIPLIED BY 1.33.INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. ENTIRE BUNDLES SHALL NOTBE LAP SPLICED.
10. UNLESS DETAILED OTHERWISE: REINFORCING IN CONTINUOUS BEAMS AND SPANDRELS SHALLHAVE THE TOP BARS SPLICED AT MID-SPAN AND THE BOTTOM BARS SPLICED AT THE CENTERLINEOF SUPPORTS. REINFORCING IN CONTINUOUS SOIL-BEARING GRADE BEAMS OR FOOTINGS SHALLHAVE THE TOP BARS SPLICED AT CENTERLINE OF COLUMN SUPPORTS AND THE BOTTOM BARSSPLICED AT MID-SPAN. AT DISCONTINUOUS ENDS, THE BARS SHALL BE TERMINATED WITH ASTANDARD HOOK EXTENDED TO THE FAR FACE OF THE SUPPORT OR BEAM.
11. PROVIDE FOUNDATION DOWELS TO MATCH GRADE, QUANTITY, SIZE & SPACING OF WALL/COLUMNREINFORCEMENT. EXTEND DOWELS INTO FOOTINGS AND TERMINATE WITH A STANDARD HOOK 3"ABOVE BOTTOM OF FOOTING, UNO. PROVIDE STANDARD LAP AT DOWELS TO EACHWALL/COLUMN REBAR.
12. HOOKS SHALL BE STANDARD HOOKS, UNO.
13. ITEMS TO BE EMBEDDED IN CONCRETE, SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS,SLEEVES, ETC SHALL BE SECURELY TIED AND SUPPORTED PRIOR TO PLACING CONCRETE.
14. THE LOCATION OF SLAB ON GRADE JOINTS SHALL BE AS INDICATED ON THE DRAWINGS. SLAB ONGRADE JOINT SPACINGS ARE NOT TO EXCEED 12'-0" IN EITHER DIRECTION, UNO. SUBMITLOCATION PLAN FOR ALL PROPOSED JOINTS FOR REVIEW.
15. SURFACE OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED.IMMEDIATELY BEFORE CONCRETE IS PLACED, CONSTRUCTION JOINTS SHALL BE WETTEDAND STANDING WATER REMOVED. CONSTRUCTION JOINT SURFACES SHALL BE ROUGHENEDTO A 1/4" MINIMUM AMPLITUDE, UNO.
16. FORM 3/4" CHAMFER AT ALL EXPOSED WALL AND COLUMN EDGES AND CORNERS, UNO.
17. EXTERIOR SLABS INCLUDING SIDEWALKS SHALL BE 4" MIN THICKNESS AND HAVE6x6-W1.4xW1.4 WWR IN CENTER OF SLAB, UNO.
18. NO CONDUIT, PIPE, OR SLEEVES LARGER THAN 1" OD SHALL BE PLACED IN OR THROUGHCONCRETE BEAMS OR SLABS UNLESS SPECIFICALLY DETAILED AND APPROVED BY THESTRUCTURAL ENGINEER. CONDUIT OR PIPES 1" OD AND SMALLER SHALL BE SPACED &POSITIONED SUCH THAT THE EFFECTIVENESS OF THE REBAR IS NOT REDUCED.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
0 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-011
TYPICAL NOTES
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
Q2
ROUGH CARPENTRYS-_061100_N003A
160107.
1. SAWN LUMBER FRAMING SHALL BE INDENTIFIED BY THE GRADE MARK OF AN APPROVEDLUMBER GRADING OR INSPECTION AGENCY IN CONFORMANCE WITH DOC PS-20. EACH PIECEOF FRAMING SHALL BE IDENTIFIED BY THE GRADE MARK SIGNIFYING CONFORMANCE WITHTHE SPECIES, GRADE, SIZE AND SEASONING PROVISIONS. FRAMING LUMBER SHALL HAVE AMAXIMUM MOISTURE CONTENT OF 19% WHEN INSTALLED. FRAMING 4X AND LARGER SHALLBE FREE OF HEART CENTER. SPECIES SHALL BE DOUGLAS FIR-LARCH WITH THE FOLLOWINGMINIMUM GRADES:
2X & 3X FRAMING NO. 24X FRAMING NO. 26X AND LARGER FRAMING SELECT STRUCTURAL
2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE.PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF DOC PS-1. WOOD-BASEDSTRUCTURAL-USE PANELS SHALL CONFORM TO THE REQUIREMENTS OF DOC PS-2. EACH PANELSHALL BE IDENTIFIED FOR GRADE AND ADHESIVE BOND CLASSIFICATION TYPE BY THETRADEMARKS OF AN APPROVED TESTING AND GRADING AGENCY. EACH PANEL SHALL BEAR A"SIZED FOR SPACING" MARK. PANEL SPAN INDEX AND THICKNESS SHALL BE AS INDICATED FORTHE INSTALLED LOCATION.
3. WOOD STRUCTURAL PANELS PERMANENTLY EXPOSED IN OUTDOOR APPLICATIONS SHALLHAVE AN EXTERIOR ADHESIVE BOND CLASSIFICATION. ROOF SHEATHING PERMANENTLYEXPOSED TO THE OUTDOORS ONLY ON THE UNDERSIDE OF PROTECTED OVERHANGS ISPERMITTED TO HAVE AN EXPOSURE 1 ADHESIVE BOND CLASSIFICATION. WOOD STRUCTURALPANELS FOR ALL OTHER USES SHALL HAVE AN EXPOSURE 1 ADHESIVE BOND CLASSIFICATION,UNO.
4. PRESERVATIVE-TREATED WOOD PRODUCTS SHALL CONFORM TO THE REQUIREMENTS OFAWPA STANDARD U1. EACH PIECE SHALL BEAR AN AWPA QUALITY MARK OF AN ALSCAPPROVED INSPECTION AGENCY. CARE FOR PRODUCTS SHALL CONFORM TO THEREQUIREMENTS OF AWPA STANDARD M4. UNTREATED SURFACES EXPOSED BY DAMAGE ORFIELD FABRICATION SHALL BE FIELD TREATED. PRODUCTS SHALL HAVE A MAXIMUM MOISTURECONTENT OF 19% WHEN INSTALLED.
5. PRESERVATIVE-TREATED WOOD PRODUCTS SHALL BE USED FOR STRUCTURAL MEMBERS(ALL FRAMING AND STRUCTURAL PANELS) AT THE FOLLOWING LOCATIONS, UNO:- ALL FLOOR FRAMING AND STRUCTURAL PANELS WHEN JOISTS OR PANELS ARE LESS THAN
18", OR GIRDERS ARE LESS THAN 12" TO EXPOSED EARTH IN UNDER-FLOOR SPACESLOCATED WITHIN THE BUILDING FOUNDATION PERIMETER
- MEMBERS SUPPORTED BY EXTERIOR FOUNDATIONS AND LESS THAN 8” FROM EXPOSED EARTH- MEMBERS IN CONTACT WITH EXTERIOR OR BELOW GRADE CONCRETE OR MASONRY WALLS- MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SLABS ON GRADE OR FOOTINGS- MEMBERS SUPPORTING EXTERIOR WOOD SIDING THAT IS LESS THAN 6” FROM EXPOSED
EARTH OR LESS THAN 2” FROM HORIZONTAL CONCRETE OR MASONRY SURFACES- MEMBERS PERMANENTLY EXPOSED TO WEATHER AND NOT FULLY PROTECTED- MEMBERS IN CONTACT WITH EARTH
6. THE INSTALLATION OF FASTENERS SHALL BE IN ACCORDANCE WITH THE NATIONAL DESIGNSPECIFICATION (NDS) FOR WOOD CONSTRUCTION. THE NUMBER AND SIZE OF FASTENERSCONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN SPECIFIED IN THE BUILDING CODE,UNO. FASTENER MATERIALS SHALL COMPLY WITH THE BENDING YIELD STRENGTHS LISTED INNDS APPENDIX I. FASTENERS SHALL BE TIGHTENED ON INSTALLATION & RETIGHTENED JUSTPRIOR TO CLOSING IN.
7. FASTENERS AND WOOD CONSTRUCTION CONNECTORS (PREMANUFACTURED OR ASINDICATED) THAT ARE: PERMANENTLY EXPOSED TO WEATHER, IN CONTACT WITHPRESERVATIVE-TREATED WOOD OR IN CONTACT WITH FIRE-RETARDANT-TREATED WOODSHALL BE HOT-DIPPED, ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL. THE COATINGWEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153.FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BEOF MECHANICALLY DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS IN ACCORDANCEWITH ASTM B695, CLASS 55 MINIMUM.
8. NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667 INCLUDING THE NAILBENDING YIELD STRENGTHS OF SUPPLEMENTARY REQUIREMENT S1. NAILS SHALL BE STEELWIRE COMMON NAILS UNO, OF THE SIZE INDICATED. INSTALL NAILS SUCH THAT ENDDISTANCES, EDGE DISTANCES AND SPACINGS ARE SUFFICIENT TO PREVENT SPLITTING OF THEWOOD. PREDRILL NAIL HOLES IN WOOD MEMBERS EQUAL TO 75% OF NAIL DIAMETER WHENNECESSARY TO PREVENT SPLITTING.
9. WOOD SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.6.1. SCREWS SHALL BE MADEFROM HEAT TREATED CARBON STEEL WIRE WITH HEADS, LENGTHS AND SIZES AS INDICATED.SCREWS SHALL BE SELF DRILLING. INSTALL SCREWS SUCH THAT END DISTANCES, EDGEDISTANCES AND SPACINGS ARE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.
10. LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. LAG SCREWS SHALL HAVEHEX HEADS AND CONFORM TO THE MATERIAL REQUIREMENTS OF ASTM A307, GRADE A. LAGSCREW SHANK AND THREADS SHALL BE THE SAME FULL BODY DIAMETER SPECIFIED.
11. BOLTS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. BOLTS SHALL HAVE HEX HEADSAND CONFORM TO ASTM A307, GRADE A. PROVIDE HEX NUTS AT BOLTS THAT CONFORM TOASTM A563, GRADE A. BOLT SHANK AND THREADS SHALL BE THE SAME FULL BODY DIAMETERSPECIFIED.
12. BOLTS AND LAG SCREWS SHALL BE PROVIDED WITH A STANDARD CUT WASHER UNDER HEADSAND NUTS WHICH BEAR ON WOOD, UNO. SEE ROUGH CARPENTRY WASHER SCHEDULE FOR SIZE,OF PLATE OR MALLEABLE IRON WASHERS WHERE REQD. WHERE BOLT OR LAG SCREW SPACINGCAUSES WASHERS TO OVERLAP, PROVIDE A CONTINUOUS PLATE WASHER (ONE PIECE) THATMATCHES WIDTH, THICKNESS AND HOLE DIAMETER SHOWN IN WASHER SCHEDULE.
13. PREDRILL HOLES IN WOOD MEMBERS FOR BOLTS AND LAG SCREWS. BOLT HOLES SHALL BE1/16" LARGER THAN THE BOLT DIAMETER FOR THE FULL DEPTH OF BOLT. LAG SCREW HOLESSHALL BE THE SAME DIAMETER & DEPTH AS THE UNTHREADED LAG SCREW SHANK. PROVIDEHOLES EQUAL TO 50% OF FASTENER DIAMETER FOR THE THREADED PORTION OF LAG SCREWS.HOLES SHALL BE PERPENDICULAR, UNO, TO CONNECTED SURFACES AND ACCURATELY ALIGNEDIN MAIN MEMBERS AND SIDEPLATES. FASTENERS SHALL NOT BE FORCIBLY DRIVEN.
14. INSTALL BOLTS AND LAG SCREWS SUCH THAT END DISTANCES, EDGE DISTANCES AND SPACINGSARE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. SPACE BOLTS AND LAG SCREWS FOURDIAMETERS CENTER TO CENTER, FOUR DIAMETERS FROM WOOD EDGES, EIGHT DIAMETERSFROM WOOD ENDS AND TWO DIAMETERS FROM STEEL SIDE PLATE EDGES OR ENDS, UNO.
15. PREFABRICATED WOOD CONSTRUCTION CONNECTORS INDICATED IN THE DRAWINGS ARE PERTHE LATEST EDITION OF THE “WOOD CONSTRUCTION CONNECTORS” CATALOG BY THE SIMPSONSTRONG-TIE COMPANY INC. CONNECTORS USED MUST BE LISTED IN A CURRENT AND VALIDEVALUATION REPORT BY AN EVALUATION AGENCY RECOGNIZED BY THE ENFORCEMENT AGENCY.EACH CONNECTOR SHALL BE IDENTIFIED BY A FACTORY APPLIED MANUFACTURER’S STAMP.INSTALL CONNECTORS AND REQUIRED FASTENERS PER INSTRUCTIONS IN THE CATALOG ANDREPORTS BEFORE LOADING THE CONNECTION. USE THE SPECIFIED FASTENER TYPE, SIZE,MATERIAL, FINISH AND QUANTITY, FILLING ALL FASTENER HOLES WITHOUT OVERDRIVING ORUNDERDRIVING THE FASTENER. ONLY BEND CONNECTORS ONCE THAT ARE SPECIFICALLYDESIGNED TO BE BENT. DO NOT BEND OR MODIFY CONNECTORS UNLESS SPECIFICALLY SHOWN.
16. HANGERS SHALL BE INSTALLED AT ALL BEAMS, RAFTERS AND JOISTS THAT DO NOT BEARDIRECTLY ON A SUPPORTING WALL OR BEAM. HANGERS SHALL MATCH THE MEMBER SIZE,SLOPE AND SKEW, UNO. PROVIDE HANGERS WITH STRAIGHT OR CONCEALED FLANGES ASNECESSARY SO THAT FLANGE NAILS ARE PLACED INTO SIDE GRAIN OF CARRYING MEMBER.HANGERS AT 2X AND 3X FRAMING SHALL BE “SIMPSON” LUS AND HANGERS AT 4X ANDLARGER FRAMING SHALL BE “SIMPSON” HU-TYPE, UNO.
17. POSTS IN STUD WALLS SHALL HAVE FRAMING ANGLES EACH SIDE AT TOP AND BOTTOM TOPLATES UNO. POSTS SUPPORTING OR SUPPORTED BY BEAMS SHALL HAVE MATCHING SIZE"SIMPSON" PC OR EPC POST CAPS, UNO. POSTS BEARING ON CONCRETE SHALL HAVEMATCHING SIZE "SIMPSON" ABU POST BASE, UNO.
18. FRAMING ANGLES SHALL BE BY "SIMPSON" AND OF THE FOLLOWING MINIMUM SIZES, UNO.INSTALL “A” ANGLES WITH 8D X 1 1/2” NAILS AND “LS” ANGLES WITH 10D X 1 1/2" NAILS.
NOMINAL FRAMING DEPTH/WIDTH “SIMPSON” FRAMING ANGLE4” A34 OR LS306” A35 OR LS508” LS7010” AND 12” LS90
19. BEAMS, RAFTERS AND JOISTS SHALL BE BRACED AT ENDS AND AT POINTS OF SUPPORT TOPREVENT ROTATION AND/OR LATERAL DISPLACEMENT. BRACING SHALL BE BY 2X FULL DEPTHSOLID BLOCKING BETWEEN EACH MEMBER, BY CONNECTION TO A CONTINUOUS 2X MINIMUMFULL DEPTH SOLID BAND, RIM OR LEDGER MEMBER, OR BY PREFABRICATED FACE MOUNTHANGERS.
20. RAFTERS AND JOISTS OVER 10 INCH NOMINAL DEPTH SHALL BE BRACED BETWEEN ENDS ANDBETWEEN POINTS OF SUPPORT TO PREVENT ROTATION AND/OR LATERAL DISPLACEMENT.BRACING SHALL BE BY 2X FULL DEPTH SOLID BLOCKING BETWEEN EACH MEMBER OR BYPREFABRICATED METAL BRIDGING INSTALLED BETWEEN EACH MEMBER SPACED AT INTERVALSNOT EXCEEDING 8'-0".
21. STUD WALLS SHALL BE BRACED BY MINIMUM 2X STUD DEPTH SOLID BLOCKING BETWEENEACH STUD SPACED VERTICALLY AS FOLLOWS: AT 8'-0" OC MAXIMUM, AT EACH SP EDGEJOINT, AND AT 6'-0" OC MAXIMUM FOR WALLS WITHOUT SP OR GYPSUM BOARD APPLIED ONAT LEAST ONE FACE OF STUD.
22. HOLES REQUIRED FOR PASSING STRAPS OR HARDWARE THROUGH SP SHALL BE NEATLYDRILLED ROUND HOLES OR NEATLY SLOTTED HOLES. DO NOT OVERCUT. THE DIMENSION OFHOLES OR SLOTS SHALL NOT EXCEED THE STRAP OR HARDWARE DIMENSION BY MORE THAN1/4 INCH.
23. HOLES OR NOTCHES IN ANY MEMBERS SHALL COMPLY WITH TYPICAL DETAILS UNLESSSPECIFICALLY SHOWN OTHERWISE.
24. BLOCKING SHOWN ON THE STRUCTURAL DRAWINGS IS FOR STRUCTURAL PURPOSES ONLY.SEE ALL OTHER DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL BLOCKING REQUIRED FORFINISHES, FIRE AND DRAFT STOPS, THE ATTACHMENT OF NONSTRUCTURAL ITEMS, OR ANYOTHER REASON.
25. FRAMING MEMBERS (INCLUDING BLOCKING) SHALL BE CUT TO PROVIDE TIGHT FIT AND FULLBEARING AT ALL CONTACT SURFACES. CUT MEMBERS TO MATCH SIZE, DEPTH, SLOPE ORANGLE SHOWN WHERE SHAPED SURFACES OR NOTCHES ARE INDICATED. DO NOT OVERCUT.
WASHER SCHEDULE FOR BOLTS & LAG SCREWS IN WOOD
1/2"
5/8"
3/4"
7/8"
1"
BOLT OR LAG DIA
.229" x 3" SQ W/ 11/16" DIA HOLE
.229" x 3" SQ W/ 13/16" DIA HOLE
5/16" x 3" SQ W/ 15/16" DIA HOLE
3/8" x 3 1/2" SQ W/ 1 1/16" DIA HOLE
.229" x 3" SQ W/ 9/16" DIA HOLE
STEEL PLATE WASHERSIZE & HOLE DIA AT CL
1/4" x 2 1/2" DIA
MALLEABLE IRON WASHER(ASTM A47)
5/16" x 2 3/4" DIA
7/16" x 3" DIA
7/16" x 3 1/2" DIA
1/2" x 4" DIA
Q2
CARPENTRY NAILING SCHEDULES-_061100_N004A
150507.
NAILING SCHEDULE (UNO)
CONNECTION / MEMBERS FASTENING LOCATION
JOISTS, RAFTERS, TIES, STRUTS, BRACES
LAPS TO SIDES OF OTHER MEMBERSFOR EACH 2" OF THE DEEPEST MEMBER DEPTH (1) 16D FACE NAIL
TO PERPENDICULAR BEARINGSFOR EACH 2" OF BEARING LENGTH (2) 8D TOE NAIL STAG
TO PARALLEL BEARINGS 8D @ 6" OC TOE NAIL STAG
DOUBLE MEMBERSFOR EACH 4" OF MEMBER DEPTH (1) 16D @ 16" OC FACE NAIL
TO RIMS, BANDS, HIPS, OR RIDGESTO 2x - FOR EACH 2" OF MEMBER DEPTH (1) 16D END NAILTO 3x OR GREATER - FOR EA 2" OF MEMBER DEPTH (2) 8D TOE NAIL STAG
DOUBLE TOP PLATES
UPPER TO LOWER PLATEFOR EACH 2" OF PLATE WIDTH (1) 16D @ 16" OC FACE NAILAT EA LAP SPLICE (8) 16D FACE NAILAT INTERSECTIONS - FOR EA 2" OF PLATE WIDTH (1) 16D FACE NAIL
STUDS
TO TOP PLATES, SILL & SOLE PLATES OR BEAMSTO 2x - FOR EA 2" OF STUD WIDTH (1) 16D END NAILTO 3x OR GREATER - FOR EACH 2" OF STUD WIDTH (2) 8D TOE NAIL STAG
DOUBLE STUDS OR STUD LAP TO POSTFOR EACH 4" OF STUD WIDTH (1) 16D @ 16" OC FACE NAIL
SILL & SOLE PLATES
TO PERPENDICULAR FRAMING OR BLOCKINGFOR EACH 2" OF PLATE WIDTH (1) 16D FACE NAIL
TO PARALLEL FRAMING OR BLOCKING 16D @ 6" OC FACE NAIL
BLOCKING
TO SIDES OF JOIST, RAFTERS OR STUDSFOR EACH 4" OF BLOCKING DEPTH/WIDTH (2) 8D TOE NAIL STAG
TO PERPENDICULAR BEARINGSFOR EACH 2" OF BEARING LENGTH (2) 8D TOE NAIL STAG
TO PARALLEL BEARINGS 8D @ 6" OC TOE NAIL STAG((3) MIN)
LEDGERS
TO STUDS - FOR EA 2" OF LEDGER DEPTH (1) 16D FACE NAIL
TO PARALLEL BLOCKING OR FRAMING 16D @ 6" OC FACE NAIL
BEAMS 4x AND LARGER
TO KING STUD - FOR EA 2" OF BEAM DEPTH (2) 16D END NAIL
TO BEARINGS - FOR EACH 2" OF BEARING LENGTH (2) 16D TOE NAIL STAG
POSTS 4x AND LARGER
TO TOP PLATES, SILL & SOLE PLATES OR BEAMSTO 2x - FOR EACH 2" OF POST WIDTH (2) 16D END NAILTO 3x OR GREATER - FOR EACH 2" OF POST WIDTH (2) 16D TOE NAIL STAG
NOTES: CONDITIONS SHOWN ARE FOR COMMON NAILS AT 2X FRAMING, UNO. WHERE 3x FRAMINGOCCURS USE 40D BOX NAILS INSTEAD OF 16D COMMONS AT NOTED FACE NAIL CONNECTIONS.
Q2
ROUGH CARPENTRY BOLTINGS-_061100_N002A
150507.
1. FABRICATION OF STEEL SHALL BE IN ACCORDANCE WITH AISC SPECIFICATION.
2. STEEL SHALL CONFORM TO THE FOLLOWING, UNO ON PLANS:STEEL PRODUCT ASTM SPECIFICATION, UNO COMMENTSANGLES A36 Fy=36ksiPLATES & BARS A36 UNO Fy=36ksiBOLTS A307, GRADE A, HEX Fu=60ksiWASHERS F844PLATE WASHERS A36 Fy=36ksiNUTS FOR BOLTS & RODS A563, GRADE A, HEXANCHOR BOLTS & RODS F1554, CLASS 2A, S1, S3
(HEADED OR THREADED GRADE 36 TYP, UNO Fy=36ksiAND NUTTED) GRADE 55, S4 Fy=55ksi
GRADE 105, S5 Fy=105ksiPIPES A53, GRADE B Fy=35ksi
3. ALL EXPOSED EXTERIOR STEEL & FASTENERS SHALL BE GALVANIZED, UNO.
4. NO BOLTS WITH UPSET THREADS ARE ALLOWED FOR ANY APPLICATION. BOTH SHANK & THREADSSHALL BE THE SAME FULL DIA SPECIFIED.
1. MASONRY WORK, MATERIALS, CONSTRUCTION, AND QUALITY SHALL COMPLY WITH THEREQUIREMENTS OF THE BUILDING CODE, TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6.
2. COMPLETED MASONRY ASSEMBLIES SHALL ATTAIN A 28 DAY COMPRESSIVE STRENGTH (F’M) OF1,500 PSI MINIMUM. COMPRESSIVE STRENGTH SHALL BE VERIFIED BY THE UNIT STRENGTHMETHOD.
3A. HOLLOW AND SOLID CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH AMAXIMUM OVEN DRY DENSITY OF 135 PCF. UNITS SHALL HAVE A NET AREA COMPRESSIVESTRENGTH OF 1900 PSI MINIMUM.
4. MORTAR SHALL CONFORM TO ASTM C270-TYPE S.
5. MASONRY UNITS AND MORTAR SHALL CONFORM TO THE COLOR AND STYLE SPECIFIED BYARCHITECT.
6. GROUT SHALL CONFORM TO ASTM C476 OR BE PROPORTIONED TO ATTAIN A 28 DAYCOMPRESSIVE STRENGTH OF 2,000 PSI MINIMUM AS TESTED PER ASTM C1019. THOROUGHLYMIX GROUT MATERIALS AND WATER TO PROVIDE ADEQUATE FLUIDITY FOR PLACEMENT WITHOUTSEGREGATION OR SEPARATION. MIX GROUT TO A CONSISTENCY THAT HAS A SLUMP BETWEEN 8AND 11 INCHES. GROUT PROVIDED FOR POURS OVER 5’-4” IN HEIGHT SHALL CONTAIN ANADMIXTURE OF THE TYPE THAT REDUCES EARLY WATER LOSS TO THE MASONRY UNITS ANDPRODUCES AN EXPANSIVE ACTION IN THE PLASTIC GROUT SUFFICIENT TO OFFSET INITIALSHRINKAGE AND PROMOTE BONDING OF THE GROUT TO ALL INTERIOR SURFACES OF THEMASONRY UNITS.
7. ADDITIVES AND ADMIXTURES SHALL NOT BE USED FOR MORTAR OR GROUT UNLESS ACCEPTABLETO THE ENFORCEMENT AGENCY. ADDITIVES AND ADMIXTURES SHALL BE USED IN ACCORDANCEWITH MANUFACTURER’S INSTRUCTIONS AND EVALUATION REPORTS. EVALUATION REPORTSSHALL HAVE A CURRENT AND VALID LISTING ISSUED BY AN ACCEPTABLE EVALUATION AGENCY.ANTI-FREEZE OR AIR ENTRAINMENT SUBSTANCES SHALL NOT BE USED.
8. REINFORCING BARS SHALL CONFORM TO ASTM A615-GRADE 60 OR ASTM A706-GRADE 60. THEACTUAL YIELD STRENGTH BASED ON MILL TESTS SHALL NOT EXCEED 1.3 TIMES THE SPECIFIEDYIELD STRENGTH.
9. JOINT REINFORCEMENT SHALL CONFORM TO ASTM A951.
10. WIRE TIES/ANCHORS SHALL CONFORM TO ASTM A82.
11. SHEET METAL ANCHORS/TIES SHALL CONFORM TO ASTM A1008.
12. JOINT REINFORCEMENT, WIRE TIES/ANCHORS, AND SHEET METAL ANCHORS/TIES SHALL BEHOT-DIP GALVANIZED TO CONFORM TO ASTM A153.
13. ANCHOR BOLTS SHALL HAVE HEX HEADS AND CONFORM TO ASTM A307-GRADE A OR ASTMF1554-GRADE 36. ANCHOR RODS SHALL CONFORM TO ASTM F1554-GRADE 36 OR ASTM A36 WITHTHREADED ENDS AND DOUBLE NUTS AT THE ANCHORED END. NUTS FOR BOLTS OR RODS SHALLCONFORM TO ASTM A563-GRADE A-HEX.
14. ROUGHEN CONCRETE BEARING SURFACES BY EXPOSING CLEAN AGGREGATE SOLIDLYEMBEDDED IN THE CEMENT MATRIX. BEFORE PLACING MASONRY UNITS CLEAN BEARINGSURFACES AND HORIZONTAL CONSTRUCTION JOINTS OF ALL LOOSE MATERIAL, DEBRIS ANDMORTAR DROPPINGS.
15. HOLLOW-UNIT MASONRY SHALL BE BUILT TO MAINTAIN THE CLEAR AND UNOBSTRUCTEDCONTINUITY OF THE VERTICAL AND HORIZONTAL CELLS TO BE GROUTED. USE TWO-CORE SINGLEOPEN END UNITS ARRANGED SO THAT CLOSED ENDS OF ADJACENT UNITS DO NOT ABUT UNO.WHERE STACK BOND PATTERN IS NOTED, USE TWO-CORE DOUBLE OPEN END UNITS.
16. MULTI-WYTHE MASONRY SHALL BE BUILT WITH SOLID UNITS IN THE OUTER WYTHES TO MAINTAINTHE CLEAR AND UNOBSTRUCTED CONTINUITY OF THE SPACE TO BE GROUTED. THE TWO WYTHESSHALL BE BONDED TOGETHER WITH NO 9 WIRE RECTANGULAR WALL TIES 4" WIDE BY LENGTHEQUAL TO 2" LESS THAN OVERALL WALL THICKNESS. KINKS, WATER DRIPS, OR DEFORMATIONSARE NOT PERMITTED IN THE WALL TIES.
17. CONSTRUCT MASONRY IN RUNNING BOND PATTERN UNO. MAINTAIN BOND PATTERNS ATCORNERS, INTERSECTIONS AND SURFACES USING FULL UNITS. PROVIDE SPECIALTY OR CUTMASONRY UNITS WHEN REQUIRED. GROUTED SPACES SHALL NOT BE VISIBLE AT EXPOSEDMASONRY SURFACES. TOOTHING OF MASONRY WALLS IS PROHIBITED. RAKING IS TO BE HELD TOA MINIMUM.
18. PLACE UNITS AND MORTAR TO PROVIDE CONSISTENT THICKNESS BED AND HEAD JOINTS UNO.TOOL MORTAR JOINTS CONCAVE UNO. REMOVE MORTAR PROTRUSIONS EXTENDING MORE THAN1/4” INTO GROUTED SPACES. DURING PLACEMENT, REMOVE MORTAR DROPPINGS FROMHORIZONTAL CONSTRUCTION JOINTS, INTERIOR MASONRY SURFACES AND REINFORCING STEEL.
19. PLACE MORTAR AND MASONRY UNITS TO SOLIDLY FILL JOINTS AS FOLLOWS: BED JOINTS ATHOLLOW-UNIT FACE SHELLS, END WEBS, AND FULL HEIGHT CROSS WEBS; HEAD AND ENDJOINTS AT OPEN ENDS OF HOLLOW-UNITS FOR A MINIMUM DISTANCE FROM EACH FACE EQUAL TOTHE FACE SHELL THICKNESS OF THE UNIT; HEAD AND END JOINTS AT CLOSED ENDS OFHOLLOW-UNITS; JOINT LOCATIONS NECESSARY TO CONFINE GROUT; BED, HEAD AND 3/4" OR LESSCOLLAR JOINTS AT SOLID UNITS.
20. PLACE JOINT REINFORCEMENT SO THAT LONGITUDINAL WIRES ARE EMBEDDED IN MORTARJOINTS WITH MINIMUM 6” LAP SPLICES. STAGGER ADJACENT LAP SPLICES WITH NO OVERLAP.PROVIDE MINIMUM MORTAR COVER OF 1/2” FROM INTERIOR SURFACES AND 5/8” FROM EXTERNALSURFACES.
21. MINIMUM REBAR COVER FROM EXTERNAL MASONRY SURFACES EXPOSED TO EARTH ORWEATHER SHALL BE 2" FOR #6 REBAR AND LARGER, AND 1 1/2" FOR #5 REBAR AND SMALLER, UNO.MINIMUM REBAR COVER FROM EXTERNAL MASONRY SURFACES NOT EXPOSED TO EARTH ORWEATHER SHALL BE 1 1/2", UNO.
22. MINIMUM REBAR CLEARANCE TO INTERNAL MASONRY SURFACES SHALL BE THE GREATER OF ONEREBAR DIAMETER OR 1/2”. HORIZONTAL REBAR CAN BEAR ON THE CROSS WEBS OF BOND BEAMUNITS. REBAR WITH HOOKS OR BENDS SHALL BE SKEWED WITHIN CELLS TO MAINTAIN REQUIREDCLEARANCE. CONSTRUCT MASONRY AND CUT UNITS TO MAINTAIN REQUIRED CLEARANCE.
23. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL REBAR SHALL BE THE GREATER OF ONEREBAR DIAMETER OR 1”. IN COLUMNS AND PILASTERS THE MINIMUM CLEAR DISTANCE BETWEENVERTICAL REBAR SHALL BE THE GREATER OF ONE AND ONE-HALF REBAR DIAMETERS OR 1 1/2”.THE SAME LIMITATIONS SHALL APPLY TO THE CLEAR DISTANCE BETWEEN A REBAR SPLICE ANDADJACENT SPLICES OR REBAR.
24. HOLD REINFORCING IN PLACE USING WIRE TIES OR SPACING/POSITIONER DEVICES. VERTICALREINFORCING SHALL BE HELD IN POSITION AT TOP AND BOTTOM OF EACH GROUT POUR AND ATINTERVALS NOT TO EXCEED 192 REBAR DIAMETERS. HORIZONTAL REINFORCING SHALL BE HELDIN POSITION AT EACH END AND AT INTERVALS NOT TO EXCEED 192 REBAR DIAMETERS.
25. SPLICE VERTICAL REBAR WITH FOUNDATION DOWELS THAT MATCH GRADE, QUANTITY, SIZE ANDSPACING. EXTEND DOWELS INTO FOOTINGS AND TERMINATE WITH A STANDARD HOOK 3” ABOVEBOTTOM OF FOOTING UNO. DOWELS SHALL BE STRAIGHT AND PLUMB.
26. PLACE VERTICAL REBAR IN CONTINUOUS VERTICAL CELLS. PLACE HORIZONTAL REBAR INCONTINUOUS HORIZONTAL BOND BEAM UNITS. CONSTRUCT MASONRY AND CUT UNITS TOMAINTAIN THE CLEAR AND UNOBSTRUCTED CONTINUITY OF THE REINFORCED VERTICAL ANDHORIZONTAL CELLS.
27. REBAR BENDS AND HOOKS SHALL COMPLY WITH TYPICAL DETAILS UNO. HAIR PINS AND 180DEGREE HOOKS SHALL COMPLY WITH TYPICAL DETAIL FOR STIRRUPS, HOOPS AND TIES. DO NOTBEND REBAR AFTER IT IS EMBEDDED IN GROUT OR MORTAR.
28. REBAR SPLICES SHALL BE MADE BY FULL CONTACT LAP SPLICES. SPLICES FOR DIFFERENTREBAR SIZES SHALL BE THE LENGTH REQUIRED FOR THE LARGER REBAR. AT LOCATIONS OTHERTHAN FOUNDATION DOWELS, STAGGER ADJACENT LAP SPLICES WITH NO OVERLAP. REBARSHALL BE LAP SPLICED AS FOLLOWS UNO: #3 REBAR 40 DIA = 15” #4 REBAR 48 DIA = 24” #5 REBAR 56 DIA = 35” #6 REBAR 72 DIA = 54” #7 REBAR 72 DIA = 63” #8 REBAR 72 DIA = 72”
29. REINFORCEMENT AND EMBEDDED ITEMS SHALL BE PLACED AND ANCHORED TO PREVENTMOVEMENT PRIOR TO GROUTING. BOLTS SHALL BE SET WITH TEMPLATES OR EQUIVALENTMEANS. WHERE EMBEDDED ITEMS PASS THROUGH MASONRY SURFACES CUT A CLEAN HOLE TOPROVIDE A MINIMUM OF 1/2” GROUT ALL AROUND EMBEDDED ITEM.
30. LOW-LIFT AND HIGH-LIFT GROUTED CONSTRUCTION SHALL CONFORM TO BUILDING CODEREQUIREMENTS AND THE METHODS USED SHALL BE ACCEPTABLE TO THE ENFORCEMENTAGENCY. HIGH-LIFT GROUTING FOR GROUT POURS OVER 5’-4” IN HEIGHT MAY BE USED WHEREGROUT SPACE DIMENSIONS, OPENINGS, UNIT PATTERN ARRANGEMENTS, REINFORCING, ANDEMBEDDED ITEMS DO NOT PREVENT THE FREE FLOW OF GROUT OR INHIBIT THE MECHANICALCONSOLIDATION OF THE GROUT.
31. BEFORE GROUTING CLEAN SPACES TO BE GROUTED. REMOVE OVERHANGING MORTAR, MORTARDROPPINGS, OBSTRUCTIONS AND DEBRIS FROM INSIDE OF SPACES TO BE GROUTED.
32. PROVIDE CLEANOUT OPENINGS IN THE BOTTOM COURSE OF MASONRY FOR EACH GROUT POUROVER 5’-4” IN HEIGHT. CONSTRUCT OPENINGS OF SUFFICIENT SIZE AND SPACING TO PERMITCLEANING OF GROUT SPACES, REMOVAL OF DEBRIS AND INSPECTION. AFTER CLEANING ANDINSPECTION, CLOSE CLEANOUTS WITH MORTARED MASONRY BRACED TO RESIST GROUTINGPRESSURES.
33. GROUT SHALL BE PLACED SUCH THAT SPACES TO BE GROUTED DO NOT CONTAIN VOIDS. SPACESTO BE GROUTED INCLUDE ALL CELLS, BOND BEAMS, VOIDS AND SPACES CREATED BY THEMASONRY CONSTRUCTION. SPACES TO BE GROUTED SHALL BE FILLED SOLIDLY WITH GROUT UNO.PARTIAL GROUTING IS NOT PERMITTED UNLESS SPECIFICALLY NOTED. GROUTING SHALL BEPERFORMED UNDER THE CONTINUOUS OBSERVATION OF A QUALIFIED INSPECTOR.
34. THE GROUTING OF ANY SECTION OF WALL SHALL BE COMPLETED IN ONE DAY WITH NOINTERRUPTIONS GREATER THAN ONE HOUR. WHEN GROUTING IS STOPPED FOR ONE HOUR ORLONGER PROVIDE HORIZONTAL GROUT CONSTRUCTION JOINTS. DO NOT FORM HORIZONTALGROUT CONSTRUCTION JOINTS IN BEAMS OR LINTELS.
35. THE SECTION OF WALL TO BE GROUTED IN ANY ONE POUR IS LIMITED TO A LENGTH IN WHICHSUCCESSIVE LIFTS CAN BE PLACED WITHIN ONE HOUR OF THE PRECEDING LIFTS. CONSTRUCTFULL-HEIGHT VERTICAL GROUT BARRIERS BETWEEN POUR SECTIONS TO CONTROL THEHORIZONTAL FLOW OF GROUT.
36. GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION DURING PLACEMENT BEFORE LOSSOF PLASTICITY IN A MANNER TO FILL THE GROUT SPACE. GROUT POURS GREATER THAN 12” INHEIGHT SHALL BE RECONSOLIDATED BY MECHANICAL VIBRATION TO MINIMIZE VOIDS DUE TOWATER LOSS. GROUT RECONSOLIDATION SHALL OCCUR AFTER EXCESS MOISTURE HAS BEENABSORBED BUT BEFORE WORKABILITY HAS BEEN LOST.
37. PREPARE, CONSTRUCT AND PROTECT MASONRY WORK FROM THE WEATHER UNTIL GROUTEDAND CURED. IMPLEMENT COLD WEATHER CONSTRUCTION PROCEDURES WHEN THE AIRTEMPERATURE FALLS BELOW 40 DEG F. IMPLEMENT HOT WEATHER CONSTRUCTIONPROCEDURES WHEN THE AIR TEMPERATURE EXCEEDS 90 DEG F.
38. CLEAN EXPOSED MASONRY SURFACES TO REMOVE STAINS, EFFLORESCENCE, MORTAR ORGROUT DROPPINGS, AND DEBRIS.
REINFORCED MASONRYS-_042200_N001A
150507
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
0 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-012
TYPICAL NOTES
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
POST INSTALLED ANCHORSS-_056000_N002A
150625
THESE NOTES SHALL APPLY TO THE INSTALLATION, INSPECTION, AND TESTING OF EXPANSION,ADHESIVE, AND SCREW ANCHORS. USE SPECIFIC PRODUCTS WHERE INDICATED. IF A SPECIFICPRODUCT / MANUFACTURER IS NOT NOTED, SELECT ANCHOR FROM THE PROVIDED TABLES BASEDON ANCHOR TYPE, DIAMETER AND BASE MATERIAL. POST-INSTALLED ANCHORS/REINFORCING ARENOT PERMITTED TO REPLACE CAST-IN ANCHORS/REINFORCING UNLESS SPECIFICALLY NOTED.
INSTALLATION1. INSTALL PER REQUIREMENTS OF THE EVALUATION AGENCY REPORT & MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS FOR THE SPECIFIC ANCHOR.
2. ANCHOR INSTALLATION SHALL MEET THE MINIMUM EMBEDMENT, EDGE DISTANCE,SPACING, AND BASE MATERIAL THICKNESS CRITERIA ESTABLISHED BY THE RELEVANTEVALUATION AGENCY REPORT & MANUFACTURER'S PUBLISHED INSTALLATIONINSTRUCTIONS.
3. ANCHOR INSTALLATION & CURE TEMPERATURES SHALL FOLLOW EVALUATION AGENCYREPORT & MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
4. WHEN INSTALLING ANCHORS IN CONCRETE OR MASONRY, DO NOT DAMAGE REINFORCING(REBAR AND/OR PRE/POST TENSIONED STRANDS). LOCATE ALL REINFORCING ATAFFECTED AREAS USING NON-DESTRUCTIVE MEANS PRIOR TO INSTALLING ANCHORS.MAINTAIN A MINIMUM CLEARANCE OF TWO INCHES BETWEEN THE REINFORCEMENTAND THE ANCHOR.
INSPECTION1. PROVIDE SPECIAL INSPECTION AS REQUIRED BY THE EVALUATION AGENCY REPORT AND ENFORCEMENT AGENCY. WHERE EVALUATION AGENCY REPORT PERMITS EITHER
PERIODIC OR CONTINUOUS INSPECTION, USE CONTINUOUS.
TESTING1. TEST ANCHORS IN ACCORDANCE WITH THE EVALUATION AGENCY REPORT AND
ENFORCEMENT AGENCY REQUIREMENTS FOR THE SPECIFIC ANCHOR AND IN ACCORDANCEWITH THE FREQUENCIES AND TEST METHODS LISTED BELOW.
2. TESTS SHALL BE PERFORMED IN THE PRESENCE OF THE PROJECT INSPECTOR AND AREPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE ENFORCEMENT AGENCYAND STRUCTURAL ENGINEER.
3. REACTION LOADS FROM TEST FIXTURE(S) MAY BE APPLIED CLOSE TO THE ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED BY THE FIXTURE(S) FROM WITHDRAWING.
4. TEST METHOD SHALL BE AS NOTED FOR SPECIFIC ANCHOR TYPES AND THE FOLLOWINGCRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS :- HYDRAULIC RAM METHOD (TENSION TESTING):
THE ANCHOR SHALL MAINTAIN THE TEST LOAD FOR 15 SECONDS AND SHALL HAVE NOOBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD. A PRACTICAL WAY TO
DETERMINE OBSERVABLE MOVEMENT IS THAT THE WASHER UNDER THE NUT BECOMES LOOSE.
- TORQUE WRENCH METHOD (TORQUE TESTING):THE APPLICABLE TEST TORQUE MUST BE REACHED WITHIN THE FOLLOWING LIMITS:- ONE-HALF (1/2) TURN OF THE NUT, TYP UNO.- ONE-QUARTER (1/4) TURN OF THE NUT FOR THE 3/8" SLEEVE ANCHOR ONLY.- ONE-QUARTER (1/4) TURN OF THE SCREW AFTER INITIAL SEATING OF THE
SCREW HEAD FOR SCREW ANCHORS.
5. TESTING FREQUENCIES SHALL BE AS INDICATED IN THE TABLE BELOW. WHEN MULTIPLEANCHORS ARE USED IN A SINGLE GROUP OR CONNECTION, THE PERCENT OF ANCHORSTESTED AT EACH LOCATION SHALL BE AS INDICATED BELOW.
6. IF ANY ANCHOR FAILS TESTING, ALL ANCHORS OF THE SAME CATEGORY NOT PREVIOUSLYTESTED SHALL BE TESTED UNTIL 20 CONSECUTIVE ANCHORS PASS, THEN THE INITIALTESTING FREQUENCY SHALL BE RESUMED.
TESTING FREQUENCY
APPLICATION
SILL PLATE BOLTING AND REBARAT SLAB ON GRADE, UNO
STRUCTURAL EXCLUDING SILL PLATE BOLTING
NON-STRUCTURAL INCLUDINGEQUIPMENT ANCHORAGE
PERCENT OF ALL ANCHORS
10 PERCENT
100 PERCENT
50 PERCENT
1. EMBEDMENT SHALL BE AS INDICATED IN THE TABLE BELOW, TYP UNO. ALL EMBEDMENTSSPECIFIED ARE NOMINAL EMBEDMENT DEPTHS. REFER TO EVALUATION AGENCY REPORT FOREFFECTIVE EMBEDMENTS.
Q2
EXPANSION ANCHORS IN CONCRETES-_056000_N003A
160107.
"HILTI" KWIK BOLT-TZ INSTALLED INNORMAL WEIGHT OR LIGHT WEIGHT CONCRETE (f'c = 3000 PSI MIN)
(ICC REPORT ESR 1917)
GENERAL CONCRETE &TOPSIDE OF CONC O/ STEEL DECK
UNDERSIDE OF CONCO/ STEEL DECK
ANCHOR DIA
STD EMBED, HnomTYP UNO
MIN CONCTHICKNESS, T
TORQUE TESTLOAD (LB-FT)
40
* 4"
** 3 5/8"
60
2 5/16"
3/8"
25
1/2" 5/8" 3/4"
4 1/2"
6"
5 5/8"
* 6"
110
8"
40
2 3/8"
60
2 3/8"
3/8"
25
1/2" 5/8"
3 5/8"
T3"
MA
X
MIN
4 1/2"
MIN
4 1/2"
OFFSET*1" MAX
C
20 GA MINSTEEL DECK
"SIMPSON" STRONG-BOLT 2 INSTALLED INNORMAL WEIGHT OR LIGHT WEIGHT CONCRETE (f'c = 3000 PSI MIN)
(ICC REPORT ESR 3037)
UNDERSIDE OF CONCO/ STEEL DECK
ANCHOR DIA
STD EMBED, HnomTYP UNO
MIN CONCTHICKNESS, T
3 1/4"
1 3/4"
1/4" 5/8"
3 3/8"
5 1/2"
2 3/4"2"
3/8" 1/2" 5/8"
3 3/8"
TORQUE TESTLOAD (LB-FT)
904 60 9030
SEE DIAGRAM BELOWT = 1 1/2" MIN, C = 1/2" MIN
SEE DIAGRAM BELOWT = 1 1/2" MIN, C = 5/8" MIN
3/4"
4 1/8"
6 3/4"
150
* T = 3 1/4" MIN AT TOPSIDE OF CONC O/ STEEL DECK** STD EMBED = 2 3/8" AT TOPSIDE OF CONC O/ STEEL DECK
GENERAL CONCRETE &TOPSIDE OF CONC O/ STEEL DECK
UNDERSIDE OF CONCO/ STEEL DECK
CLFLUTE
T
TOPSIDE OF CONCO/ STEEL DECK
GENERAL CONC
T
* T = 3 1/4" MIN AT TOPSIDE OF CONC O/ STEEL DECK** STD EMBED = 2 3/4" AT TOPSIDE OF CONC O/ STEEL DECK
* UNLESS LARGER OFFSET PERMITTEDBY EVALUATION AGENCY REPORT
**3 7/8"
1/2"
* 4 1/2"
60
3 1/4"
1 7/8"
3/8"
30
1. EMBEDMENT SHALL BE AS INDICATED IN THE TABLE BELOW, TYP UNO. ALL EMBEDMENTSSPECIFIED ARE NOMINAL EMBEDMENT DEPTHS REQUIRED
Q2
SCREW ANCHORS IN CONCRETES-_056000_N004A
150507.
"HILTI" KWIK HUS-EZ (KH-EZ) / KWIK HUS-EZ1 (KH-EZ1) INSTALLED INNORMAL WEIGHT OR LIGHT WEIGHT CONCRETE (f'c = 3000 PSI MIN)
(ICC REPORT ESR 3027)
GENERAL CONCRETE &TOPSIDE OF CONC O/ STL DECK
UNDERSIDE OF CONC OVER STEEL DECK
ANCHOR DIA
STD EMBED, HnomTYP UNO
MIN CONCTHICKNESS, T
TORQUE TESTLOAD (LB-FT)
23
3 1/4"
3"
43
1 5/8"
3/8"
20
1/2" 5/8"
5"
7"4 3/4"
23
3"2 1/2"
3/8"
20
1/2"
SEE DIAGRAM BELOWT = 3 1/4" MIN, C = 1 1/4" MIN
58
3/4"
6 1/4"
8 1/4"
20
1 5/8"
3/8"
23
2 1/4"
1/2"
LOWER FLUTE UPPER FLUTE
"SIMPSON" TITEN HD INSTALLED INNORMAL WEIGHT OR LIGHT WEIGHT CONCRETE (f'c = 3000 PSI MIN)
(ICC REPORT ESR 2713)
GENERAL CONCRETE &TOPSIDE OF CONC O/ STL DECK
UNDERSIDE OF CONC OVER STEEL DECK
ANCHOR DIA
STD EMBED, HnomTYP UNO
MIN CONCTHICKNESS, T
TORQUE TESTLOAD (LB-FT)
33
* 4"
3 1/4"
50
2 1/2"
3/8"
25
1/2" 5/8"
4"
6"5"
33
3 1/2"2 1/2"
3/8"
25
1/2"
SEE DIAGRAM BELOWT = 1 1/2" MIN IN LOWER FLUTET = 3 1/4" MIN IN UPPER FLUTE
C = 3/4" MIN
75
3/4"
5 1/2"
8 3/4"
25
1 7/8"
3/8"
33
2"
1/2"
LOWER FLUTE UPPER FLUTE
* 3 1/4"
1 5/8"
1/4"
9
* T= 2 1/2" AT TOPSIDE OF CONC O/ STEEL DECK
9
1 5/8"
1/4"
9
1 5/8"
1/4"
* T= 3 1/4" AT TOPSIDE OF CONC O/ STEEL DECK
T3"
MA
X
MIN
4 1/2"
MIN
4 1/2"
C
20 GA MINSTEEL DECK
UNDERSIDE OF CONC O/ STEEL DECK
CLFLUTE
T
TOPSIDE OF CONCO/ STEEL DECKGENERAL CONC
T
OFFSET*1" MAX
MAX INSTALLATIONTORQUE (LB-FT)
65 10050 6550150 50 65
MAX INSTALLATIONTORQUE (LB-FT)
45 8540 4540115 40 4518 1818
1/4"
1 5/8"
3 1/4"
1 5/8"
1/4" 1/4"
1 5/8"
24 24
12 12
24
12
* UNLESS LARGER OFFSET PERMITTEDBY EVALUATION AGENCY REPORT
Q2
ADHESIVE ANCHORS IN CONCRETES-_056000_N005A
150507.
1. REFERENCES TO "EPOXY" OR "CHEMICAL" ANCHORS EMBEDDED IN CONCRETE SHALL REFERTO THESE NOTES.
2. ACCEPTABLE ADHESIVE PRODUCTS ARE:- "HILTI" HIT-RE 500-SD (ICC ESR 2322)- "HILTI" HIT-HY-200 (ICC ESR-3187)- "SIMPSON" SET-XP (ICC ESR-2508)- "SIMPSON" AT-XP (IAPMO ER-263)
3. THREADED ROD AND REBAR USED W/ ADHESIVE ANCHORS SHALL MEET THE REQUIREMENTSOF THE EVALUATION AGENCY REPORT.
4. EMBEDMENT DEPTHS SHALL BE 8 TIMES THE NOMINAL DIAMETER OF ANCHOR, UNO.
5. TEST LOADS SHALL BE AS INDICATED IN DRAWINGS. IF NO TEST LOAD IS SPECIFIED, TESTLOAD SHALL BE 1000 LBS.
1. REFERENCES TO "EPOXY" OR "CHEMICAL" ANCHORS EMBEDDED IN MASONRY SHALL REFERTO THESE NOTES.
2. THREADED ROD AND REBAR USED W/ ADHESIVE ANCHORS SHALL MEET THE REQUIREMENTSOF THE EVALUATION AGENCY REPORT.
3. WHEN REBAR IS EMBEDDED USING AN ADHESIVE, ANCHOR DIA SHALL BE THE NOMINAL BARDIAMETER.
4. EMBEDMENT SHALL BE AS INDICATED IN THE TABLE BELOW, TYP UNO.
Q2
ADHESIVE ANCHORS IN MASONRYS-_056000_N008A
150507.
ATR & REBAR WITH "HILTI" HIT HY-70 INSTALLED INGROUT FILLED CONCRETE MASONRY (f'm = 1500 PSI MIN)
(ICC REPORT ESR 2682)
ANCHOR DIA
STD EMBED, Hnom(Hef = Hnom)
TENSION TESTLOAD (LBS)
2480
4 1/2"3 3/8"
3/8" 1/2" 5/8" 3/4"
5 5/8"
5680
6 3/4"
4070 7620
IN FACE OF WALL (E= 0" ANCHORS MAY BEINSTALLED IN VERTICAL MORTAR JOINTS)
IN TOP OF WALL(INSTALL IN GROUT ONLY)
4 1/2"
1/2" 5/8"
5 5/8"
31803250
ATR & REBAR WITH "SIMPSON" SET-XP INSTALLED INGROUT FILLED CONCRETE MASONRY (f'm = 1500 PSI MIN)
(IAPMO REPORT ER 265)
ANCHOR DIA
STD EMBED, Hnom(Hef = Hnom)
TENSION TESTLOAD (LBS)
2980
4 1/2"3 3/8"
3/8" 1/2" 5/8" 3/4"
5 5/8"
3790
6 3/4"
3650 3790
IN FACE OF WALL (E = 1 1/2") IN TOP OF WALL(INSTALL IN GROUT ONLY)
CONCRETE MASONRYUNIT (GROUTED) E
, T
YP
E, T
YPSHADED AREAS
INDICATEUNACCEPTABLELOCATIONS FORANCHOR PLACEMENTHORIZONTAL
MORTAR JOINTVERT MORTARJOINT
ANCHOR PLACEMENT NOTES:1. ANCHORS MUST BE INSTALLED A MINIMUM DISTANCE, E, FROM ANY VERTICAL MORTAR JOINT
AS SHOWN.
2. ANCHOR LOCATIONS ARE LIMITED TO ONE PER MASONRY CELL WITH A MINIMUM SPACING OF8" ON CENTER.
E, TYPE, TYP
1/2" 5/8" 7/8"
4 1/2" 5 5/8" 7 7/8"
2970 3400 3220
Q2
SCREW ANCHORS IN MASONRYS-_056000_N007A
150507.
"HILTI" HUS-EZ (KH-EZ) INSTALLED INGROUT-FILLED MASONRY WALLS (f'm = 1500 PSI MIN)
(ICC REPORT ESR 3056)
IN TOP OF WALL
ANCHOR DIA
STD EMBEDTYP UNO
2 1/4"1 5/8"
3/8" 1/2" 5/8" 3/4"
3 1/4" 4" 5"4 1/4"
1/2" 5/8"
1 5/8"
1/4"
IN FACE OF WALL (E = 1 1/4")
"SIMPSON" TITEN HD INSTALLED INGROUT-FILLED MASONRY WALLS (f'm = 1500 PSI MIN)
(ICC REPORT ESR 1056)
IN TOP OF WALL
ANCHOR DIA
STD EMBEDTYP UNO
3 1/2"2 3/4"
3/8" 1/2" 5/8" 3/4"
4 1/2" 5 1/2" 4 1/2"4 1/2"
1/2" 5/8"
IN FACE OF WALL (E = 1 1/4")
CONCRETE MASONRYUNIT (GROUTED) E
, T
YP
E, T
YPSHADED AREAS
INDICATEUNACCEPTABLELOCATIONS FORANCHOR PLACEMENTHORIZONTAL
MORTAR JOINTVERT MORTARJOINT
ANCHOR PLACEMENT NOTES:1. ANCHORS MUST BE INSTALLED A MINIMUM DISTANCE, E, FROM ANY VERTICAL MORTAR JOINT
AS SHOWN.
1. EMBEDMENT SHALL BE AS INDICATED IN THE TABLE BELOW, TYP UNO.
E, TYPE, TYP
Q2
EXPANSION ANCHORS IN MASONRYS-_056000_N006A
150507.
"HILTI" KWIK BOLT-3 INSTALLED INGROUT-FILLED MASONRY WALLS (f'm = 1500 PSI MIN)
(ICC REPORT ESR 1385)
IN TOP OF WALL
ANCHOR DIA
STD EMBEDTYP UNO
TORQUE TESTLOAD (LB-FT)
15
3 1/2"2 1/2"
3/8" 1/2" 5/8" 3/4"
4"
65
4 3/8"
25 120
3 1/2"3"
1/2" 5/8"
4
2"
1/4"
25 65
IN FACE OF WALL (E = 1 3/8")
"SIMPSON" STRONG-BOLT 2 INSTALLED INGROUT-FILLED MASONRY WALLS (f'm = 1500 PSI MIN)
(IAPMO REPORT ER 240)
IN TOP OF WALL
ANCHOR DIA
STD EMBEDTYP UNO
TORQUE TESTLOAD (LB-FT)
20
3 1/2"2 5/8"
3/8" 1/2" 5/8" 3/4"
4 3/8"
55
5 1/4"
35 100
4 3/8"3 1/2"
1/2" 5/8"
35 55
IN FACE OF WALL (E = 1 1/4")
CONCRETE MASONRYUNIT (GROUTED) E
, T
YP
E, T
YPSHADED AREAS
INDICATEUNACCEPTABLELOCATIONS FORANCHOR PLACEMENTHORIZONTAL
MORTAR JOINTVERT MORTARJOINT
ANCHOR PLACEMENT NOTES:1. ANCHORS MUST BE INSTALLED A MINIMUM DISTANCE, E, FROM ANY VERTICAL MORTAR JOINT
AS SHOWN.
2. ANCHOR LOCATIONS ARE LIMITED TO ONE PER MASONRY CELL WITH A MINIMUM SPACING OF8" ON CENTER.
1. EMBEDMENT SHALL BE AS INDICATED IN THE TABLE BELOW, TYP UNO.
4
1 3/4"
1/4"
E, TYPE, TYP
1. POWER ACTUATED FASTENERS SHALL BE "HILTI" X-U (ICC ESR 2269) OR "SIMPSON" PDPA(ICC ESR 2138), TYP UNO.
2. INSTALLATION OF FASTENERS SHALL BE IN ACCORDANCE WITH THE EVALUATION AGENCY REPORT.INSTALL FASTENERS WITH SUFFICIENT EDGE DISTANCE AND SPACING TO ACHIEVE FULLCAPACITY, UNO.
3. FASTENERS TO CONCRETE OR MASONRY SHALL HAVE 1" MIN EMBEDMENT (1 1/4" MIN FOR "SIMPSON"PDPA IN MASONRY), TYP UNO.
4. FASTENERS TO STRUCTURAL STEEL SHALL HAVE MIN EMBEDMENT TO STEELPER MANUFACTURER, TYP UNO.
6. FASTENERS MAY NOT BE USED FOR TENSION LOADS EXCEPT FOR THE FOLLOW CONDITIONS:- VERTICAL SUSPENSION WIRES FOR ACOUSTICAL TILE OR LAY-IN CEILINGS- ANCHORING MECH DUCTS, CONDUITS, ETC WHERE THE SERVICE LOAD ON EACH ANCHOR
DOES NOT EXCEED 90 LBS FOR FASTENERS IN CONCRETE OR 250 LBS FOR FASTENERS INSTRUCTURAL STEEL.
7. WHEN INSTALLING FASTENERS IN PRE/POST-TENSIONED CONCRETE DO NOT DAMAGE STRANDS.LOCATE STRANDS AT AFFECTED AREAS USING NON-DESTRUCTIVE MEANS PRIOR TO INSTALLINGFASTENERS. MAINTAIN A MINIMUM CLEARANCE OF 2" BETWEEN THE STRANDS AND THEFASTENERS.
8. THE OPERATOR, TOOL, & FASTENER SHALL BE PRE-QUALIFIED BY THE PROJECT INSPECTORWHO SHALL OBSERVE THE TESTING OF THE FIRST 10 FASTENER INSTALLATIONS. THEREAFTER,RANDOM TESTS UNDER THE PROJECT INSPECTOR'S SUPERVISION SHALL BE MADE TOAPPROXIMATELY 1 IN 10 PINS. IF ANY PIN FAILS, TEST ALL PINS OF THE SAME CATEGORY NOTPREVIOUSLY TESTED UNTIL 20 CONSECUTIVE PASS, THEN RESUME THE INITIAL TESTINGFREQUENCY.
9. TENSION TEST LOAD SHALL BE 1 1/4 TIMES THE TENSION CAPACITY LISTED IN THE EVALUATIONAGENCY REPORT.
10. TEST LOAD SHALL BE APPLIED TO THE PIN IN SUCH A MANNER AS NOT TO RESIST THE SPALLINGTENDENCY OF THE CONCRETE SURROUNDING THE PIN.
11. TESTING IS NOT REQUIRED FOR FASTENERS USED AT SILLS OF INTERIOR NON-STRUCTURALWALLS PROVIDED THERE ARE A MINIMUM OF (3) FASTENERS PER SEGMENT OF SILL.
12. A REPORT OF TEST RESULTS SHALL BE SUBMITTED TO THE ENFORCEMENT AGENCY ANDSTRUCTURAL ENGINEER.
Q2
POWER ACTUATED FASTENERSS-_056000_N001A
150625.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
5 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-013
TYPICAL NOTES
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
1 2 3
A
B
8'-8"
38'-0"
10'-0" 10'-4" 8'-4" 9'-4"
SJ
SJ
4" CONC SLAB W/#3 @ 16" OC EW O/4" GRAVEL
TOC 100'-0"
MRJ MRJ
SLO
PE
1.7
5%
TOF 98'-8"
8" FULLY GROUTEDCMU W/ STD REINF
3" D
IA S
TD P
IPE
3" D
IA S
TD P
IPE
TYP UNO
8
S-111
4
S-111
8
S-111
8
S-111
SIM8
S-111
OPH
OPH
FC1.5
FC1.5
FC
3.0
FC
3.0
FC
3.0
SLO
PE
1.7
5%
4"
4"
3" D
IA S
TD P
IPE
3" D
IA S
TD P
IPE
3" D
IA S
TD P
IPE
3" D
IA S
TD P
IPE
SJ
FENC
E PO
ST
FENC
E PO
ST
FENC
E PO
ST
3" D
IA S
TD P
IPE
1 2 3
A
B
8'-8"
38'-0"
10'-0" 10'-4" 8'-4" 9'-4"
2x6 @ 24" OC
2x6 @ 24" OC
2x6 @ 24" OC
(2) LAYERS 3/4" CD-XPLYWOOD W/ 10D @ 6" OCEN, & 10D @ 12" OC FN, TYP;PROVIDE EDGE BLKG, TYP.
4x8 4x8 4x8
3
S-111
7
S-111
12
S-111
12
S-111
OPHSIM
11
S-111
SLO
PE
7
S-111
SIMOPH
DB
L 2
x6
DB
L 2
x6
4'-0" 4'-0"
TOM 108'-0"
TOB 110'-10 1/2"
TYP ALONGGRIDLINE A
TYP ALONGGRIDLINE B
CS20 O/ 2X BLKG,EXTEND FROMGRID GRID 2 TOJOIST AS SHOWN
TOM 110'-8"
1'-0" MIN
DETAIL
2X10 FASCIA W/ (2) ROWSOF 10d @ 12" OC STAGG
COL, SEE PLAN(NOTE: FENCE POSTS DO NOTEXTEND TO ROOF FRAMING.SAD FOR FENCE HEIGHT)
H5 AT EA JOIST TO BM
BM, SEE PLAN
JOIST, SEE PLAN
TO BM
SEE PLAN
SP, SEE PLAN
"SIMPSON" CCOQ4-SDS2.5(USE EQUIV ECCOQ AT COLADJACENT TO CMU WALL)3/16
NOTCH JOIST FOR FULL BRG
BSEE PLAN
PROVIDE CS16 FULLLENGTH OF BLDG, FILLEVERY OTHER HOLE
SP EN
2X SHAPED BLKGOR RIM JOIST
DETAIL
CONC SLAB, SEE PLAN
REINF, SEE PLAN
2" MAX NON-SHRINK GROUT
PL5/8X7X0'-7"
STD PIPE COL,SEE PLAN
(4) 5/8" DIA "SIMPSON"STRONG-BOLT 2 W/4 1/2" NOMINAL EMBED
SE
E P
LA
N
SEE PLAN
PLAN
SEE
AT BASE PL3" CLR, TYP
DETAILA
TOC
TOF
SEE PLAN
SEE PLAN
A
TYP1"
1/4
ADDL CONCAS REQD
#4 CONT
1
1
THICKENED SLABTO CONTINUEENTIRE SLAB EDGE
B
#4 VERT @ 16" OC W/STD HOOK AT BOT OFFOOTING (ALT HOOKDIRECTION)
DETAIL
2X10 FASCIA W/(2) ROWS OF 10d@ 12" OC STAGG
CMU WALL, SEE PLAN
H5 AT EA JOISTTO PL
3x8 PTW SILL W/ 5/8" DIA ABW/ 6" EMBED @ 2'-8" MAX(4" MIN, 9" MAX FROM ENDS)
A34 ES OF EA JOIST TOSILL. STAG ES OF BOLT
A34 @ 12" OC MAX ((1)MIN EA BLK)
JOIST, SEE PLANSHAPE END
2X SHAPED BLKG
SP EN
TOM
SEE PLAN
GRID
PROVIDE CS16 FULLLENGTH OF BLDG, FILLEVERY OTHER HOLE
SP, SEE PLAN
DETAIL
CONC SLAB,SEE PLAN
REINF, SEE PLAN
SE
E P
LA
N
SEE PLAN
TOC
TOF
SEE PLAN
VARIESSEE PLAN
REINF, SEE PLAN
CMU WALL, SEE PLAN
DOWEL TO MATCH WALLREINF SIZE & SPACINGW/ STD HOOK AT BOT
EQ EQ
STD LAP,CONTRACTOR OPTIONTO LOCATE LAP ABVTOC
GRID
EXTEND STD HOOKTO SIDES OF FTG,ALT SIDES
CONC SLABWHERE OCCURS,SIM TO OPP SIDE
DETAIL
2'-0"
SP EN AT BLKG
SP, SEE PLAN
JOIST, SEE PLAN
2X BLKG @ 24" OC
EN
CMU WALL,SEE PLAN
GRID
SEE FOR ADDL INFO
7
S-111
TOM
VARIES
DETAIL
SEE PLAN
SP, SEE PLAN
DBL JOIST, SEE PLAN
JOIST, SEE PLAN
CONT RIMJOIST
EN
CMU WALL,SEE PLAN
TOM
VARIES
JH
GRID
SEE FOR ADDL INFO
7
S-111
2X10 FASCIA W/(2) ROWS OF 10d@ 12" OC STAGG
FOOTING OR GRADE BEAM
Q2
LEGEND150507.
COLUMN WITH CALLOUTCOL
SIZE
CONCRETE MASONRY UNIT WALL
1. SEE S-000 SHEETS FOR GENERAL NOTES & S-500 SHEETS FOR TYPICAL DETAILS.
2. DIMENSIONS ARE TO FOS, FOM OR CENTERLINE OF COLUMNS/POSTS, UNO. SEE SECTIONS &DETAILS FOR FOC LOCATIONS RELATIVE TO FOS.
3. SEE ARCH & OTHER CONSULTANT DWGS FOR DIMENSIONS & LOCATIONS OF WALL OPENINGS.
4. SEE ARCH DWGS FOR DIMENSIONS OF SLAB DEPRESSIONS & SLOPED SLABS.
5. SEE CIVIL DRAWINGS AND SPECIFICATIONS FOR ENGINEERED FILL.
6. EXTERIOR CONCRETE FLATWORK IS NOT SHOWN, SEE CIVIL & ARCH DWGS.
7. SEE ARCH & OTHER CONSULTANT DWGS FOR DIMENSIONS & LOCATIONS OF WALL OPENINGS.SEE TYPICAL DETAILS FOR FRAMING AT OPENINGS.
8. SEE ARCH & OTHER CONSULTANT DWGS FOR ROOF PENETRATIONS NOT SHOWN. PROVIDEFRAMING AROUND OPENINGS PER TYPICAL DETAILS. SAWCUT OR CORE DRILL CLEAN HOLES WITHNO OVERCUTTING. CONFORM WITH TYPICAL DETAILS.
Q2
NOTES150507.
SCHEDULES
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
5 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-111
STRUCTURALSITE DETAILS -DUGOUT
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
SCALE 1/4" = 1'-0"2FOUNDATION PLAN
SCALE 1/4" = 1'-0"1ROOF FRAMING PLAN
1" = 1'-0"3
1" = 1'-0"4
1" = 1'-0"7
1" = 1'-0"8
1" = 1'-0"11
1" = 1'-0"12
NORTH
NORTH
CONTINUOUS FOOTING SCHEDULE
TYPE WIDTH DEPTH REINFORCEMENT REMARKSFC1.5 1'-6" 1'-6" (1) #5 CONT AT TOP AND (3) #5 CONT AT BOT
FC3.0 3'-0" 1'-6" (1) #5 CONT AT TOP AND (4) #5 CONT AT BOT
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
REBARSIZE
DIAD
180 DEG HOOK
W (TOL +/-) L (TOL +/-)
90 DEG HOOK
W (TOL +/-)
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
6xd
8xd
10xd
3" (1/2")
4" (1/2")
5" (1/2")
6" (1/2")
7" (1/2")
8" (1/2")
12" (1/2")
13" (1/2")
14" (1/2")
21" (1 1/2")
27" (2")
4" (1/2")
4 1/2" (1/2")
5" (1/2")
6" (1/2")
7" (1/2")
8" (1/2")
11" (1/2")
12" (1/2")
13" (1/2")
17" (1 1/2")
23" (2")
6" (1")
8" (1")
10" (1")
12" (1")
14" (1")
16" (1")
20" (1")
22" (1")
24" (1")
31" (2 1/2")
41" (3 1/2")
NOTES:1. D = MINIMUM FINISHED INSIDE BEND DIA, d = NOMINAL REBAR DIAMETER2. TOL = TOLERANCE (PER ACI 117)
6
1
d
OFFSET
d
BEND
90 DEG HOOK
180 DEG HOOK
d
W
DETAILINGDIMENSION
d
W
DETAILINGDIMENSION
L
.
4d
2 1/2" MIN
12d
D
D
DD
D
TYP REBAR BENDS AND HOOKSS-_032000_T001A
140127
6xd
6xd
6xd
6xd
6xd
8xd
8xd
10xd
REBARSIZE
DIAD
180 DEG HOOK 90 DEG HOOK 135 DEG HOOK
4xd#3
#4
#5
#6
#7
#8
W (TOL +/-) L (TOL +/-) W (TOL +/-) W (TOL +/-) L (TOL +/-)
2 1/4" (1/2")
3" (1/2")
3 3/4" (1/2")
6" (1/2")
7" (1/2")
8" (1/2")
3 3/4" (1/2")
4 1/2" (1/2")
6" (1/2")
7" (1/2")
8" (1/2")
4" (1/2")
3 1/2" (1")
4 1/2" (1")
5 3/4" (1")
12" (1")
14" (1")
16" (1")
4" (1/2") 3" (1/2")
5" (1/2")
6" (1/2")
9" (1/2")
10" (1/2")
11" (1/2")
3" (1/2")
4" (1/2")
5 1/4" (1/2")
6" (1/2")
7" (1/2")
d
BEND
90 DEG HOOK180 DEG HOOK
d
W
DE
TA
ILIN
GD
IME
NS
ION
d
W
DE
TA
ILIN
GD
IME
NS
ION
L
.
4d
2 1
/2"
MIN
NOTES:1. D = MINIMUM FINISHED INSIDE BEND DIA, d = NOMINAL REBAR DIAMETER2. TOL = TOLERANCE (PER ACI 117)
.
12d for #6,7,8
6d for #3,4,5
135 DEG HOOK
DE
TA
ILIN
GD
IME
NS
ION
W
L
d
.
3" MIN
6d
TYP REBAR HOOP, STIRRUP, TIEHOOKS & BENDS
S-_032000_T002A
140127
D
D
D
D
4xd
4xd
6xd
6xd
6xd
NOTES:1. REINFORCING BEING LAP SPLICED MUST MEET ONE OF THE FOLLOWING CONDITIONS:
A. CASE 1: THE CLEAR SPACING OF THE BARS BEING SPLICED IS NOT LESS THAN ONE BARDIAMETER, CLEAR COVER IS NOT LESS THAN ONE BAR DIAMETER, AND STIRRUPS OR TIES
THROUGHOUT THE SPLICE LENGTH.B. CASE 2: THE CLEAR SPACING OF THE BARS BEING SPLICED IS NOT LESS THAN TWO BAR
DIAMETERS AND THE CLEAR COVER IS NOT LESS THAN ONE BAR DIAMETER.C. FOR ALL OTHER CASES, MULTIPLY THE SPLICES SHOWN BY 1.5.
2. THE ABOVE VALUES ARE FOR: UNCOATED REINFORCEMENT, GRADE 60 REBAR, CLASS B.3. TOP BARS ARE HORIZONTAL REINFORCEMENT WITH MORE THAN 12" OF NEW CONCRETE PLACED BELOW THE BAR. BOTTOM BARS ARE ALL OTHER HORIZONTAL OR VERTICAL REINFORCEMENT.
f'c(psi)
#3
NWC LWC
#4
NWC LWC
#5
NWCLWC
#6
NWC LWC
#7
NWC LWC
#8
NWC LWC
#9
NWC LWC
#10
NWC LWC
#11
NWC LWC
TOP
BOT3,000
28
22 29
38 38
29 38
50 47
36 48
62 56 75 81 93108 124 105 140 118 157 131 175
43 57 63 84 72 95 81 108 91 121 101 134
Q2
TYP CONCRETE REBAR LAPSPLICE LENGTHS (INCHES)
S-_032000_T003A
150107.
REBAR
REBAR
REBAR
REBAR
MECHANICAL SPLICINGDEVICE, INSTALL PERMFR INSTRUCTIONS
HORIZONTAL OR VERTICAL REBAR
MECHANICAL SPLICES
HORIZONTAL REBAR VERTICAL REBAR
WELDED SPLICES
NOTES:1. SPECIAL INSPECTION OF NON-LAP SPLICE FABRICATION AND INSTALLATION IS REQUIRED.2. NON-LAP SPLICES SHALL BE CAPABLE OF DEVELOPING 125 PERCENT OF THE SPECIFIED
YIELD STRENGTH OF THE REBAR IN BOTH TENSION AND COMPRESSION.3. SUBMIT CURRENT ICC REPORT FOR MECHANICAL SPLICES FOR REVIEW PRIOR TO
INSTALLATION.
CJP
CJP
CJP
CJP
TYP REBAR NON-LAP SPLICESS-_032000_T004A
140127
SE
E P
LA
N
FT
G W
IDT
H
SE
E P
LA
N
FT
G D
EP
TH
EQ
EQ
EQ
STD LAP, TYP
BEVELED KEY FORMED W/ 2x4,PROVIDE ONE KEY FOR EA 12"OF FTG WIDTH
PLAN
ALL REINFCONTTHROUGH JT
2ND POUR1ST POUR
ELEVATION
EQ
EQ
EQ
1 1/2"
TYP CONSTRUCTION JOINT ATGRADE BEAM/CONTINUOUSFOOTING
S-_033000_T001A
140127
STD LAP
CORNER
TYP
STDHOOK, STD LAP
CORNERINTERSECTION
SINGLE CURTAIN
CORNER INTERSECTION
DOUBLE CURTAIN
STD LAP
TYP
STDHOOK,
TYP CONC FOOTING / WALLREINFORCING AT CORNERS ANDINTERSECTIONS
S-_033000_T002A
140127
2xS MIN
STD LAP
DS
S
3" C
LR
TOFCONT FTG TOP REINF
MATCH FTGBOT REINF
STD HOOK EAREBAR, TYP
STEPPED BOTTOM
STEPPED TOP AND BOTTOM
TOF
SS
D
D M
IN
3" C
LR
TYP
STD LAP
TYP
STD LAP 2xS MIN D MIN 2xS MIN
DS
S
STD HOOK EAREBAR, TYP
NOTES:1. D = DEPTH FTG, S = STEP AT FTG (1'-6" MAX).2. TWO STEPS SHOWN. SINGLE STEPS OR MULTIPLE STEPS SIMILAR.3. SEE PLANS FOR FOOTING SIZE AND REINFORCING.4. VERT / TIE / DOWEL REINF NOT SHOWN FOR CLARITY. PROVIDE TYP TO BOT OF FOOTING & STEP.
TYP STEPPED FOOTINGS-_033000_T003A
150630
STD LAP
FTG REINF
FTG REINF
MATCH FTG T&B REINF
STD LAP
FTG REINF
#4 EF FTGAT EA STEP
SEALANT PER SPEC
TOOLED EDGES ATEXTERIOR SLABS
PREMOLDED JOINTMATERIAL PER SPEC
STOP SLAB REINF AT JT
SEALANT PER SPEC
TOOLED EDGES ATEXTERIOR SLABS
PREMOLDED JOINTMATERIAL PER SPEC
STOP SLAB REINF AT JT
COAT ONE END TOPREVENT BOND OR USEPLASTIC DOWEL SLEEVES
SMOOTH DOWELS @ 12" OC,PLACE PERPENDICULAR TOJT & HOLD IN-PLACE W/CHAIRS THAT PERMIT HORIZMOVEMENT OF DOWEL
SEALANT PER SPEC
TOOLED EDGES ATEXTERIOR SLABS
AS AN ALTERNATE, SAW CUTOVER DOWEL PER TYPSHRINKAGE JOINT (SJ)DETAIL INSTEAD OFFORMED JOINT
FORM JOINT AND APPLYFORM RELEASE AGENT
STOP SLAB REINF AT JT
COAT ONE END TOPREVENT BOND OR USEPLASTIC DOWEL SLEEVES
SMOOTH DOWELS @ 12" OC,PLACE PERPENDICULAR TOJT & HOLD IN-PLACE W/CHAIRS THAT PERMIT HORIZMOVEMENT OF DOWEL
SEALANT PER SPEC
TOOLED EDGES ATEXTERIOR SLABS
FORM KEY
SLAB REINF CONT THROUGHJT - DO NOT SPLICE WITHIN2'-0" OF JT
SEALANT PER SPEC
SAWCUT, USE EARLY ENTRYSAW WITH ANTI-RAVEL SKIDPLATE
SLAB REINF CONTTHROUGH JOINT
TOOLED JT AT EXTERIOR SLABS
SLAB REINF CONT THROUGH JT
INDICATES CONC ORMASONRY WALLWHERE OCCURS
CONC SLAB & SUB-BASE,SEE PLAN
MATCH WALLREINF CLEARANCE
INDICATES CONC ORMASONRY WALLWHERE OCCURS
AT WALL PROVIDE DOWELW/ STD HOOK, EXTENDTO FAR SIDE OF WALL
CONC SLAB & SUB-BASE,SEE PLAN
MATCH WALLREINF CLEARANCE
INDICATES CONC ORMASONRY WALLWHERE OCCURS
AT WALL PROVIDE DOWELW/ STD HOOK, EXTENDTO FAR SIDE OF WALL
CONC SLAB & SUB-BASE,SEE PLAN
INDICATES CONC ORMASONRY WALLWHERE OCCURS
AT WALL PROVIDE REBARW/ STD HOOK, EXTENDTO FAR SIDE OF WALL, MATCHSIZE & SPACING OF SLAB REINF
CONC SLAB & SUB-BASE,SEE PLAN
CONC SLAB & SUB-BASE,SEE PLAN
CONC SLAB & SUB-BASE,SEE PLAN
.
1'-0" 1'-0"
.
1'-0" 1'-0"
.
D/6
D/3
D/3
D/3
STD LAP
IJ - ISOLATION JOINT
TYP2" CLR
TYP2" CLR
TYP2" CLR
DD
DD
DD
D/4
, 1"
MA
X
D/4
, 1"
MA
X
1/8" to 1/4"
D/2
D/2
D/2
D/2
TYP JOINTS AT CONC SLABS-_033000_T025A
150630
MATCH WALLREINF CLEARANCE
1/8" TO 1/4"
SEALANT PER SPEC
NOTES:1. D = DEPTH SLAB, SEE PLANS2. SMOOTH DOWELS SHALL HAVE SAW CUT ENDS - DO NOT SHEAR. USE 1/2" DIA FOR D UP TO 4",
3/4" DIA FOR D UP TO 6", 1" DIA FOR D UP TO 8", 1 1/4" DIA FOR D UP TO 10", & 1 1/2" DIA FORD OVER 10".
3. SAWCUTTING AND TOOLING SHALL OCCUR AS SOON AS CONCRETE IS HARD ENOUGH SO THATIT WILL NOT BE TORN OR DAMAGED AND BEFORE INITIAL SHRINKAGE HAS STARTED.
EJ - EXPANSION JOINT
DJ - DOWEL JOINT
CJ - CONSTRUCTION JOINT
SJ - SHRINKAGE JOINT
TJ - TOOL JOINT
ADDL SLAB REBAREA SIDE OF JOINT
ADDL SLAB REBAREA SIDE OF JOINT
ADDL SLAB REBAREA SIDE OF JOINT
ADDL SLAB REBAREA SIDE OF JOINT
TYP2" CLR
2"
2" CLR - STOP SLAB REINFWHERE WALL OCCURS
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
8 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-531
DETAILS -TYPICALCONCRETE
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1" = 1'-0"1
1" = 1'-0"2
1" = 1'-0"3
1" = 1'-0"4
3/4" = 1'-0"7
1/2" = 1'-0"5
3/8" = 1'-0"6
1 1/2" = 1'-0"12
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
2"
MIN
2"
MIN
TOFS
D
SLEEVE /WRAP, TYP
PIPE, TYP
BOT OFSLAB
WHERE PIPES INTERSECT REINF AT TOPOF FTG DEPTH D, STEP FTG TO PASSPIPES ABOVE FTG
STEP TOP & BOT OFFTG PER TYP DETAIL
FOOTING, SINGLE STEPSHOWN, MULTIPLE STEP SIM
2"
MIN
2" MIN
D/2 MIN
TOF
D
4" MIN
4"
MIN
FOOTINGWALL
2" MIN CLRTO REINF,TYP
.
.
ABOVE FOOTING
SD
TOF
2" MIN CLR TOREINF, TYP
STEP BOT OF FTGPER TYP DETAIL
HATCHING INDICATES AREAWITHIN FTG WHERE PIPES AREALLOWED TO PASS THROUGH
WHERE PIPES INTERSECTREINF AT BOTTOM OF FTGDEPTH D, STEP FTG TOMAINTAIN PIPES IN AREASHOWN
FOOTING, SINGLE STEPSHOWN, MULTIPLE STEP SIM
SLEEVE /WRAP, TYP
PIPE, TYP
.
.
D MIN
1
2
D MIN
4" MIN
4"
MIN
TO
RE
INF
, T
YP
2"
MIN
CLR
THROUGH FOOTING
W
CL PIPE. 90 DEG WHEN
CROSSING THROUGHOR ABOVE FTG, 60 DEGMIN WHEN CROSSINGBELOW FTG
TYP PIPECROSSINGFOOTING
WRAP 1" MINALL AROUND
BUNDLE PIPES ASTIGHTLY ASPOSSIBLE
18" MAX
PLANBUNDLED PIPE GROUPS
TOF
FOOTING
CONTROLLED LOW-STRENGTHMATERIAL OR CONC PLACED PRIORTO FTG, TYP (MATCH FTG WIDTH, MIN)
3'-0"
MIN
OV
ER
2xW
D
2"
MIN
2xW
& L
ES
S6
" M
IN
TYP4" MIN
SPACE D MIN
D/4 MIN
TYP4" MIN,
4"
MIN
2" MIN
2"
MIN
2"
MIN
IF SPACING IS LESS THAN D, REMOVESOIL THIS AREA AND FILL W/ SAMEMATERIAL AS AT ADJACENT PIPES
SLEEVE / WRAP, TYP
PIPE
EXCAVATE &BACKFILL TRENCHPER SPECS
MAKE SAME DEPTH WHENSPACING IS LESS THAN D, NOSTEPS PERMITTED
BEARING SURFACE AS REQFOR FOUNDATIONS, TYP
BELOW FOOTING
NOTES: 1. D = DEPTH FOOTING, W = WIDTH FOOTING, S = STEP AT FOOTING. 2. PIPE AS NOTED SHALL REFER TO: PIPES, DUCTS, CONDUITS, ETC. ELECTRICAL CONDUITS 1" DIA
OR LESS NEED NOT BE SLEEVED / WRAPPED. 3. THIS DETAIL SHALL APPLY IN ALL CASES WHERE A PIPE MUST CROSS A CONTINUOUS FOOTING.
COORDINATE ELEVATIONS AND LOCATIONS OF ALL PIPES & FOOTINGS ACCORDINGLY. CONTACTSTRUCTURAL ENGINEER FOR CONDITIONS NOT COVERED.
4. PIPES SHALL BE SLEEVED OR WRAPPED AS SHOWN. SLEEVE INSIDE DIAMETERS SHALL BEMIN 2" (4" FOR SPRINKLER PIPES 4" & LARGER) LARGER THAN PIPE OUTSIDE DIAMETER.CENTER PIPES WITHIN SLEEVE. PIPES IN PLACE PRIOR TO PLACING CONC MAY BE WRAPPEDW/ 1" (2" FOR SPRINKLER PIPES 4" & LARGER) THICK FLEXIBLE INSULATION INSTEAD OF SLEEVE.
5. SLEEVE / WRAP SHALL EXTEND THE FULL WIDTH OF FOOTING. SEAL ENDS OF SLEEVE / WRAPAS REQUIRED TO PREVENT WATER PENETRATION.
6. MULTIPLE PIPES SHALL COMPLY WITH THE HORIZONTAL AND VERTICAL SPACING SHOWN ORBE GROUPED INTO ONE LARGE BUNDLE WITHIN THE LIMITATIONS SHOWN. MULTIPLE BUNDLEDPIPE GROUPS SHALL BE SPACED 4xD MIN OC.
7. PIPES AND SLEEVE / WRAP SHALL BE ADEQUATELY SUPPORTED AND SECURED AGAINSTDISPLACEMENT BEFORE AND DURING CONCRETE PLACEMENT.
8. COORDINATE PIPE LOCATIONS SO THAT FOOTING REINFORCING IS NOT DISPLACED. MOVE PIPESTO MAINTAIN 2" CLR FROM REINFORCING TO SLEEVE / WRAP.
9. PIPES NEXT TO BUT NOT CROSSING FOOTING SHALL COMPLY WITH TYPICAL DETAIL FOR PIPEADJACENT TO FOOTINGS.
10. FLEXIBLE INSULATION AS NOTED SHALL REFER TO LOW DENSITY POLYETHYLENE FOAM WITH ADENSITY OF 1.5-3 PCF (PER ASTM D1622) LAYERED TO MEET THICKNESS REQUIREMENTS.
PIPE, TYP
TYP PIPE CROSSING FOOTINGSS-_033000_T016A
150623
12
2
1
W
3'-0" MIN
2 x W
1'-6" MIN
MIN9"
TOF
SEE PLAN
BOT OFCONT ORSPREAD FTG
FOR DEEPER TRENCHES, SEETYP DET TO STEP CONT FTGOR DROP PAD FTG TOMAINTAIN LIMITS SHOWN(ALTERNATE: WITH APPROVALOF GEOTECHNICAL ENGINEER,FILL WITH CONTROLLED LOWSTRENGTH MATERIAL PRIORTO PLACING FTG)
GRADE LINE
NO TRENCHESADJACENT TOFACE OF FTGBELOW THIS LINE
EXCAVATE TRENCH& BACKFILL PERSPECS
PIPE
FACE OF FTG
NOTES:1. W = WIDTH FTG, D = DEPTH FTG.2. TRENCHING LIMITATIONS ARE SAME FOR BOTH FACES OF FOOTING.3. MAINTAIN LIMITS SHOWN FOR WIDER OR SHALLOWER FTG BEYOND, WHERE OCCURS.4. PIPE AS NOTED SHALL REFER TO: PIPES, DUCTS, CONDUITS, ETC.
TYP PIPE ADJACENT TO FOOTINGS-_033000_T015A
150623
D
SLAB REINF
1 1/2" MINCLR TO PIPE
1/8" MIN FLEXIBLEINSULATION
CONC SLAB O/SUB-BASE, SEE PLAN
1/8" MINFLEXIBLEINSULATION
2" MIN CLR TOPIPE FROM BOTOF SLAB
PROVIDE JOINTS ASSHOWN FOR COVEREDCONCRETE. CONTACTARCH FOR EXPOSEDCONDITIONS
8" MAX INCLUDINGTOTAL DEPTH OFINTERSECTING PIPES
1/3 TOTAL DEPTH OFTHICKENED SLAB OR3" MIN
NOTES:1. PIPE AS NOTED SHALL REFER TO: PIPES, DUCTS, CONDUITS, ETC. ELECTRICAL CONDUITS 1" DIA
OR LESS NEED NOT BE SLEEVED2. PIPES SHALL BE INSTALLED SUCH THAT CUTTING, BENDING OR DISPLACEMENT OF
REINFORCEMENT FROM ITS PROPER LOCATION WILL NOT BE REQUIRED.3. PIPES EMBEDDED IN SLABS & WALLS SHALL BE 2" MAX DIA & MIN SCHEDULE 40.4. FLEXIBLE INSULATION AS NOTED SHALL REFER TO LOW DENSITY POLYETHYLENE FOAM WITH
A DENSITY OF 1.5-3 PCF (PER ASTM D1622) LAYERED TO MEET THICKNESS REQUIREMENTS.
D/3, 3/4" MIN COVER OR1 1/2" MIN COVER IFEXPOSED TO EARTH ORWEATHER
#5 T&BADDL REINF,TYP
CLR
MIN
SE
EP
LA
NS
TY
P
1 1
/2"
CLR
MIN
,T
YP
CLR MIN,SEE PLANS,TYP
REINF
"D" = SLAB OR WALL THICKNESS"d" = SLEEVE OUTSIDE DIAMETER
SLAB/WALL - SPACING 3d & GREATER
SLAB/WALL - SPACING d to 3d
3x LARGER ADJACENT d
MIN
d
1 1
/2" C
LR
2 7
/32
".
2 7
/32
"
12" MAX 12" MIN 12" MAX
TYP
1'-6" MIN
d
LARGER ADJACENT d
d d . d
LARGEST ADJACENT d
d
TY
P
1 1
/2"
CLR
3 1
/2"
.4
1/2
"
3"
MIN
1
11
1
THROUGH SLAB BELOW SLAB
IN SLAB BELOW REINF
8" MIN
2"
1 5
/25
6"
TYP PIPE AT SLABS / WALLSS-_033000_T026A
140127
1 1
/2"
1 5
/25
6"
CONC SLAB O/SUB-BASE, SEE PLAN
TOF
DROPPED
#5 VERT W/ STD HOOKAT EA CORNER
ADDL TIE ABOVE& BELOW RISER
#3 TIES @ 12" OC,MAX & 2" FROM TOP
WRAP VERT PIPE W/1/8" FLEXIBLEINSULATIONWRAP HORIZ PIPE &ELBOW W/ 1" FLEXIBLEINSULATION
STEEL COL,SEE PLAN
NO PIPES SHALL BE PLACED WITHIN ORBELOW SPREAD FTGS. DROP PAD FTGBELOW RISER & EXTEND STEEL COL
SEE TYPDET FORPILASTER
WRAP PIPE W/ 1/8"FLEXIBLE INSULATION
3" MIN4" TYP 2" MIN 2 1/2" MIN
2" MIN
NOTCHED CONT SILL PLATE
ADDL #4 W/ STD LAP EA END
ADDL #4 x4'-0" EA SIDE OF PIPE
WRAP VERT PIPES WITH 1/8"FLEXIBLE INSULATION. WRAPHORIZ PIPE & ELBOW W/ 1"FLEXIBLE INSULATION
MAX PIPE SIZE ISAS FOLLOWS: 2 1/4" OD FOR 2x6 WALL 4 1/4" OD FOR 2x8 WALL 6 1/4" OD FOR 2x10 WALL
ADDL #4 DOWEL &AB EA SIDE OF PIPE
WHERE RISER INTERFERES W/CONT FTG, STEP FTG PER TYPDETAIL & PASS RISER ABOVE FTG
NO
TC
H
12"M
AX
TY
P
ST
D L
AP
3/4" CLR
CLR1 1/2"
STL PLATE
2'-0" MIN CLR BTWNNOTCHES
INCREASE FTG WIDTH BYVERT PIPE DIA + 2" WHEREVERT PIPE OCCURS
TOF
TOF
STEPPED
SEE TYPDETAIL FORPIPE ATSLAB
FLEXIBLEINSULATION
PROVIDE 16GA STLPLATE AS SHOWN,ATTACH TO SILL
CONC3" MIN
.
AT PAD FOOTING
PLAN OF CURBAT CONT FOOTING
NOTES:1. PIPE AS NOTED SHALL REFER TO: DUCTS, CONDUITS, ETC. ELECTRICAL CONDUITS 1" DIA OR LESS NEED NOT BE WRAPPED.2. PIPES SHALL NOT PENETRATE A SILL PLATE AT SHEAR WALLS3. FLEXIBLE INSULATION AS NOTED SHALL REFER TO LOW DENSITY POLYETHYLENE FOAM WITH A DENSITY OF 1.5-3 PCF (PER ASTM D1622 LAYERED TO MEET THICKNESS REQUIREMENTS
3"
MA
X
TYP PIPE RISERS AT FOOTINGSS-_033000_T014A
140127
1'-
9"
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:3
9 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-532
DETAILS -TYPICALCONCRETE
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
3/4" = 1'-0"3
1/2" = 1'-0"5
3/4" = 1'-0"7
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
SCALE: NTS4
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
TYP MASONRY INTERSECTIONSS-_048200_T021B
150427
PLAN - CORNERB
PLAN - INTERSECTIONA
NOTES:1. VERT REBAR SHALL HAVE MATCHING DOWELS AT FTG W/ STD LAP, TYP.
ADDL TYP VERT REBAR(#5 MIN)
CUT FACE SHELL FORGROUT FLOW, TYP
CORNER REBAR ATEA HORIZ REBAR(MATCH SIZE & SPACING)
TYP REBAR, UNO
TY
P E
A L
EG
ST
D L
AP
EXTEND W/ STD HOOK DOWNAT END WHEN WALL LENGTHIS LESS THAN STD LAP, TYP
TYP EA LEG
STD LAP
TYP MASONRY SHALLOW LINTELS-_048200_T055A
150701
SECTION
D = 24"B
SECTION
D = 16"A
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT, D = DEPTH LINTEL.2. MASONRY DIMENSIONS SHOWN ARE NOMINAL.
DD
4"
3 1
/2"
3 1
/2"
4"
LINTEL UNITS WHENBOT IS EXPOSED
#3 @ 8" OC& 4" FROM ENDS
ADDL TYP HORIZREBAR (#5 MIN) ATALL OPNG WIDTHS,W OVER 8'-0"
ADDL TYP HORIZREBAR (#5 MIN)AT ALL OPNGS
ADDL TYP HORIZREBAR (#5 MIN)AT ALL OPNGS
ADDL TYP HORIZREBAR (#5 MIN) ATALL OPNG WIDTHS,W OVER 8'-0"
LINTEL UNITS WHENBOT IS EXPOSED
#3 @ 8" OC& 4" FROM ENDS
TYP HORIZ REBAR
180 DEG TIE HOOKEA END
180 DEG TIE HOOKEA END
TYP MASONRY LINTELS-_048200_T054A
150701
SECTION
D = 48" & GREATERA
SECTION
D = 32" TO 40"B
D
D
ADDL TYP HORIZ REBAR
TYP WALL REINF SEE DRAWINGSFOR SIZE & SPACING, UON
180 DEG TIE HOOK EA END
#4 @ 8" OC & 8" MAX FROM ENDS
ADDL TYP HORIZ REBAR(#5 MIN) AT ALL OPNGS
LINTEL UNITS, TYPWHEN BOT IS EXPOSED
ADDL TYP HORIZ REBAR(#5 MIN) AT OPNG WIDTHS,W OVER 8'-0"
VERT DOWEL W/ 180 DEG TIEHOOK (MATCH SIZE & SPACING)OMIT WHEN D IS OVER HALF OF W
4"
3 1
/2"
3 1
/2"
4"
180 DEG TIE HOOK ATVERTS. OMIT WHEN DIS OVER HALF OF W
ST
D L
AP
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT, D = DEPTH LINTEL.2. MASONRY DIMENSIONS SHOWN ARE NOMINAL.
TYP MASONRY JAMB / ENDS-_048200_T052A
150706
PLAN
W OVER 8'-0"B
PLAN
W = 8'-0" MAXA
STD LAP
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT2. VERT REBAR SHALL HAVE MATCHING DOWELS AT FTG W/ STD LAP, TYP.3. HORIZ END REBAR NOT REQ AT SITE WALLS.
W OPNG
W OPNG
ADDL TYP VERTREBAR (#5 MIN)
HORIZ END REBAR W/ 180 TIE HOOK(MATCH TYP HORIZ REBAR SIZE AND SPACING)
HORIZ END REBAR W/ 180 TIE HOOK(MATCH TYP HORIZ REBAR SIZE AND SPACING)
TYP WALL REBAR
TYP WALL REBAR
ADDL TYP VERTREBAR (#5 MIN)
STD LAP
TYP MASONRY LONG PIERS-_048200_T051A
150706
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT2. MASONRY DIMENSIONS SHOWN ARE NOMINAL.3. SEE TYPICAL DETAILS & PLANS FOR TYP VERT / JAMB REBAR.
L = 32" OR 40" (40" SHOWN)
L = 48"
ADDL JAMB REBARAS REQ
#4 @ 16" OC
TYP JAMBREBAR EA END
TYP VERT REBAR
TYP JAMB REBAREA END
180 DEG TIEBEND, TYP
180 DEG TIEHOOK, TYP
#3 HAIRPINS@ 8" OC
PLANA
PLANB
STD LAP
W OPNG W OPNG
W OPNG W OPNG
ADDL JAMB REBARAS REQ
TYP VERT REBAREA CELL (8" OC MAX)
TYP MASONRY SHORT PIERS-_048200_T050A
150701
L = 24"
W OPNG
W OPNG
W OPNG
W OPNG
TYP JAMBREBAR EA END
TYP JAMBREBAR EA END
#3 TIES @ 8" OC & 4"FROM ENDS
L = 16"
PLANA
PLANB
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT2. MASONRY DIMENSIONS SHOWN ARE NOMINAL.3. SEE TYPICAL DETAILS & PLANS FOR TYP VERT / JAMB REBAR.
180 DEG TIE BEND
#3 TIES @ 8" OC & 4"FROM ENDS
180 DEG TIE BEND
TYP VERT REBAR
135 DEG TIE BEND
135 DEG TIE BEND
TYP MASONRY SMALL OPNGSS-_048200_T020C
150427
TOMSEE PLAN
L W L W
D
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT, D = DEPTH LINTEL.2. PROVIDE TYP REINFORCING FOR REMAINDER OF WALL.
TOF/TOCSEE PLAN
WHEN L = 4'-0"OR LESS, SEE
JAMB REBARES, TYP
LINTELREBAR, TYP
SILL REBAR,SAME ASLINTEL, TYP
SMALL OPNGS UP TO 12" MAX DIMPERMITTED WHERE TYP WALLREINFORCING IS NOT INTERRUPTED
FOR ALLOTHERINFO, SEE
W = 2'-8" MAX, WHENW EXCEEDS 2'-8", SEE
MA
X
4'-0"
16"
MIN
MIN
16"
OC
IF SPACED LESS THAN SHOWN, GROUPADJACENT OPNGS & REINFORCE ASREQ FOR ONE LARGER OPNG
ALL EDGES, TYP
2" MIN CLRTO REINFORCING
MIN
16"
MIN
16"
STD HOOKWHEN D ISLESS THANSTD LAP, TYPMIN
16"
MIN
32" OC
MIN
16"
TYP
TYP
TYPSTD LAP
D
TY
P
ST
D L
AP
6
S-541
7
S-541
8
S-541
9
S-541
1
S-541
2
S-541
1
S-541
TYP MASONRY LARGE OPNGSS-_048200_T020B
150427
TOMSEE PLAN
L W L W
D
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT, D = DEPTH LINTEL.2. PROVIDE TYP REINFORCING FOR REMAINDER OF WALL.
TOF/TOCSEE PLAN
JAMB REBARFULL HT ES,TYP
LINTELREBAR, TYP
SILL REBAR,SAME ASLINTEL, TYP
STD LAP TYP WHERE WALLCONT TO FLOOR LEVEL ABV
DOWEL AT EAVERT REBAR
STD HOOKWHEN D ISLESS THANSTD LAP, TYP
WHEN L = 4'-0"OR LESS, SEE
WHEN W = 2'-8"OR LESS, SEE
TYPSTD LAP
TY
P
ST
D L
AP
TYP
TYP
TYP
TYP
TYP
D
5
S-541
6
S-541
7
S-541
8
S-541
9
S-541
19
S-541
2
S-541
TOMSEE PLAN
L W1 L W3 L1 W4
W2 L
D
D
NOTES:1. W = WIDTH OPNG, L = LENGTH WALL SEGMENT, D = DEPTH LINTEL.2. PROVIDE TYP REINFORCING FOR REMAINDER OF WALL.
TOF/TOCSEE PLAN
EXTEND FULL LENGTH L, TYP
REINF OUTERMOST JAMBS, SILLS& LINTELS FOR THE LARGEROPNG WIDTH OF W1 OR W2
REINF OUTERMOST JAMBS,SILLS & LINTELS FOR THELARGER OPNG WIDTH OF W3OR W4 WHEN L1 IS 2'-0" ORLESS
CONT LINTEL& SILL REBAR
EXTEND FULLLENGTH L,TYP
FOR ALL OTHERINFO, SEE
STD HOOK,TYP
D
D
SHADING INDICATESEXTENT OF HORIZPIER REINF, VERTPIER REINF IS CONTFULL HT OF WALL
L = OVER 4'-0"L = 4'-0"OR LESS
L = 4'-0"OR LESS
TY
P
16"
TYP
STDLAP
L = OVER4'-0"
STD HOOKWHEN LLESS THANSTD LAP,TYP
STD HOOK WHEN L LESS THANSTD LAP, TYP
8
S-541
1
S-541
4
S-541
3
S-541
4
S-541
3
S-541
TYP MASONRY ADJACENT OPNGSS-_048200_T020D
150427
TYP PIPE EMBED IN MASONRYS-_048200_T003A
150427
NOMINALWALL
THICKNESS
1/2" DIA
NOTES:1. PIPE AS NOTED SHALL REFER TO: PIPES, CONDUITS OR SLEEVES.2. ONLY RIGID PIPES ARE PERMITTED. NO ALUMINUM PERMITTED. DO NOT CROSS PIPES.3. PIPES SHALL NOT BE EMBEDDED THAT WILL CONTAIN LIQUID, GAS, OR VAPORS: AT TEMPERATURES
HIGHER THAN 150°F, UNDER PRESSURES IN EXCESS OF 55 PSI, OR SUBJECT TO FREEZING.4. WRAP PIPE SWEEPS & FITTINGS W/ 1/8" MIN THICK FOAM TAPE.5. WHEN POSSIBLE LOCATE PIPES & JUNCTION BOXES IN CELLS THAT ARE UNREINFORCED.
WHERE SPACING OR CLEARANCE CANNOT BE MAINTAINED OR REBAR IS INTERRUPTED,PROVIDE REINF AS REQ FOR TYPICAL MASONRY OPENING.
6. PLACE PIPE & FOAM TAPE 1/2" MIN CLR FROM INTERIOR MASONRY SURFACES.7. EMBEDDED PIPES SHALL NOT CROSS MASONRY DOWEL, CONTROL, KEY OR RAKE JOINTS.
6"
8"
1
2
2
3
MAX QUANTITY OF PIPES PER CELL
R U
3/4" DIA
-
1
1
2
R U
1" DIA
-
-
-
1
R U
1 1/4" DIA
R U
1 1/2" DIA
-
-
-
-
-
-
-
-
COMMENTS
R = REINFORCED CELLU = UNREINFORCED CELL
JUNCTION BOX,(1) PER CELL MAX
3X DIA OF LARGESTPIPE OR REBAR, MIN
LOCATE PIPE INSAME PLANE ASVERT / HORIZ REBAR
UNREINFORCEDHORIZ CELL
REINFORCEDHORIZ CELL
LARGER OFREBAR DIAOR 1/2" CLR, MIN
UNREINFORCEDVERT CELL
REINFORCEDVERT CELL
LARGER OFREBAR DIAOR 1/2" CLR, MIN
PLAN SECTION
8 1
/8"
7 7
/8"
2 1/8"
6 1
5/1
6"
1 3
/4"
8 3
/4"
8"
8"
1 9/16"
4 1
/2"
2 1
/4"
6 5
/16
"
R U
TYP BOLT EMBED IN MASONRYS-_048200_T004A
150706
NOMINALWALL
THK (T)
MINIMUM EMBED
VERTHORIZ
6"
8"
3"
4"
6"
8"
BOLT DIA
TYP UNO MAX
3/8"
5/8"
1/2"
3/4"
NOTES:1. PROVIDE 1" MIN CLEAR BETWEEN ADJACENT ANCHOR BOLTS.2. REINFORCING NOT SHOWN FOR CLARITY.3. TOTAL THICKNESS ATTACHED MATERIAL INCLUDES WASHERS & GROUT OR DRYPACK.
TY
P
4"
MIN
TYP1/2" MIN
CUT CLEAN HOLE, TYP
TOTAL THICKNESSATTACHED MATERIAL,TYP UNO
2X BOLT DIAMIN, TYP
HEX HEAD BOLT, TYP
EMBED
HORIZ
1/2" MIN GROUTALL AROUND, TYP
SECTION
EQ EQ
EM
BE
D
VE
RT
T
TYP 1/2" MIN
PLAN
TY
P
1/2
" M
IN
T
EQ EQ
TY
P
1/2
" M
IN TY
P
4"
MIN
TY
P
4"
MIN
EMBED
HORIZ
TYP, UNOTYP, UNO
AT TOP OF WALL AT HORIZ REBAR TYP UNO
MIN GROUTPLACEMENTFLUSH W/ TOPOF WALL
DEPRESS GROUT
INVERTED BONDBEAM UNITS ATFIRST COURSE
CONTINUATIONOF WALL(SHOWN DASHED)
MASONRY WALL,SEE PLANS FORSIZE & REINF, TYP
MIN
1"
CLR
1/2
" M
IN
HORIZ CJ
1 1
/2"
MIN
EA
RT
H O
R W
EA
TH
ER
1 1
/2"
CLR
2"
WH
EN
EX
PO
SE
D T
O
TYP MASONRY GROUT CJS-_048200_T006A
150706
H O
PE
NIN
G
PARTIAL ELEVATION
FULL HT JT,WHERE OCCURS
SPACE JOINTS BELOWOPENING PER H OPENING
TYP MASONRY RAKE JOINTS-_048200_T010A
150427
H WALL
NOTES:1. SEE PLANS AND DETAILS FOR WALL SIZE AND REINFORCING.
MASONRY WALL
TYP WALL REINF UNO,SEE PLAN
ALL HORIZ REINF CONTTHROUGH JT
MORTAR ENTIRE HEAD JOINTSEALANT & BACKER ROD PERSPEC, EA FACE (RAKE BACKMORTAR 3/4" DEEP)
JOINTS SHALL BE LOCATED AT 2xH(OVERALL WALL HT) NOT TO EXCEED24'-0" OC MAX FROM END OF WALL ORADJACENT JOINT (ANY TYPE) ALONGWALL, UNO; SEE PLANS FOR SPECIFICLOCATIONS
STACKED MASONRY HEAD JTFROM TOP OF FTG TO TOP OFWALL, TYP
LOW-LIFT GROUT HIGH-LIFT GROUT
5'-4"
MA
X F
OR
6"
WA
LLS
(N
OT
E 6
), 1
2'-0"
MA
X F
OR
8"
WA
LLS
INITIAL BED JOINT OFMORTAR SHALL BE 1/4"MIN & 1 1/4" MAX
NO CLEAN-OUTOPENING REQUIRED
5'-4"
MA
X G
RO
UT
LIF
T5'-4"
MA
X G
RO
UT
LIF
T
TYP MASONRY GROUTINGS-_048200_T017A
150427
GR
OU
T P
OU
R H
EIG
HT
CO
MP
OS
ED
OF
MU
LT
IPLE
GR
OU
T L
IFT
S
INVERTED BOND BEAMUNITS AT FIRST TWOCOURSES
CLEAN-OUT OPENING ATEA VERT REBAR AT BOTTOMOF EACH GROUT POUR
4'-
0"
NO CLEAN-OUTOPENING REQUIRED
CLEAN-OUT OPENING ATEA VERT REBAR AT BOTTOMOF EACH GROUT POUR
NOTES:1. WALLS MAY BE CONSTRUCTED USING LOW-LIFT OR HIGH-LIFT GROUTING METHOD. HIGH-LIFT GROUTING
SHALL CONFORM TO THE REQUIREMENTS OF DSA IR 31-2.13.2. DO NOT PLACE GROUT UNTIL ALL MASONRY UNITS, TIES, REBAR, BOLTS, EMBEDDED ITEMS
& CLEAN-OUT CLOSURES ARE IN PLACE & SECURED IN POSITION TO THE TOP OF EACH GROUTPOUR. GROUT ALL CELLS SOLID.
3. PROVIDE GROUT CONSTRUCTION JOINT AT TOP OF EACH GROUT POUR, SEE TYP DETAIL.4. AFTER LOWER SECTION IS GROUTED AND PROPERLY CURED, LAY-UP & GROUT NEXT SECTION OF
WALL TO GROUT POUR HEIGHT LIMITATIONS NOTED.5. GROUT LIFT AND GROUT POUR HEIGHTS SHALL NOT EXCEED THE CLEAR GROUT SPACE
LIMITATIONS OF THE BUILDING CODE OR THE MAXIMUM HEIGHTS INDICATED. PRIOR TO MASONRYCONSTRUCTION PROVIDE GROUT DEMONSTRATION PANELS FOR ALTERNATE GROUT SPACESOR HEIGHTS.
6. FOR 6" WALLS THE MAXIMUM GROUT LIFT AND GROUT POUR HEIGHT IS PERMITTED IF ALLOVERHANGING MORTAR PROTRUSIONS ARE REMOVED. OTHERWISE THE MAXIMUM GROUT LIFTAND GROUT POUR HEIGHT IS 1'-0".
NE
XT
SE
CT
ION
OF
WA
LL
VERTICAL REBAR CONTONE PIECE FULL HEIGHTOF WALL, UNO. BRACEREBAR ABOVE COMPLETEDMASONRY TO PREVENTHORIZONTAL MOVEMENT
NE
XT
SE
CT
ION
OF
WA
LL
INVERTED BOND BEAMUNITS AT FIRST TWOCOURSES OF EACHGROUT POUR
CONC SURFACESHALL BE CLEANEDAND LAITANCE REMOVED
INVERTED BOND BEAM UNITSAT FIRST TWO COURSESOF EACH GROUT POUR
REBAR POSITIONERSAT TOP & BOTTOM OFEA VERT REBARWITHIN EA GROUT POURAT MAXIMUM SPACINGIN BETWEEN OF 192VERTICAL REBAR DIAMETERS.MIN OF (2) POSITIONERSPER EA GROUT POURAT EA VERT REBAR
6"
WA
LLS
(N
OT
E 6
) &
8"
WA
LLS
4'-0"
MA
X G
RO
UT
PO
UR
& L
IFT
5'-4"
MA
X G
RO
UT
LIF
T
TYP MASONRY WALL REINFS-_048200_T024B
150427
NOTES:1. SEE PLANS AND DETAILS FOR SPECIAL CONDITIONS.2. AT 4" HIGH UNITS, PROVIDE ADDL INVERTED BOND BEAM UNITS ABOVE ALL HORIZ REBAR.3. LOCATE REBAR LAPS, SPLICES & DOWELS IN SAME PLANE AS PRIMARY REINFORCING.
ADDL TYP HORIZ REBAR AT TOP OF WALL
VERT REBAR CONT ONE PIECEFULL HT OF WALL, UNO
ADDL TYP HORIZ REBAR (#5 MIN)AT COURSE ABV & BLW ROOF OR FLOOR
PLACE HORIZ REBAR IN BOND BEAM UNITS, TYP
TYP REINFORCING
TYP HORIZ REBAR ININVERTED BOND BEAMAT SECOND COURSE
DOWEL AT EACH VERT REBAR(MATCH SIZE & SPACING)SEE DETAILS FOR CONCRETE EMBED
6"
8"
#4 @ 16" OC
#5 @ 16" OC
#4 @ 16" OC
#4 @ 16" OC
VERT HORIZ
ROOF OR
FLOOR
TOM
EQEQ
ST
D L
AP
ST
AR
T O
F H
OR
IZR
EB
AR
SP
AC
ING
TOF
NOM WALLTHICKNESS
MIN REINFORCING, UNOTYPE
WM6
WM8
PLACEMENT TOLERANCE D1
D1 EQUALS 8" OR LESS
D1 OVER 8" UP TO 24"
D1 OVER 24"
+/- 1/2"
+/- 1"
+/- 1 1/4"
NOTES:1. L = LENGTH WALL SEGMENT, D = DEPTH LINTEL, S = SPACING OF REINF, D1 = DEPTH TO REINF.2. D1 IS THE LARGEST DISTANCE FROM REINFORCEMENT TO FOM.3. TOLERANCE LIMITS APPLY TO WALLS, PILASTERS, COLUMNS, BEAMS AND LINTELS.4. PLACEMENT OF DOWELS SHALL BE HELD TO THE SAME TOLERANCE.5. SEE LINTEL, PIER AND JAMB DETAILS FOR REBAR BENDS NOT SHOWN.
TYP MASONRY REINF TOLERANCES-_048200_T023B
150706
D1 D1
S
S
SECTIONA
PLANB
D
D1
D1
S S
PLACEMENT TOLERANCE S
L EQUALS 8" OR LESS
L OVER 8" UP TO 24"
+/- 1/2"
+/- 1"
L OVER 24" +/- 2"
L
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:4
0 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-541
DETAILS -TYPICALMASONRY
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
1" = 1'-0"6
1" = 1'-0"8
1" = 1'-0"7
1" = 1'-0"2
1" = 1'-0"3
1" = 1'-0"4
1/4" = 1'-0"5 1/4" = 1'-0"1 1/4" = 1'-0"9
SCALE: NTS12
SCALE: NTS11
SCALE: NTS10
SCALE: NTS13
SCALE: NTS18
SCALE: NTS19
SCALE: NTS20
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
Q2
TYP NAIL INSTALLATIONS-_061010_T005A
140127.
L
L/3
2"
NAIL
MINPENETRATION
TOE NAIL
NOTES:1. NAIL LENGTHS DENOTED ARE FOR STANDARD NAILS. SHORTER NAILS W/ EQUIVALENT DIA WILL
BE PERMITTED IF MINIMUM PENETRATION INTO BASE WOOD MEMBER IS MAINTAINED.2. PREDRILL TO PREVENT SPLITTING
NAIL PENNYWEIGHT
SHANKDIA (IN)
LENGTH(IN)
MAXIMUMPREDRILL BIT
DIA. (IN)
MINIMUMPENETRATION
(IN)
MINIMUMSPACING
(IN)
MINIMUMEDGE
DISTANCE
8d COMMON
20d BOX
10d COMMON
16d COMMON
30d BOX
40d BOX
0.131 2 1/2 3/32 1 5/8 13/16
0.148 3 7/64 1 7/8 15/16
0.162 3 1/2 1/8 2 1
0.148 4 7/64 1 7/8 15/16
0.148 4 1/2 7/64 1 7/8 15/16
0.162 5 1/8 2 1
1 5/8
1 7/8
2
1 7/8
1 7/8
2
NAIL SCHEDULE
BASE WOOD MEMBER
30°
NOTES:1. PREDRILL ALL SCREW HOLES W/ COUNTERSINK BIT.2. ALL SCREWS TO HAVE FLAT HEAD FOR WOOD TO WOOD CONNECTIONS AND PAN HEAD FOR SP
TO WOOD OR METAL TO WOOD CONNECTIONS.3. ALL SCREWS TO HAVE ROLLED THREADS.4. WAX SHALL BE USED ON THE WOOD SCREWS OR IN THE LEAD HOLES TO FACILITATE
INSERTION AND PREVENT DAMAGE TO THE WOOD SCREW.5. THE THREADED PORTION OF THE WOOD SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY
TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER.
WOOD SCREW SCHEDULE
SCREWSIZE
SCREWDIAMETER
MAXIMUMPREDRILLBIT DIA (IN)
MINIMUMPENETRATION
UNO
#8 0.164 3/32" 1 1/4"
#10 0.190 7/64" 1 1/2"
#12 0.216 1/8" 1 3/4"
#14 0.242 5/32" 2"
22
1/2
56
"
MINIMUM PENETRATION
BASE WOOD MEMBER
Q2
TYP WOOD SCREW INSTALLATIONS-_061010_T006A
140127.
Q2
TYP LAG SCREW INSTALLATIONS-_061010_T004A
140127.
9/32"
1 1
1/3
2"
1 3
5/6
4"
1 3
5/6
4"
15/32"
9/32"
1 7
/32
"1
35
/64
"
1 3
5/6
4"
15/32"
STD HOLE INSTEEL PL
MINIMUMPENETRATION
'D2' LEAD HOLE FOR THREADED PORTION
'D1' LEAD HOLE FOR SHANK
SHANK LENGTH
THREAD LENGTH
MINIMUMPENETRATIONBASE WOOD MEMBER
STEEL TO WOOD WOOD TO WOOD
NOTES:1. THE THREADED PORTION OF THE LAG SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING
WITH A WRENCH, NOT BY DRIVING WITH A HAMMER.2. WAX SHALL BE USED ON THE LAG SCREW OR IN THE LEAD HOLE TO FACILITATE INSERTION AND
PREVENT DAMAGE TO THE LAG SCREW.3. MINIMUM PENETRATION DOES NOT INCLUDE THE LENGTH OF THE TAPERED TIP.
LAG SCREW SCHEDULE
1/4" 3/8" 1/2" 5/8" 3/4" 7/8" 1"LAG / SHANK DIA
'D1' MAX BIT SIZE
'D1' MAX BIT SIZE
MIN PENETRATION
1/4"1/8" 1/4" 3/8" 1/2" 1/2" 5/8"
2 1/2" 3 3/4" 4 3/4" 6" 7 1/4" 8 1/2" 9 1/2"
LAG / SHANK DIA
15
/64
"1
41
/64
"S
HA
NK
LE
NG
TH
SHANK LENGTH
THREAD LENGTH
TAPERED TIP
SEE PLAN
TOC
1 1/2"1 1/2"
2X STUDWIDTH BLKG
(3) 8D EA SIDE OF STUD ATEA PIECE OF BLKG
2X STUD WIDTH BLKG EA SIDE
5/8" DIA X 1'-0" AB5/8" DIA X 1'-6" AB WHERECURB OCCURS ("HEX" HEADANCHOR BOLT)
WHERE FOUNDATION ISNOT LEVEL, DRY PACKAS REQ TO MAINTAINFULL BEARING ATCONTACT SURFACES
9"
(SEE PLANS)
4'-0" MAX UNO
4"
PR
OJE
CT
ION
AT
3X
PL
3"
PR
OJE
CT
ION
AT
2X
PL
NOTES:1. PLATES BORED, CUT OR NOTCHED MORE THAN 1/3 OF WIDTH SHALL HAVE ADDL BOLTS EACH SIDE
OF BORE, CUT OR NOTCH (AS FOR SPLICES)2. TWO BOLTS MIN FOR EACH PIECE OF SILL3. OUTSIDE DIA OF THREADS MUST EQUAL BOLT SHANK DIA4. HOLDOWN BOLTS DO NOT REPLACE ANCHOR BOLTS5. CENTER ALL AB'S ON CENTERLINE OF SILL UNO
SPLICE
5" MIN & 9" MAXFROM ENDS
STUD ANCHOR AT BOLT
TYP AB AT WOOD SILL PLATES-_061010_T035A
140127
6" 6 1/2"
D/4
MAX ALLOWED NOTCHWHEN BEARING ATTHIS LOCATION
10 107/256"
WIDTH OF BEARING SHALLMATCH STUD WIDTH OR BEAM &SHALL INCLUDE SP THICKNESSWHERE OCCURING, UNO
PREDRILL SMALL DIAHOLES AS REQUIRED
SLOPE, SEE PLAN
FLAT CONDITION SLOPED CONDITION
NOTES:1. OVERCUTTING IS NOT PERMITTED. ALL CUTS SHALL INTERSECT DRILLED HOLE WHEN USED.2. BEARING CUTS SHALL OCCUR ONLY WHERE SPECIFICALLY DETAILED ON THE DRAWINGS.3. CUTS OR DRILLED HOLES SHALL NOT INTERSECT ANY LOOSE KNOTS.
Q2
TYP BEARING CUT IN JOIST /RAFTER
S-_061010_T007A
140127.
D
LENGTHBEARING
SPAN L LENGTHBEARING
L/3 L/3 L/3
NOTCHES WITHIN THIS LENGTHAT FRAMING 4" WIDE & LARGER
D/5 MAXNO NOTCHESWITHIN THISLENGTH UNO
EQ
EQ
DE
PT
H D
TYP
D MIN
TYP
D MIN
2"
MIN
2"
MIN
MA
XD
/3
1/2" RADIUS
MA
XD
/4
NOTCH AT ENDNOT TO EXCEEDBEARINGLENGTH
NOTCH
JOIST / RAFTER / BEAM
BORED HOLE
ELEVATION
NOTE:1. PREDRILL SMALL DIA HOLE AT ALL CORNERS OF NOTCHES. ALL CUTS SHALL INTERSECT
PREDRILLED HOLE. OVERCUTTING IS NOT PERMITTED.2. NOTCHES IN THE BOTTOM OF JOISTS ALLOWED ONLY WHERE SPECIFICALLY DETAILED ON
THE DRAWINGS.3. IF JOIST / RAFTER / BEAM CANTILEVERS OR IS CONTINUOUS OVER MORE THAN ONE SPAN,
NO NOTCHES ARE PERMITTED.
D/1
0 M
AX
Q2
TYP HOLE OR NOTCH IN JOIST /RAFTER / BEAM
S-_061010_T008A
140127.
SINGLE OPENINGSUP TO 6" MAX MAYBE PLACED WITH NOADDL BLKG REQ
SHEATHING,SEE PLAN
LOCATE 3" MIN FROMSHEATHING EDGES
SPACE SINGLE OPENINGS12" OC MIN EA WAY
USE FOR:- SINGLE OPENINGS GREATER THAN 6" IN SIZE- SINGLE OPENINGS LOCATED LESS THAN 3" FROM SHEATHING EDGES- GROUPS OF SINGLE OPENINGS SPACED LESS THAN 12" 0C
BLKG SAME SIZEAS FRAMING, TYP
FC, TYP
1'-
0"
11 227/256"
FRAMING, SEE PLAN
MA
X
"S"
3 5
/12
8"
2 63/64"
OPENINGS NOT CUTTING A FRAMING MEMBER
2'-0" MAX SIZE
NOTE:1. SHEATHING REFERS TO GYPSUM BOARD OR SP
"S"SPACING
PER PLAN
"S"SPACING
PER PLAN
3X "S" MAX
WHERE SP OCCURS PROVIDE"SIMPSON" CS20, CONT ONEPIECE W/ ALL HOLES FILLEDW/ 8d NAILS, TYP
DBL FRAMING ATEA EDGE, TYP
DBL JH TYP
MIN 3X4 FLATBLKG, TYP
JH TYP DOUBLE FRAMINGEACH SIDE
STRAP TO EXTEND2X "S" PAST DOUBLEFRAMING, TYP
FRAMING,SEE PLAN
PROVIDE SHEATHINGEN FULL LENGTH OFSTRAPS & DOUBLEFRAMING, TYP
OPENINGS CUTTING (2 MAX) FRAMING MEMBERS
6'-0" MAX SIZE
3X
"S
" M
AX
Q2
TYP WOOD ROOF / FLOOR /CEILING FRAMING AT OPENINGS
S-_061010_T010A
140127.
DOUBLE FRAMINGEACH SIDE
Q2
TYP NAILING AT STRUCTURALPANEL JOINTS
S-_061010_T024A
140127.
EQ EQ EQ EQ
2"
2 1
/25
6"
(4) EQ SPACES: 3/8" @ 2X FRAMING5/8" @ 3X FRAMING
SECTION
PLAN
FRAMING OR BLKG,SEE PLANS (2X MIN)
SP PER PLANS
NAIL SPACING PER PLANS
NAIL SPACING PER PLANS
1/8" GAP TYP
STAGGER NAILS EASIDE OF JT
CL FRAMINGCL SP JOINT
END JOINTS
24" MINSTAGGER AT
PROVIDE (2) ROWS SP ENAT ALL 4X & WIDERFRAMING & BLKG
SEE TYP DETAILFOR SP JOINTS,CENTER SP JOINTSON FRAMING &BLKG, TYP
EDGE NAILING, TYPAT EA SUPPORTEDEDGE
EN AT FIELD BLKG WHEREOCCURS, SEE PLANS
NOTES:1. SEE PLANS FOR DIAPHRAGM NAILING SCHEDULE, NAIL SIZE, SPACING & SP.2. NO PANEL LESS THAN 24" IN ANY DIMENSION SHALL BE USED, ADJUST LAYOUT AS NEEDED.3. WHERE PLAN CALLS FOR EDGE BLOCKING, USE THE FOLLOWING:
FOR 8d SP NAILING, USE 2X4 FLAT W/ "SIMPSON" Z28 EA END W/ (2) 10DX1 1/2"FOR 10d SP NAILING, USE 3X4 FLAT W/ "SIMPSON" Z38 EA END W/ (2) 10DX1 1/2"OR FASTEN BLOCKING NOTED TO FRAMING PER NAILING SCHEDULE.
FOR FLOORS AND ROOFS W/SLOPES 2:12 OR FLATTER PROVIDET&G SP AT ALL EDGES NOTSUPPORTED BY BLKG
FRAMING, SEE PLAN
FIELD NAILING,TYP AT SUPPORTSNOT AT EDGES
EDGE BLKGWHEREREQ, SEEPLANS
WHERE MULTIPLEFRAMING MEMBERSOCCUR, CENTER SPJOINT ON ONECOMMON MEMBER
4'X8' SHEETS, TYP, UNO
Q2
TYP STRUCTURAL PANEL LAYOUT- ROOF / FLOOR
S-_061010_T022A
140127.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
8/2
016 4
:23:4
3 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
S-561
DETAILS -TYPICAL WOODFRAMING
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
3" = 1'-0"1
12" = 1'-0"2
3" = 1'-0"3
1" = 1'-0"4
SCALE: NTS5
SCALE: NTS6
SCALE: NTS8
SCALE: NTS17
SCALE: NTS18
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
No. S3737
S
ATA
TE
O F C A L I F O
RN
IS LTR U C T U R
A
R
REG
ISTER
EDPROFESSIONAL
ENG
INE
E
K
RERRYJ. VOLKE
MARK DATE DESCRIPTION
05/19/2016
EP
EP
EP
EP EP
EP
EP
EP
EP
EP
EP
EP
EP
TO
E
TOE
TO
E
TOE
TOE
TO
E
TOE
TO
ET
OE
499.8
C=499.83
P=499.57P=499.58 P=499.56
P=499.56
P=499.91P=499.91
P=499.55
P=499.60
P=499.54
P=499.57
P=499.55P=499.56
P=499.61P=499.63
P=499.67 P=499.68
P=499.73 P=499.76
P=499.93
P=500.14
P=499.99
P=499.70P=499.66
P=499.79
P=499.65
P=499.65
P=499.66
P=499.66
P=499.63
P=499.63
P=499.69
P=499.71
P=499.72
P=499.73
P=499.70
P=499.70
P=500.00P=500.07
P=500.04P=500.03
P=500.13
P=499.60
P=499.60P=499.64
P=499.63
P=499.79
P=502.07P=502.07
P=502.02
P=501.86
W
W
W
T
EX. TRANS
EX.TRANS
GA
TE
GA
TE
GATE
GA
TE
GATEGATE
GATE
GA
TE
GATE
GATE
GATE
E
E
E
E E
E
E
U
OV
ER
HA
NG
OV
ER
HA
NG
OV
ER
HA
NG
SIG
N
SC
OR
E B
OA
RD
EX. B
LDG
EX.
SOFTBALLFIELD
BLDG
EXISTING
BUILDING
499.8
500.0
499.8
500.4
499.6
499.7
499.6
499.5
499.6
499.5
500.1
499.5
499.3
499.5
499.3
499.7
499.7
499.7499.8
499.9
499.9
499.7
499.5
499.5
499.5
499.949
9.8
500.0
499.8
500.9
501.3
500.9
499.6
499.8
499.8
499.8
500.0
501.2
500.2
499.3
499.7
499.4
500.1
499.2
498.7
499.2
501.3
500.1
501.1
501.7
499.8
500.0
500.0
499.9499.8
499.8 499.8
499.6
499.7
499.649
9.8
499.8
500.0
499.8
499.7
499.8
499.9
499.6
499.8
499.6
499.7
499.7
499.8
499.6
499.6
499.7
499.5
499.7
499.7
499.6
500.1
499.5
499.7
499.7
499.7
499.7
499.5
499.2
499.8
499.9
499.9
499.3
499.7
499.6
499.1
498.9
499.2 49
9.0
499.0
499.7
C=500.01
P=499.46P=499.45
P=499.56P=499.46
P=499.36P=499.44
P=499.51
P=499.39
P=499.47
P=499.41
P=499.50
P=499.61
P=499.51
P=499.66P=499.72P=499.59
P=499.63P=499.63
P=499.33
P=500.05
EP=5
00.0
6
C=500.23
C=500.11
C=499.87
C=500.02
C=499.87
P=499.85
P=499.94
P=499.87
P=499.88 P=499.96
P=499.76
P=500.08P=500.00
P=499.70P=499.96
P=499.89
P=499.86
P=499.86
P=500.03 P=500.03 P=500.00 P=499.89P=499.71
P=499.83 P=499.99 P=500.05
P=499.82P=499.83 P=499.81P=499.84P=499.87P=499.93P=499.94P=499.90
P=499.82
P=499.64
P=499.75
P=499.72
P=499.65
P=499.78
P=499.76
P=499.70
P=499.74
P=499.67
P=499.89
C=498.87 C=498.86
C=498.92C=498.87
C=499.84
C=499.76
C=499.91C=499.96
C=499.82
C=499.71
C=499.37
C=499.86
C=499.81C=499.83
C=499.89
C=499.96
P=499.77P=499.78
P=499.78P=499.74
P=499.89
P=499.96P=500.01
P=500.09P=500.09
C=499.68
C=499.73
C=499.68
C=500.05C=500.05C=500.04
C=499.49C=499.50
C=499.45C=499.46 C=499.52 C=499.53
C=499.60C=499.60 C=499.89
C=499.86
C=500.07
C=500.05C=500.06
C=499.48
C=499.50C=499.53
C=499.47
P=499.72P=499.77
C=499.80
C=500.04
C=500.03C=499.98
C=500.03
C=500.04C=500.12
C=500.30
C=50
0.29
C=500.00
C=499.97C=500.02
C=499.79
C=499.73
C=499.78
C=49
9.72
C=49
9.74
C=49
9.79
C=49
9.78
C=500.14
C=500.14
C=500.14C=500.11
R=498.90
EP=500.09
P=499.90
P=500.06
C=49
9.98
C=500.02
P=499.99
P=499.88P=499.47
P=499.71
R=499.03
TC=500.22
TC=500.24
TC=499.85
C=499.75C=499.74 C=
499.
92
P=499.75
P=499.76
R=499.89
C=499.50C=499.95C=500.01
C=499.69C=499.67
R=499.50 R=499.54R=499.91
C=499.94
C=499.94 C=499.93
C=499.83
C=499.91C=499.94C=499.95
C=499.92
C=500.37 C=500.32
C=499.97 C=499.95 C=499.94C=499.93
C=499.83
C=499.52 C=499.42
C=499.63
C=499.70
C=499.67
C=499.57
C=499.47
P=499.58
P=499.66
P=499.68
C=500.37C=499.49 C=499.51
C=499.53C=499.52
R=499.51
R=500.18
C=499.67
R=499.38
P=499.66P=499.60
P=499.59C=499.55C=499.74
EP=4
99.6
8C=
499.
74
C=499.75
E P= 4
99.7
2
C=499.63
C=499.63
P=502.02
EP=500.18 EP=499.96 EP=499.94
EP=499.95 EP=499.99
P=500.21
P=499.92
P=500.46P=500.46
C=500.51
P=500.05
P=500.28P=500.04
P=500.02
P=500.16
P=499.67
C=50
0.54
499.9
8
P=500.09
C=499.86
C=500.07C=500.10
C=499.98C=499.98
C=499.99
C=500.61C=500.63
C=500.66
C=500.05
C=500.57
C=499.81
C=499.83
C=500.50
P=499.87
C=49
9.72
C=49
9.98
P=499.18
P=499.25 P=499.33
P=499.21
P=499.11 P=499.07
P=499.14P=499.17
C=499.91
C=499.83
C=499.90
C=499.96
C=499.72
C=499.64
C=49
9.74
C=500.00
C=500.08
C=500.02
C=499.87
C=499.68
C=499.59
C=499.65
C=499.86
C=500.02
C=500.00
C=49
9.91
C=49
9.87
R=499.43
C=49
9.85
C=49
9.87
R=499.51
C=49
9.51
C=49
9.51
C=4 9
9.50
C=49
9.51
C=500.13
C=499.98
C=500.09
C=499.98
C=499.87
C=499.71C=499.73
C=499.82
C=499.85
C=499.83
C=499.80C=499.84C=499.86
C=499.71 C=499.64
C=499.94 C=499.96
C=499.63
C=499.65
C=499.80
C=499.57
C=499.68
C=499.53
C=499.72
P=499.64
C=499.69
C=499.64
C=499.63
C=499.70
C=499.63
C=499.63C=499.70 C=499.68
C=500.04
C=499.96
C=500.05
C=50
0.11
R=499.49
C=499.93C=500.31 C=500.38
C=499.86
R=499.95
EP=500.01
C=50
0.4 8
C=50
0.20
C=50
0.47
C=50
0.4 1
C=50
0.29
C=50
0.47
P=499.69
R=499.73
EP=499.92
R=499.70
R=499.30
P=499.15
P=499.20
500.0
3
C=500.10
C=500.15
EP=500.25
EP=4
9 9.8
9EP
=49 9
.80
EP=499.76
C=500.03
C=500.09
C=500.19C=500.47
C=500.16
C=500.53
C=500.54
C=500.35
C=500.52
P=502.26 C=500.26 P=502.47
C=500.40
C=500.33
C=500.17
C=500.09C=500.25
R=500.03
T
T
T
U
U
BU
SH
BU
SH
BUSH
BUSH
BUSH
BUSH
BUSH
S
CO
CB
MH
CB
CB CBCB
CB
AD
AD
CB
CB
CB
MH
CB
CB
CB
FDC
ICVICV
FDC
FDC
FH
ICV
ICV
W
W
ICVICV
W
GP GP
EX. BIKE RACK
EX. BENCH
EX. VENDING
MACHINE
EX. BENCH
GP GP
EX
. B
EN
CH
EX
. B
EN
CH
EX
. B
EN
CH
EX. PICNIC
BENCH
TRASH CAN
TRASH CAN
EX. BLEACHERS
EX. B
LEAC
HER
S
EX
. B
LE
AC
HE
RS
101 121 123 127 122
124
120120
102102
121
123
122
125
126
126 126
125
103
(E) IAC BUILDINGAPPL # 02-104238
IACBUILDING
APPL # 02-104238
IACBUILDING
APPL # 02-104238
GENERAL NOTES
1. CONTRACTOR SHALL DEMO AND TRANSPORT OFF SITE ANY PAVING, CONCRETE, LANDSCAPE,TREES AND ROOTS AND OTHER SITE MATERIALS AS REQUIRED TO PERFORM NEW WORK
2. CONTRACTOR SHALL PATCH AND REPAIR ALL ADJACENT AREAS AFFECTED BE DEMOLITION FASREQUIRED TO MATCH EXISTING CONDITIONS.
3. ALL AREAS ON DEMOLITION PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS EXPECTED TOFIELD VERIFY ALL AREAS TO DETERMINE SPECIFIC SCOPE FOR EACH ITEM
4. ALL SAFEGUARDS MIST BE ADHERED TO DURING CONSTRUCTION AND DEMOLITION PER CFC & CBCCHAPTER 33
5. SEE OTHER DISCIPLINES FOR ADDITIONAL DEMOLITION SCOPE NOT NOTED HERE.
5. CONTRACTOR SHALL COORDINATE HAZARDOUS MATERIALS ABATEMENT PROCESS WITH OWNER.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 1
2:1
3:0
8 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
AD101
DEMO SITE PLAN
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
SCALE 1" = 20'-0"1SITE PLAN DEMO
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
SHEET KEYNOTES
101 (E) BACKSTOP AND FENCE ABOVE TO REMAIN
102 (E) CONCRETE AND FENCE ABOVE TO REMAIN
103 (E) PR GATE TO REMAIN
120 (E) CONCRETE CURB AND FENCE ABOVE TO BE REMOVED, , COORDINATE EXTENT PER ARCH SITEPLAN ON AS101
121 (E) GATE TO BE REMOVED
122 (E) FENCE TO BE REMOVED, COORDINATE EXTENT PER ARCH SITE PLAN ON AS101
123 (E) DUGOUT TO BE DEMO IN ENTIRETY
124 (E) PRACTICE PITCHING MOUND TO BE REMOVED
125 REMOVE (E) CONC TO EXTENT AS SHOWN. REMOVE TO NEAREST CONTROL JOINT
126 (E) MOVABLE BLEACHERS TO BE RELOCATED FOR ADA POT COMPLIANT, BY CONTRACTOR ASSHOWN ON ARCHITECTURAL SITE PLAN AS101
127 (E) GATE TO BE RELOCATED PER ARCH SITE PLAN
MARK DATE DESCRIPTION
EP
EP
EP
EP EP
EP
EP
EP
EP
EP
EP
EP
TO
E
TOE
TO
E
TOE
TOE
TO
E
TOE
TO
ET
OE
W
W
W
T
EX. TRANS
EX.
TRANS
GA
TE
GA
TE
GATE
GA
TE
GATEGATE
GATE
GA
TE
GATE
GATE
E
E
E
E E
E
E
U
OV
ER
HA
NG
OV
ER
HA
NG
OV
ER
HA
NG
SIG
N
SC
OR
E B
OA
RD
EX. B
LDG
EX.
SOFTBALL
FIELD
BLDG
EXISTING
BUILDING
T
T
T
U
U
BU
SH
BU
SH
BUSH
BUSH
BUSH
BUSH
BUSH
S
CO
FDC
ICVICV
FDC
FDC
FH
ICV
ICV
W
W
ICVICV
W
GP GP
EX. BIKE RACK EX. BENCH
EX. VENDINGMACHINE
EX. BENCH
GP GP
EX
. B
EN
CH
EX
. B
EN
CH
EX
. B
EN
CH
EX. PICNIC
BENCH
TRASH CAN
TRASH CAN
EP
EP
EP
EP EP
EP
EP
EP
EP
EP
EP
EP
TO
E
TOE
TO
E
TOE
TOE
TO
E
TOE
TO
ET
OE
W
W
W
T
EX. TRANS
EX.
TRANS
GA
TE
GA
TE
GATE
GA
TE
GATEGATE
GATE
GA
TE
GATE
GATE
E
E
E
E E
E
E
U
OV
ER
HA
NG
OV
ER
HA
NG
OV
ER
HA
NG
SIG
N
SC
OR
E B
OA
RD
EX. B
LDG
EX.
SOFTBALL
FIELD
BLDG
EXISTING
BUILDING
T
T
T
U
U
BU
SH
BU
SH
BUSH
BUSH
BUSH
BUSH
BUSH
S
CO
FDC
ICVICV
FDC
FDC
FH
ICV
ICV
W
W
ICVICV
W
GP GP
EX. BIKE RACK EX. BENCH
EX. VENDINGMACHINE
EX. BENCH
GP GP
EX
. B
EN
CH
EX
. B
EN
CH
EX
. B
EN
CH
EX. PICNIC
BENCH
TRASH CAN
TRASH CAN
2
A-111
2
A-111 SIM, MIRRORED LAYOUT
(E) IAC BUILDING
S102
S103
S101
4'-0" MIN
4'-0
" MIN
4' -0
" MIN
CC
C
RELOCATED (E) GATE
APPL # 02-104238
IACBUILDING
APPL # 02-104238
CONCRETE SIDEWALK TOBE FLUSH WITH ADJACENTCONCRETE SIDEWALK, SEE16/AS101 FOR ADD'L INFO
(N) FENCE
(N) GATETO BE LOCATEDAT END OF (E)BACKSTOP
ALIGN
(N) GATETO BE LOCATEDAT END OF (E)BACKSTOP
ALIG
N
20
AS101
20
AS101
IACBUILDING
APPL # 02-104238
CONC WALK TO BE FLUSH W/(E) AC PAVING
ACCESSIBLE PARKING, SEESHEET G-501 FOR DTLS
VAN ACCESSIBLE PARKING,SEE SHEET G-501 FOR DTLS
SITE PLAN LEGEND
S-101
PROPERTY LINE
LIMITS OF WORK
EXISTING BUILDINGS
BUILDINGS UNDER THE SCOPE OF THIS PROJECT
CHAINLINK FENCING, SEE
SITE GATES - SEE GATE SCHEDULE ON AS101
(E) LANDSCAPE
C
3'-0".
4'-0".
PROVIDE ACCESSIBLE WHEELCHAIRSPACE WITH COMPANION SEATING TO(E) BLEACHERS
(E) CONCRETE
(E) AC PAVING
CONCRETE
RELOCATED (E) BLEACHERS TO MEET ADA POTREQUIREMENTS
(E) CHAINLINK FENCING
8
AS101
GENERAL NOTES
1. PROVIDE 12" CONCRETE MOW STRIP BETWEEN ALL LANDSCAPE AREAS AND BUILDINGS.
2. PAVING EXPANSION JOINT SHALL BE LOCATED ALONG THE EXTERIOR OF EACH BUILDING.
3. SEE SHEET GA101 FOR ACCESSIBLE PATH OF TRAVEL
FOOTING,SEE DTL
FABRIC TIES
1/8" GALV STEELPLATE, CONTWELDED TO GATEFRAME STEEL PLATEBOTH SIDES OF GATE
Q1
CHAIN LINK SWING SINGLE GATE?DRS TRACKING NUMBER?
?YYMMDD?.
DIAMOND MESHFENCE FABRIC
SST KICKPLATE -FASTEN TO GATEFRAME W/ (2) SSTCHICAGO BOLTS &SLEEVES @ 12" OC(ALTERNATE PULL-THRU RIVETS)
3"
MA
X
A KICKPLATE
GATE FRAME , TYP
DIAGONAL BRACETIE RODS
10"
ON
PLA
N
6'-0"
UO
N
A
SEE SCHEDULETERMINALPOST, TYP
GATE LATCHTOP RAIL
12
AS101
NOTE: VINYL SLATS REQUIRED ATMECHANICAL YARD, SERVICE YARD,ART YARD, KILN ENCLOSURE
NOTE: VINYL SLATS REQUIRED AT MECHANICAL YARD,SERVICE YARD, ART YARD AND KILN ENCLOSURE
44"
MA
X
36"
MIN
Q1
FENCE FOOTING - UP TO 6'-0"HIGH
1'-0" DIAMETER
3'-6"
FO
R F
EN
CE
WIT
H H
EIG
HT
UP
TO
6'-0"
FENCE POSTS, SEE SPECS
CONCRETE FOOTING
CLR
3"
Q1
CHAIN LINK FENCE FORRELOCATED FENCE
?DRS TRACKING NUMBER?
?YYMMDD?.
SEE PLANS & ELEVATIONS FOR LOCATIONS
6'-0" MAX
6'-0"
TY
P
POST CAP, TYP
FLAT STRETCHER, BARAT END POST, TYP
TIES @ 24" OC MIN TOPAND BOTTOM, TYP
TOP RAIL
BOTTOM RAIL
3'-0"
GI FABRIC W/ VINYLSLATS, TYP
INTERMEDIATE RAIL
12
AS101
CONC SLAB
SMOOTH DOWELS 1/2" DIA@ 12" OC - (SAWCUT ENDSDO NOT SHEAR) PLACEPERPENDICULAR TO JOINTAND HOLD IN PLACEW/ CHAIRS THAT PERMITHORIZONTAL MOVEMENT
COAT ONE END TOPREVENT BOND OR USEPLASTIC DOWEL SLEEVES
CONC SLABSAW CUT ORTOOLED JOINT
D= DEPTHOF PAVING
CONT SEALANT COLORTO MATCH CONC
FIBERBOARDEXPANSION JOINT
TOOLED JOINT (TJ)
EXPANSION JOINT (EJ)
NOTE:PROVIDE EXPANSION JOINTS (EJ) TOMATCH (E) EXPANSION JOING OR NOTTO EXCEED 20'-0" OC
Q1
CONCRETE PAVING JOINTSAE_AS0500_001
1'-0" 1'-0"
D÷4
2" CLR, TYP
EQ
EQ
CONTINOUS SEALANT, COLORTO MATCH CONCRETE
FIBERBOARDEXPANSION JOINT
COAT TO PREVENTBOND OR USE PLASTICDOWEL SLEEVES
1/2" DIA SMOOTH DOWEL @ 12" OC,DRILL INTO EXISTING CONCRETESIDEWALK, SET INTO PLACE W/NON-SHRINK GROUT OR EPOXY
(E) CONCWALK
Q1
(E) TO NEW CONCRETE WALKAE_AS0500_009
4" 1'-0"
SLAB REINFORCEMENT
FOR AGGREGATE BASE, SEE CIVIL
ALIGNED
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 1
2:1
3:0
9 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
AS101
SITE PLAN
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
SCALE 1" = 20'-0"1SITE PLAN
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
3/8" = 1'-0"4
GATE SCHEDULE
DOOR NO
FrameMaterial
DoorNumber of
Panels PanelWidth
PanelWidth 2nd
LeafPanelHeight
FrameHead Comments
S101 CHAINLINK 1 3'-0" 6'-0" FORK LATCH WITHPADLOCK, KICK PLATE,NO HDW GP
S102 CHAINLINK 1 3'-0" 6'-0" FORK LATCH WITHPADLOCK, KICK PLATE,NO HDW GP
S103 (E) 1 3'-0" 6'-0" (E) HARDWARE- (E) - - (E) -
1 1/2" = 1'-0"12 3/8" = 1'-0"8
MARK DATE DESCRIPTION
1" = 1'-0"16 1 1/2" = 1'-0"20
4
A-111
11
A-111
3
A-111
12
A-111
10
A-111
10
A-111
3" DIA. STD PIPE COL -SEE STRUCTURAL, TYP
ø 60"
DS DS
EJ
SPLASH BLOCK, TYP ATALL DOWNSPOUTS
8'-8"
38'-0" OVERALL
30X48CLR
COMPANIONSEAT
WD DUGOUT BENCH
5'-0" OPENING
CL 10'-4"CL
5'-2 3/64"
8'-0"28'-0"
8"
10'-0" 8'-4" 9'-4"
NORTH
1 2 3
A
B
14
A-111
14
A-111
19
A-111
19
A-111
5'-0" OPENING
59 SF
102
STORAGE223 SF
101
DUGOUT
102
(36
" M
IN C
LR
)
3'-5" S103
S102
(E) FENCE
4'-9" 3'-1"
EQ EQ
EJ
WD SHELF W/HOOKS ABOVE
16
A-111
16
A-111
9
A-111
17
A-111
13
A-111
1'-4" 1'-4"
COMPOSITIONSHINGLE ROOF
LINE OF WALLBELOW
SLO
PE
DN
GUTTER
DS DS
NORTH
COMP SHINGLE ROOF AT GUTTER
2x6 WD JOISTS - PAINT
PLYWD ROOF SHEATHING -SEE STRUCTURAL
UNDERLAYMENT / ICEAND WATER SHIELD ATROOF PERIMETER
CLASS A, COMPOSITIONSHINGLE ROOFING, . RP-2
2x10 WOOD FASCIA - PAINT PT-2
STARTER STRIP
GUTTERSTYLE 'A'
LEAFGUARD
3x8 PT WD SILL - SEE STRUCTURALFOR ALL CONNECTIONS
COMP SHINGLE ROOF HIGH SIDE
2x6 WDJOISTS - PAINT
PLYWD ROOF SHEATHING -SEE STRUCTURAL
UNDERLAYMENT / ICEAND WATER SHIELD ATROOF PERIMETER
COMPOSITIONSHINGLES RP-2
2x10 WOOD FASCIA - PAINT
CONTINUOUS JOGGLE CLEAT
GALV METAL FLASHING - PAINTPT-2
CONTINUOUS GALV ANGLE CLIP
SELF ADHERED FLASHING
WOOD BM - SEE 3/SS503 - PAINT
3" 1/2
"
STL COLUMN, SEESTRUCTURAL
EXTERIOR FINISH LEGENDMAT # BASIS OF DESIGN
RP-1 ASPHALT SHINGLES; GAF TIMBERLINE COOL SERIES; BARKWOOD
CMU-1 PRECISION CMU; ORCO; BLACK 250
PT-1 PAINT; MATCH (E) CAMPUS COLOR
PT-2 PAINT; MATCH (E) CAMPUS COLOR
10
A-111
OPEN
6'-0"
OPENOPEN
15
A-111
19
A-111
123
14
A-111
PER SCHEDPER SCHED
(E) BACKSTOP
FASCIA, PAINTPT-2
GATE S102 (GATE 101 SIM)
WD DUGOUT BENCHWD SHELF WITH HOOKS
RELOCATED (E) GATE4
AS101
CMU-1,PRECISIONCMU, PAINTPT-1
WD FASCIA -PAINT PT-2
18
A-111
A B10
A-111
COMP SHINGLE ROOFING(RP-2) O/ ICE & WATERSHEILD
GALV METAL GUTTER -PAINT PT-2
GALV METAL DOWNSPOUT - PAINT TOMATCH GUTTER. PROVIDE CONCRETESPLASH BLOCK AT GRADE, TYP.
CMU-1, SEE STRUCT FOR REINFORCING,CONTROL JOINTS, ETC.
1 2 314
A-111
RELOCATED (E) GATEGATE S102 (GATE 101SIM)
4
AS101
CMU-1, SPLITFACE CMU
FASCIA -PAINT PT-2
18
A-111
AB
9
A-111
13
A-111
DUGOUT BENCH ASMANUF BY BASEBALLRACKS, 708.636.1047,COLOR TBD
ANCHOR BENCH TO CONCFLOOR WITH 3/8 SSEXPANSION ANCHOR
TOW 8'-0" AFF
CHAINLINKFENCE
AB
6'-8"
DUGOUT SHELF WITH HOOKS ASMANUF BY BASEBALL RACKS,708.636.1047, COLOR TBD
ANCHOR SHELF TO CMU W/ 3/16"DIA STAINLESS STEEL "HILTI"KWIK-CON II+ (MIAMI DADE NOA12-0625.05) W/ 1" EMBED @ 16"OC, TOP AND BOTTOM
16
A-111
PRECISION CMU
CONC SLAB ON GRADE -SEE STRUCTURAL
1/2" EXPANSION JOINT W/COMPRESSIBLE FILLER &COMPATIBLE SEALANT
CONC FTG - SEE STRUCT
CMU @ FOOTING DTL
Q1
DOOR JAMB AT CMU04/23/2014.
CMU
HM FRAME, SEESCHEDULE
MASONRY TEE ANCHOR
HM DOOR, SEE SCHEDULE
SEALANT, CONTBOTH SIDES
3/4" 2"
7 3
/4"
7 3/4"
CMU WALL
FRAME, SEE SCHED
DOOR - SEE SCHED
SEALANT ALL AROUNDEA SIDE, TYP
MASONRY TEEANCHOR
Q1
DOOR HEAD AT CMU
4"
AB
15
A-111
COMP SHINGLE ROOF @ RAKE
2X BLKG, SEESTRUCT
CMU WALL, SEEPLAN
VARIES
(2) LAYERS PLY WD
COMPOSITIONSHINGLES, RP-2
UNDERLAYMENT /ICE AND WATERSHIELD AT ROOFPERIMETER
2x10 WOODFASCIA - PAINT
CONTINUOUSJOGGLE CLEAT
GALV METALFLASHING - PAINTPT-2
CONTINUOUSGALV ANGLE CLIP
SELF ADHEREDFLASHING
3"
TYP THRESHOLD @DUGOUT/STORAGE
1/4
"
TOOLED EDGE
DUGOUT/STORAGESOFTBALL FIELD
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY
MANAGEMENT
ISSUED
PROJECT
SEAL
CONSULTANT
CLIENT PROJECT NO:
COPYRIGHT:
LIONAKIS PROJECT NO:
LIONAKIS 2015
IF T
HIS
SH
EE
T IS
NO
T 3
0"x
42",
IT
IS
A
RE
DU
CE
D P
RIN
T -
SC
ALE
AC
CO
RD
ING
LY
01/4
"1/2
"1"
2"
CLIENT
5/1
9/2
016 4
:54:2
5 P
MI:\_
RevitLocalF
iles\0
15441_B
IM_A
-MA
ST
ER
_R
16_C
EN
TR
AL_vin
cent.nie
to.r
vt
A-111
DUGOUT PLANS,ELEVATIONS,SECTION & DTLS
015441
MERCED COMMUNITY COLLEGE DISTRICT
MERCED COLLEGESOFTBALL DUGOUTRECONSTRUCTION
3600 M STREETMERCED, CA 95348
3600 M STREET MERCED, CA 95348
SCALE 1/4" = 1'-0"2DUGOUT FLOOR PLAN
SCALE 1/4" = 1'-0"1DUGOUT ROOF PLAN
1 1/2" = 1'-0"9 3" = 1'-0"13
SCALE 1/4" = 1'-0"4NORTH ELEVATION
SCALE 1/4" = 1'-0"11EAST ELEVATION
SCALE 1/4" = 1'-0"3SOUTH ELEVATION
SCALE 1/4" = 1'-0"12WEST ELEVATION
SCALE 1/4" = 1'-0"10SECTION @ DUGOUT
1" = 1'-0"18
1 1/2" = 1'-0"19 1 1/2" = 1'-0"15
1919 Nineteenth StreetSacramento CA 95811P 916.558.1900 F 916.558.1919www.lionakis.com
C19482
LIC
ENSED A
T
RCHITEC
R 7E N. 0 - 30 - 1
S
ATA
TE
O F C A L I F O
RN
I
5
REGNUOY.PDIVAD
SCALE 1/4" = 1'-0"14SECTION @ STORAGE
3" = 1'-0"17
DOOR SCHEDULE
DRNO LOC
FIRERATING(MINS)
HDWGP
DOORS FRAMES
COMMENTSTYPE WIDTH
LEAF 2
MATL HEIGHT FINISH GL TYPE MATL FINISH GL HEAD JAMBTYPE WIDTH102 0 101 DF1 3'-2" DF1 3'-2" -- 7'-0" -- -- FB1 -- -- -- 15/A-111 19/A-111
104 0 101 DF1 3'-2" DF1 3'-2" -- 7'-0" -- -- FB1 -- -- -- 15/A-111 19/A-111 STORAGE DOOR @ VISITORDUGOUT, OPPOSITE HAND,NOT SHOW ON A-111
6" = 1'-0"16
MARK DATE DESCRIPTION