PROJECT LOCATION

VICINITY MAP

OWNERMERCED COLLEGE3600 M STREETMERCED, CA 95348CONTACT: RON PEREZPHONE: 209.384.6135EMAIL: RONALD.PEREZ@MCCD.EDU

ARCHITECTLIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: BILL WEINBERGPHONE: 916.558.1900EMAIL: BILL.WEINBERG@LIONAKIS.COM

STRUCTURAL ENGINEERLIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: LUCAS JOLLYPHONE: 916.558.1900EMAIL: LUCAS.JOLLY@LIONAKIS.COM

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.

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AGENCY

MANAGEMENT

ISSUED

PROJECT

SEAL

CONSULTANT

CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2015

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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

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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

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TITLE

AGENCY

MANAGEMENT

ISSUED

PROJECT

SEAL

CONSULTANT

CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2015

IF T

HIS

SH

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0"x

42",

IT

IS

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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

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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

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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

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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: RONALD.PEREZ@MCCD.EDU

ARCHITECT

LIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: BILL WEINBERGPHONE: 916.558.1900EMAIL: BILL.WEINBERG@LIONAKIS.COM

STRUCTURAL ENGINEER

LIONAKIS1919 19TH STREETSACRAMENTO, CA 95811CONTACT: LUCAS JOLLYPHONE: 916.558.1900EMAIL: LUCAS.JOLLY@LIONAKIS.COM

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

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NO

T 3

0"x

42",

IT

IS

A

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"1"

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8/2

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15441_B

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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

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IS LTR U C T U R

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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.

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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

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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

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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

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LY

01/4

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"1"

2"

CLIENT

5/1

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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

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"1"

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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

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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

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D P

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01/4

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"1"

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15441_B

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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

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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

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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

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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