GENERAL STRUCTURAL NOTES - Green-Simmons per square inch long leg ... work shall conform to aci 301˜05, specifications for structural concrete ... and accessories in accordance with

ROOF ZONES DIAGRAM3

2 1 22

1

2

2 1 2

a (TYP.)

a = 3'�0"

a (T

YP

.)

4

4 4

4

5

5

WALL ZONES DIAGRAMa a

h =

13'

�3"

3

332 O.H.

2 O.H.2O.H.

a (T

YP

.)

a (TYP.)

3 O.H.3O.H.

2 O.H.

3O.H.3 O.H.

2

1

2

3

NOMINAL�ASD C & C PRESSURES (PSF)AREA (ft )2

ZO

NE

S

10

�23.5, 14.81

�40.8, 14.82

�60.4, 14.83

�27.8, 25.64

�34.3, 25.65

20

�22.8, 13.5

�37.6, 13.5

�56.5, 13.5

�26.7, 24.5

�32.0, 24.5

50

�21.9, 11.7

�33.2, 11.7

�51.3, 11.7

�25.1, 23.0

�29.0, 23.0

100

�21.3, 10.4

�30.0, 10.4

�47.4, 10.4

�24.0, 21.8

�26.6, 21.8

2

3RO

OF

RO

OF

& W

ALL

O.H

. �47.8

�80.4

�47.8

�72.5

�47.8

�62.2

�47.8

�54.3

1. VALUES SHOWN IN TABLE ARE ALLOWABLE COMPONENT AND CLADDING PRESSURES BASED ON THE NOMINAL WIND SPEED.

6.00 ABBREVIATIONS

A.B.ALLOW.APPR.ARCH.B/BRG.BOTT.C/CC.J.CLR.COL.CONC.CONN.CON'T.COORD.C.O.W.CMUDBL.DIM.DIA.DIST.DWGS.EA.EL.E.F.EMB.ENG.E.O.R.EQ.E.S.E.W.EXP.EXT.FABR.F.F.FFEFTG.GA.GALV.GR.HK.HORIZ.H.S.

ANCHOR BOLTALLOWABLEAPPROVEDARCHITECTBOTTOM OFBEARINGBOTTOMCENTER�TO�CENTERCONTROL JOINTCLEARCOLUMNCONCRETECONNECTIONCONTINUOUSCOORDINATECENTERED ON WALLCONCRETE MASONRY UNITDOUBLEDIMENSIONDIAMETERDISTANCEDRAWINGSEACHELEVATIONEACH FACEEMBEDMENTENGINEERENGINEER OF RECORDEQUALEACH SIDEEACH WAYEXPANSIONEXTERIORFABRICATORFINISHED FLOORFINISHED FLOOR ELEVATIONFOOTINGGAUGEGALVANIZEDGRADEHOOKEDHORIZONTALHEADED STUD

I.F.IN.INFO.INT.JST.JNT.KKSILLHLLVL.W.MANUF.MAX.MECH.MIN.MTL.OH.O.C.O.F.OPNG.PL.PSFPSIQTYREF.REINF.REQ'DREQ'MENTSSCH.S.F.SQU.STL.S.W.T/T&BTYP.ULT.U.N.O.VCJVMCJW/W/OWWF

INSIDE FACEINCHESINFORMATIONINTERIORJOISTJOINTKIPSKIPS PER SQUARE INCHLONG LEG HORIZONTALLONG LEG VERTICALLONG WAYSMANUFACTURERMAXIMUMMECHANICALMINIMUMMETALOVERHANGON�CENTEROUTSIDE FACEOPENINGPLATEPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE INCHQUANTITYREFERENCEREINFORCEDREQUIREDREQUIREMENTSSCHEDULESTEPPED FOOTINGSQUARESTEELSHORT WAYSTOP OFTOP AND BOTTOMTYPICALULTIMATEUNLESS NOTED OTHERWISEVERTICAL CONTROL JOINTVERTICAL MASONRY CONTROL JOINTWITHWITHOUTWELDED WIRE FABRIC

DATE

DATE

DATE

DATE

REVISION

REVISION

REVISION

REVISION

SYMBOL

SYMBOL

SYMBOL

SYMBOL

DATE

DATE

DATE

DATE

REVISION

REVISION

REVISION

REVISION

SYMBOL

SYMBOL

SYMBOL

SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:

JONATHAN KILCREASEJONATHAN KILCREASEJONATHAN KILCREASEJONATHAN KILCREASE FL P.E.#78008 FL P.E.#78008 FL P.E.#78008 FL P.E.#78008

SHEET TITLE

SHEET TITLE

SHEET TITLE

SHEET TITLE

PROJECT TITLE

PROJECT TITLE

PROJECT TITLE

PROJECT TITLE

SHEET NO.SHEET NO.SHEET NO.SHEET NO.

CC CC DD DD

AA AA BB BB

Departm

ent of Environmental Protection

Departm


Departm


Departm


Division of Recreation and Parks




Bureau of Design and Construction




3900 Commonwealth Blvd., Tallahassee, FL 32399 (850) 245*2118




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04/08/2016

04/08/2016

04/08/2016

215612909-0-S101

215612909-0-S101

215612909-0-S101

215612909-0-S101

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GENERAL STRUCTURAL NOTES1.00 GENERAL

1.01 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLYSHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.

1.02 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFYCONTRACTING OFFICER OF ANY DISCREPANCY.

1.03 THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ISTHE SOLE RESPONSIBILITY OF THE CONTRACTOR

1.04 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL,PLUMBING AND CIVIL. NOTIFY CONTRACTING OFFICER OF ANY CONFLICT AND/OR OMISSION. CONTRACTORSHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE CONTRACTINGOFFICER. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL,MECHANICAL AND PLUMBING DRAWINGS.

1.05 FOR DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.

1.06 REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE CONTRACTING OFFICER DOES NOT RELIEVE THECONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TOTHE CONTRACTING OFFICER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS ANDOMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES,DETAILS AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR IS ALSO RESPONSIBLEFOR MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION.

1.07 ANY BRAND SPECIFIC MATERIALS MAY BE SUBSTITUTED W/ AN EQUIVALENT PRODUCT BY AN ALTERNATEMANUF. IF APPROVED BY THE ENGINEER OF RECORD, U.N.O.

2.00 GEOTECHNICAL

2.01 THE DESIGN OF FOUNDATIONS IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF.

2.02 SITE PREPARATION AND COMPACTION SHALL COMPLY WITH THE RECOMMENDATIONS OF NOVAENGINEERING AND ENVIRONMENTAL, NOVA PROJECT No. 8215148, DATED 11/02/2015, REPORT SHALL BECONSIDERED PART OF THE CONTRACT DOCUMENTS.

2.03 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES,FILLS AND BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS,ETC.

3.00 REINFORCED CONCRETE

3.01 PRIOR TO CASTING FOUNDATIONS, PREPARE THE SITE IN ACCORDANCE WITH PLANS, SPECIFICATIONS ANDREQUIRED COMPACTION.

3.02 ALL CONCRETE WORK SHALL CONFORM TO ACI 301�05, SPECIFICATIONS FOR STRUCTURAL CONCRETE FORBUILDINGS. DESIGN IS BASED ON ACI 318�05, BUILDING CODE REQUIREMENTS FOR REINF. CONCRETE.

3.03 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWINGMINIMUM 28�DAY COMPRESSIVE STRENGTHS:

f'cFOUNDATIONS . . . . . . . . . . . . . 3,000 PSISLABS�ON�GRADE . . . . . . . . . . 3,500 PSI

3.04 USE OF CALCIUM CHLORIDE, CHLORIDE IONS OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

3.05 CHAMFER OR ROUND ALL EXPOSED CORNERS MINIMUM 3/4".

3.06 DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315�99, DETAILINGMANUAL. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS ANDLOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTILSHOP DRAWINGS ARE COMPLETED AND REVIEWED.

3.07 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

3.08 WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185 AND SHALL BE PROVIDED IN FLAT SHEETS.LAP EDGES 3 CROSS WIRES MINIMUM.

3.09 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED;STAGGER SPLICES WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") FOR CONTINUOUS REINF. ANDMATCHING DOWELS U.N.O. LAP SPLICES SHALL BE 57 BAR DIAMETERS FOR BARS SMALLER THAN #7 AND 72BAR DIAMETERS FOR #7 & LARGER.

3.10 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE:A. CONCRETE CAST AGAINST EARTH (NOT FORMED) . . 3"B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER

#6 THROUGH #18 BARS . . . . . . . . . . . . . . . 2"#5 BARS AND SMALLER . . . . . . . . . . . . . . . 1½

3.11 DO NOT PLACE PIPES OR DUCTS EXCEEDING ONE�THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLABOR WALL UNLESS SPECIFICALLY SHOWN AND DETAILED ON STRUCTURAL DRAWINGS. ANY PIPES SHALL BEBETWEEN THE OUTER HORIZONTAL AND VERTICAL LAYERS OF REINF.

3.12 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURALENGINEER.

3.13 ALL REINFORCING STEEL PLACEMENT SHALL BE INSPECTED PER FBC 2014. SEE SPECIFICATIONS FORADDITIONAL INFORMATION.

3.14 REINFORCE SLAB�ON�GRADE AT ALL PENETRATIONS AND AT RE�ENTRANT CORNERS. PLACE THREE #3x3'�0AROUND FLOOR DRAINS. PLACE #4x4'�0" (MIN.) AT RE�ENTRANT CORNERS. HOLD REINFORCING 1" CLEARFROM TOP OF CONCRETE.

3.15 WALLS AND OTHER INTERSECTING ELEMENTS SHALL HAVE CORNER BARS TO PROVIDE CONTINUITY. USECRSI STANDARDS OR AS SHOWN ON THE DRAWINGS.

3.16 FOR CONCRETE PADS, SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

4.00 MASONRY

4.01 CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530�05, BUILDING CODEREQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 530.1�05, SPECIFICATIONS FORCONCRETE MASONRY CONSTRUCTION AND TM�5�809�3, MASONRY STRUCTURAL DESIGN FOR BUILDINGS.

4.02 PROVIDE NORMAL WEIGHT, HOLLOW, LOAD�BEARING CONCRETE MASONRY UNITS (CMU) CONFORMINGTO ASTM C90, GRADE N, TYPE II.

4.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f’m = 1,500 PSI.

4.04 PROVIDE TYPE “S” MORTAR IN ACCORDANCE WITH ASTM C270.

4.05 VERTICAL REINFORCING SHALL BE HELD IN POSITION WITH BAR POSITIONERS AT TOP OF THE GROUTPOUR AT SPACINGS AS SHOWN ON THE PLANS.

4.06 PROVIDE FINE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476 WITH MINIMUM28�DAY COMPRESSIVE STRENGTH OF 2,000 PSI. GROUT SHALL BE FLUID CONSISTENCY, WHICH MEANSAS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. GROUTSLUMP SHALL BE 8 TO 10 INCHES. WATER CEMENT RATIO SHALL BE REDUCED AND WATER REDUCERSUSED AS REQUIRED TO MAINTAIN SLUMP WHEN PLACED IN LOW ABSORPTION CMU. FILL ALL CELLSBELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BYVIBRATING AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST,TYPICALLY WITHIN 10 TO 15 MIN’s. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER,CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1½” BELOW THE TOPOF THE UPPERMOST UNIT.

4.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER,LADDER TYPE, ZINC COATED, PLACED 16” ON CENTER, UNLESS NOTED OTHERWISE. LADDER RUNGS PLUS 2” (18” MIN FOR CROSS WIRE SPACING OF 16” OC), BUT NOT LESS THAN 12”.

4.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THEALTERNATE COURSE BELOW.

4.09 PROVIDE FOUNDATION DOWELS W/ HOOKS SIZED AND SPACED TO MATCH CMU VERTICAL REINFORCING.DOWELS SHALL LAP WALL VERTICALS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

4.10 LAP SPLICE LENGTHS SHALL BE 48 BAR DIAMETERS.

4.11 CLEANOUT CELLS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED AT EACH GROUTPOUR. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROMTHE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING AND AFTERINSPECTION.

5.00 WOOD FRAMING

5.01 WOOD CONSTRUCTION SHALL COMPLY WITH THE AMERICAN FOREST AND PAPER ASSOCIATION,AF&PA, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), AND CHAPTER 23 OFFBC.

5.02 PRE�ENGINEERED WOOD TRUSSES SHALL COMPLY WITH "DESIGN SPECIFICATION FOR METAL PLATECONNECTED WOOD TRUSSES."

5.03 ALL STRUCTURAL SAWN LUMBER SHALL BE SYP No.2 OR BETTER, U.N.O.

5.04 PROVIDE TRUSS TIE�DOWN ANCHORAGE AT ALL TRUSSES. VERIFY UPLIFT/LATERAL LOADS WITH TRUSSMANUFACTURER'S REQUIREMENTS.

5.05 USE MANUFACTURER'S MAX. REQUIRED SIZE AND NUMBER OF NAILS OR BOLTS FOR ANCHOR TIEDOWNS,HURRICANE CLIPS, AND ALL CONNECTORS, ALL TO BE STAINLESS STEEL. PRODUCTS THATCANNOT BE PROVIDED IN STAINLESS STEEL, MAY BE Z�MAX GALVANIZED.

5.06 ROOF SHEATHING SHALL BE 5/8" APA RATED 24/16 EXPOSURE 1 PLYWOOD. FASTEN TO SUPPORTINGMEMBERS AS NOTED IN DETAILS AND NOTES.

5.07 PROVIDE CON'T. LATERAL BRACING AND /OR BLOCKING BETWEEN CHORDS OF TRUSSES AS REQUIREDBY TRUSS MANUFACTURER.

5.08 WOOD IN CONTACT WITH CONCRETE OR MASONRY WALL SHALL BE PROTECTED OR PRESSURETREATED IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS.

5.09 STANDARD U.S.S. WASHERS SHALL BE USED BETWEEN WOOD AND BOLT HEADS/NUTS. BOLTS ANDSCREWS SHALL BE ASTM A�307, ALL TO BE GALVANIZED.

5.10 PRE�ENGINEERED WOOD TRUSSES ARE TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTEREDIN THE STATE OF FLORIDA. METAL PLATE CONNECTED TRUSSES SHALL COMPLY WITH THE "TRUSSPLATE INSTITUTE DESIGN SPECIFICATIONS NFPA, AITC 100 AND THE LATEST EDITION OF THE FBC.

5.11 ERECTION, BRACING, AND HANDLING OF TRUSSES SHALL BE PERFORMED IN ACCORDANCE WITH THEREQUIREMENTS BY THE "TRUSS PLATE INSTITUTE."

5.12 TRUSS DEFLECTION SHALL BE LIMITED TO L/240.

5.13 SUBMIT PRE�ENGINEERED TRUSS SHOP DRAWINGS FOR APPROVAL,SHOWING ALL TRUSS DIMENSIONS, LOCATIONS, AND APPLIEDLOADS. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGSARE COMPLETED AND REVIEWED.

DESIGN CRITERIA

1. STRUCTURAL DESIGN IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2014.

2. DEAD AND LIVE LOADS PER FLORIDA BUILDING CODE 2014 AND ASCE 7�10.ROOF DEAD LOAD..........................20 PSFROOF LIVE LOAD............................20 PSFATTIC LIVE LOAD............................50 PSF

3. STRUCTURALLY DESIGNED TO COMPLY WITH:ULTIMATE WIND SPEED (3 SEC. GUST) = 140 MPH�VultNOMINAL WIND SPEED (3 SEC. GUST) = 109 MPH�VasdBASED ON ASCE 7�10 DIRECTIONAL PROCEDUREMAIN WIND FORCE RESISTING SYSTEMRISK CATEGORY: IIBUILDING TYPE: ENCLOSEDEXPOSURE CATEGORY: CINTERNAL PRESSURE COEFF.: +/� 0.18GUST EFFECT FACTOR: 0.85

4. ALL CONSTRUCTION SHALL COMPLY WITH STATE AND LOCAL BUILDING CODE REQUIREMENTS.

5. ALL COMPONENTS AND CLADDING SHALL BE DESIGNED TO RESIST THE FORCES SHOWN IN THECOMPONENTS AND CLADDING PRESSURE TABLES. FOR COMPONENTS THAT PRESSURES ARE NOTSHOWN, DESIGN PRESSURES SHALL BE PER ASCE 7�10.

4082016

64'�8"

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2'�0" 3'�4" 8'�8" 3'�4" 3'�4" 10'�0" 3'�4" 10'�0" 2'�0" 3'�4" 2'�0" 10'�0" 3'�4"

9'�4" 3'�4" 8'�0" 10'�0" 3'�4" 10'�0" 20'�8"

8'�0

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2'�8

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17'�4"

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5'�8 1/4"1'�3 5/8"

11'�4 3/8"

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CJ CJ

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TS 1.33

TS 1.33

TS 1.33

TS 1.33

1

S3011

S301

1

S301

1

S301

2

S301

2

S301

2

S301

CONC. APRON,SEE CIVIL DWGS.

CONC. APRONSEE CIVIL DWGS.

SLO

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SLO

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8" CMU,TYP.

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34'�0

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77'�8" 12'�4"

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1. SLAB ON GRADE SHALL BE A MINIMUM 4” THICK WITH WWF 2.9 x 2.9 IN 6" X 6" PATTERNAT TOP 1/3�DEPTH. SLAB CONTROL JOINTS, SEE PLAN AND S�301 DETAILS.

2. FOR EXTERIOR SLAB EDGE, SEE DETAILS ON S�301.

3. TOP OF EXT. FTG. = �1�4" BELOW F.F.

4. SLAB SHALL BE PLACED ON TOP OF VAPOR BARRIER ON 4" CAPILLARY WATERBARRIER ON WELL COMPACTED FILL.

5. EXTERIOR AND INTERIOR WALLS SHALL BE 8" CMU WITH #5 VERTICAL BARS AT 48"C/C IN FULLY GROUTED CELLS.

6. CF 20 INDICATES 2'�0" WIDE x 1'�0" DEEP CON'T. FTG. WITH (2) #5 BARS LONG. AND #4BARS AT 16" C/C TRANSVERSE.

7. TS 1.33 INDICATES 1'�4" WIDE x 1'�0" DEEP THICKENED FTG. WITH (2) #5 BARS LONG.AND #4 BARS AT 16" C/C TRANSVERSE.

8. REINFORCE SLAB�ON�GRADE AT ALL PENETRATIONS AND AT RE�ENTRANT CORNERS.PLACE (3) #3 x 3'�0" AROUND FLOOR DRAINS. PLACE #4 x 4'�0" (MIN.) AT RE�ENTRANTCORNERS. HOLD REINFORCING 1" CLEAR FROM TOP OF CONCRETE.

FOUNDATION NOTES:FOUNDATION LEGEND:

= INDICATES CMU WALL , SEE DETAIL AND SCHEDULE

= INDICATES CMU CONTROL JOINTS

= INDICATES SLAB CONTROL JOINTS

= INDICATES TOP OF FOOTING

= INDICATES CONTINUOUS FTG.

= INDICATES THICKENED SLAB

= 2" SLAB RECESS

VMCJ

CJ

T/FTG.

CF

TS

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SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


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1/4" = 1'�0"S201

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FOR ADDITIONAL 50 PSF

SOLID BLOCKNG AT6'�0" C/C AT SIDE WALLS

SOLID BLOCKING AT6'�0" C/C AT SIDE WALLS

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YP

.

2'�0

"

O.H., TYP.

2'�0"

O.H., TYP.

2'�0"

1

S303

1

S303

SOLID BLOCKINGBETWEEN EA. TRUSSAT END WALLS, TYP.

BEAM SUPPORTINGPULLEY, SEE SHEETNOTE 5

3

S303

2

S303

2

S303

2

S303

2

S303

1

S304

DORMER HOIST BEAM,SEE DTL. 4/S304

(2)

2"x1

2" S

YP

No.

2 P

TH

OIS

T B

EA

M(B

ELO

W)

4

S304

1. PRE�ENG. ROOF TRUSS BEARING ELEVATION = 10'�11", ROOF PITCH = 6/12.

2. PROVIDE 5/8" APA RATED PLYWOOD ROOF SHEATHING FASTENED WITH 10d RINGSHANKED NAILS AT 3" C/C EDGE SPACING AND 6" C/C INTERIOR SPACING.

3. SEE STRUCTURAL DETAILS FOR TRUSS ANCHORAGE AND BLOCKING REQUIREMENTS.

4. VERIFY FINAL ATTIC ACCESS STAIR LOCATION WITH OWNER. PROVIDE MIN. (2) 2x6SYP No. 2 FRAMING AT EA. END OF OPENING. FASTEN AND SECURE PER STAIRMANUF.'S REQUIREMENTS. TRUSSES SHALL BE DESIGNED TO SUPPORT ADDITIONALSTAIR LOADS.

5. PROVIDE WOOD BEAM SECURED TO TRUSSES TO SUPPORT A MIN. 500 LB. VERTICALPOINT LOAD AT MID�SPAN BEAM LENGTH. BEAM TO BE MIN. 12' LONG AND INAPPROXIMATE LOCATION SHOWN, BEAM CAN BE LENGTHENED IF NECESSARY TOTRANSFER LOAD TO ADDITIONAL TRUSSES IF NECESSARY PER TRUSS ENGINEER.

6. DORMER HOIST BEAM IS DESIGNED TO SUPPORT 1K LOAD AT END OF CANTILEVER.TRUSSES ARE TO BE DESIGNED TO SUPPORT ADDITIONAL LOAD.

ROOF FRAMING NOTES:

GIRDER TRUSS

JAC

K T

RU

SS

ES

ENGINEERED TRUSSES

RID

GE

ROOF SHEATHING,SEE PLAN

2"x4" SYP No.2BLOCKING, TYP.

PANEL EDGE NAILING10d RING SHANK NAILSAT 3" C/C

EDGE NAIL INTO 2x" FASCIA10d RING SHANK NAILS AT3" C/C

INTERIOR NAILING10d RING SHANKNAILS AT 6" C/C

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SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


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1/4" = 1'�0"S202

1 ROOF FRAMING PLAN

0 2' 4' 8'

SCALE: 1/4" = 1'�0"

1/4" = 1'�0"S202

2 HIP ROOF PANEL BLOCKING AND NAILING PLAN

4082016

EXT. CONC. APRON,SEE CIVIL DWGS.

8" CMU, SEE PLANFOR REINFORCING

CONC. SLAB, SEE PLAN

COMPACT SUBGRADE,SEE SPECS

T/SLAB REF.

SEE PLAN

T/WALL FTG.

SEE PLAN

CONCRETE FOOTING,SEE SCHEDULE

1/2" EXP. JNT.CMU, SEE PLAN FORREQUIREMENTS

CONC. FOOTING, SEE PLANFOR REQUIREMENTS

CJ COORDINATE W/PLAN

CONC. SLAB�ON�GRADE, SEE PLAN

CAPILLARY WATER BARRIER

COMPACTED SUBGRADE, SEESTRUCTURAL NOTES

T/SLAB REF.

EL. SEE PLAN

CJ (CONSTRUCTION JOINT) CJ (CONTROL JOINT)

WWF, SEE PLAN.DISCONTINUE AT JOINT

FILL WITH SELF LEVELING1 PER ASTM C290, TYPES.GRADE P, CLASS 25

WWF AT 1/3 DEPTH, CUT EVERYOTHER WIRE PASSINGTHROUGH JOINT

KEYED JOINT

NOTE:CUT JOINTS AS SOON AS CONCRETE HASHARDENED ENOUGH NOT TO RAVELDURING CUTTING (TYP. WITHIN 8 HR.)

CAPILLARY WATER BARRIER,SEE PLAN NOTES

COMPACT SUBGRADE

0'�3"

0'�4

"0

'�8

"0

'�4

"

T/2

T/4

T/4

T/8

VAPOR BARRIER,SEE PLAN NOTES

SE

E P

LAN

FO

RS

LAB

TH

ICK

NE

SS

CAPILLARY WATER BARRIER,SEE PLAN NOTES

COMPACT SUBGRADE

VAPOR BARRIER,SEE PLAN NOTES

SE

E P

LAN

FO

RS

LAB

TH

ICK

NE

SS

1/8" SAW CUT

T/4

TT

CMU GROUTED SOLIDBELOW GRADE, SEE

PLAN FOR REINFORCING

CONC. SLAB, IFAPPLICABLE SEE CIVIL

T/SLAB REF.

SEE PLAN

T/FTG.

SEE PLAN

CONCRETE FOOTING,SEE PLAN

1/2" EXPANSIONJOINT MATERIAL

CONC. SLAB, SEE PLAN

#4 HORIZ.

0'�3"

8" CMU, SEE PLAN

1/2" EXPANSIONJOINT

#4 x 4'�0" LONG AT 1 1/2"CLEAR FROM TOP OFSLAB (TYPICAL AT ALLRE�ENTRANT CORNERS)

DOOROPENING

#4 HORIZ.

PLAN VIEW

#4 TO MATCH WALL REINF.,EXTEND 24" INTO SLAB

CONC. SLAB�ON GRADE,SEE PLAN

W/ CONTROL JOINT

W/O CONTROL JOINT

#4 CONT.

SE

E P

LAN

SE

E P

LAN S

EE

PLA

N

T

T x 1.5

CONC. SLAB�ON GRADE,SEE PLAN

#4 CONT.

SE

E P

LAN

SE

E P

LAN S

EE

PLA

N

T

T x 1.5

T/SLAB REF.

EL. SEE PLAN

T/SLAB REF.

EL. SEE PLAN

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REVISION

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SYMBOL

SYMBOL

SYMBOL

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DATE

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REVISION

REVISION

REVISION

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SYMBOL

SYMBOL

SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


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1" = 1'�0"S301

1 EXTERIOR CMU FOUNDATION DETAIL 1" = 1'�0"S301

2 CMU WALL AT THICKENED SLAB

1" = 1'�0"S301

3 SLAB�ON�GRADE JOINT DETAILS

1" = 1'�0"S301

4 CMU THRESHOLD DETAIL0 0'�6" 1' 2'

SCALE: 1" = 1'�0"

1" = 1'�0"S301

5 SLAB RECESS DETAILS

4082016

TYP. "U" LINTEL UNIT, OPENCELLED BOTTOM BLOCK SHALL

NOT BE USED

OPEN BOTTOM LINTEL UNITS ORSTRETCHER COURSES WITH 1/2

OF WEB CUT OUT

#5 CON'T., GROUT SOLIDHOOK INTO JAM CELL OR

CONTINUE INTO ADJACENTHEADER OPENING

SCHEDULED WALL REINF.HOOKED AT BOTT. OF OPENING#5 AT 48" C/C MIN., U.N.O.

3'�4" CMU OPENING

NOTE: AT VERTICAL JAMB CELLS PROVIDE(1) #5 (1� 8" CELL) AT EA. SIDE OF OPENING.AT WINDOW SILLS, PROVIDE HORIZ. BONDBEAM WITH (1) #5 CON'T., HOOK INTO JAMBCELL.

(2) 2"x8" PT SYPNo. 2 TOP�PLATES

8"x8" BOND BEAMW/ (2) #5 CON'T.

SCHEDULED WALL REINF.HOOKED AT TOP & BOTT. OFOPENING #5 AT 48" C/C MIN.,U.N.O.

10'�0" CMU OPENING

TYP. "U" LINTEL UNIT, OPENCELLED BOTTOM BLOCK SHALL

NOT BE USED

(2)�#5 CON'T., HOOK INTOJAM CELL OR CONTINUE

INTO ADJACENT HEADEROPENING

3 C

OA

RS

E D

EP

TH

MIN

.

FU

LLY

GR

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D C

ELL

S

NOTE: AT VERTICAL JAMB CELLS PROVIDE(2) #6 (2�8" CELLS) AT EA. SIDE OF OPENING.

#3 STIRRUPS AT 6" C/C

9 GA. HORIZ. JOINTREINF. TYP., U.N.O.

9 GA. HORIZ. JOINTREINF. TYP., U.N.O.

MINIMUM REINFORCING SHOWN APPLIES UNLESS

SHOWN OTHERWISE ON PLANS OR SECTIONS.

DO NOT INTERLOCK LOAD BEARING AND NON�LOAD BEARING WALLS.

4 #5 (MIN. U.N.O.)3 #5 MIN. U.N.O. 2 #5 MIN. U.N.O.

INTERSECTIONTYP. CORNER TYP. END (U.N.O.)

USE BAR POSITIONERS

NOTE:

9 GA. HORIZ.JOINT REINF.TYP., U.N.O.

NOTE:

FOR JOINTS AT VENEER, COORDINATE W/ ARCH.DRAWINGS.

PROVIDE VMCJ AT MAXIMUM. 25'�0" IF NOTLOCATED ON PLAN.

VM

CJ

TYPICAL 16" DEEPBOND BEAM IFINDICATED ON PLANS

VM

CJ

ELEVATION

2 #5 VERT. EA.SIDE U.N.O.

PLAN

NOTE: ADJUST CONTROL JOINTLOCATIONS TO PROVIDE MINIMUMOF 16" CLEAR OF OPENINGS (TYP)

SEALANT, COORD.. W/ ARCH.

BEND PILASTER REINF. 90°

CONTROL JOINT KEY, COORD.W/ ARCH.

0'�0 5/8" 3/8"

CONTINUE VMCJ THROUGH BONDBEAM AT ALL AREAS WHERE CMUIS EXPOSED TO VIEW

PLACE METAL LATH OR WIRESCREEN OVER CORES NOT

TO BE FILLED (SHEET METALAND FELT PROHIBITED)

SET FIRST COURSE IN FULLMORTAR BEDDING

CLEAN OUT OPENINGS AT GROUTFILLED CELL LOCATIONS ONLY IFLIFT EXCEEDS 5'�0". REFERENCEACI 530.1 FOR MAX GROUT LIFTHEIGHTS

FOUNDATION OR THICKENED SLAB

GROUT FILLED CELL PLACE ANDCONSOLIDATE GROUT IN 5 FT. LIFTS

HORIZ. JOINT REINF @ 16" O.C. STARTINGAT FIRST COURSE ABOVE FOUNDATION.

LAP SPLICES 6". USE PREFAB. L'S AND T'SAT WALL INTERSECTIONS

VERTICAL REINFORCING W/MATCHINGDOWELS IN FOUNDATION, SEE PLAN

FOR SIZE AND LOCATION

ASTM C.90 C.M.U.'S

MORTAR CROSS WEBS ADJACENTTO FILLED CELLS

BOND BEAM, SEE PLAN FORAMOUNT AND REINF.

#9 GA. MIN. HORIZ. JOINT REINF.AT 16" C/C TYP.

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DATE

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REVISION

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REVISION

REVISION

SYMBOL

SYMBOL

SYMBOL

SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


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1" = 1'�0"S302

1 CMU LINTEL DETAILS 1" = 1'�0"S302

2 TYPICAL CMU DETAILS 3/4" = 1'�0"S302

3 TYPICAL VMCJ DETAILS

3/16" = 1'�0"S302

4 TYPICAL MASONRY WALL CONSTRUCTION

0 2'�8" 5'�4" 10'�8"

SCALE: 3/16" = 1'�0"

0 0'�6" 1' 2'

SCALE: 1" = 1'�0"

0 0'�8" 1'�4" 2'�8"

SCALE: 3/4" = 1'�0"

4082016

ROOF SHEATHING,SEE PLAN NOTES

PRE�ENG.TRUSS

8" CMU, SEE PLAN

SEE ARCH.

T/CMU BOND BEAM

EL. 10'�8"

TRUSS BRG.

EL. 10'�11"

8"x8" BOND BEAMWITH (2) #5 CON'T,

HOOKED AT CORNERS

(2) 2"x8" SYP No. 2PT PLATES

5/8" DIAM. ANCHOR BOLTS WITH3"x3"x3/16" WASHER AND NUT

AT 32" C/C (6" MIN. EMBEDMENT)

SIMPSON H10A, OR APPR. EQU,WITH 9�10d x 1 1/2" NAILS AT TRUSS& 9�10d x 1 1/2" NAILS AT TOP�PL.


PRE�ENG.TRUSS

8" CMU, SEE PLAN

SEE ARCH.

T/CMU BOND BEAM

EL. 10'�8"

TRUSS BRG.

EL. 10'�11"

8"x8" BOND BEAMWITH (2) #5 CON'T,

HOOKED AT CORNERS

(2) 2"x8" SYP No. 2PT PLATES

SIMPSON H10A, OR APPR. EQU,WITH 9�10d x 1 1/2" NAILS AT TRUSS& 9�10d x 1 1/2" NAILS AT TOP�PL.

SOLID BLOCKING, SEEPLAN FOR LOCATIONS

1


(4) 10d RINGSHANK NAILS, TYP

PRE�ENG.TRUSS

(2) 16d NAILS, TYP.

(2) 2"x8" PT PLATES

2"x4" SYP No. 2 DIAGONALW/ (2) 16d NAILS AT EA. END

SECTION 1

2"x6" SYP No. 2BLOCKING

SIMPSON A35 OR APPR. EQU.W/ 12�8d x 1 1/2" NAILS TOTAL

2"x4" SYP No. 2BLOCKING

3 1/2" x11 1/4" PSL BEAMPLACED ON TOP OF BOTT.

CHORD OF TRUSSES

VERT. TRUSS MEMBER

3/4" T&G PLYWOODFLR. SHEATHING

1/2" PLYWOOD WALL SHEATHING(4' HIGH AROUND PERIM. OFATTIC AREA (SEE ARCH.)

(2) SIMPSON A35 OR APPR.EQU. AT EA. BEAM/TRUSS

VERT. INTERSECTION

2"x BLOCKING BETWEENTRUSSES ALONG EDGEOF ATTIC AREA

PRE�ENG. TRUSS

STEEL PL. CONN. TO BEAMW/ (4) 5/8" DIAM. THRU

BOLTS W/ WASHER & NUT

1/2" THK. x 3" WIDE STEELSTRAP W/ 3/4" DIAM. HOLEFOR HOIST ATTACHMENT

DATE

DATE

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REVISION

REVISION

REVISION

REVISION

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SYMBOL

SYMBOL

SYMBOL

DATE

DATE

DATE

DATE

REVISION

REVISION

REVISION

REVISION

SYMBOL

SYMBOL

SYMBOL

SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


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1" = 1'�0"S303

1 TYPICAL WOOD TRUSS BEARING

0 0'�6" 1' 2'

SCALE: 1" = 1'�0"

1" = 1'�0"S303

2 TYPICAL WOOD TRUSS BLOCKING

1" = 1'�0"S303

3 HOIST BEAM DETAIL

4082016

(2) 2"x6" SYP No. 2 FLOORJOISTS AT 12" C/C

PRE�ENG.TRUSS


3/4" T & GPLYWOOD

5/8" APA RATED PLYWOODW/ 10d NAILS AT 4" C/C EDGE

AND 6" C/C INTERIOR SPACING

SIMPSON SP4AT 32" C/C

2"x4" S�P�F No.2STUDS AT 16" C/C

SIMPSON LUS 26�2 W/ 4�16d NAILS INTRUSS AND 4�16d NAILS IN JOIST

SIMPSON H2.5A W/5�8d NAILS IN TRUSSAND 5�8d NAILS IN PLATE


PRE�ENG.TRUSS

SIMPSON SP4AT 32" C/C

SILL PLATE W/ (2) 16dNAILS AT 12" C/C

TRUSS BRG.

EL. SEE ARCH

T/TRUSS

EL. VARIES

SEE ARCH.

SIMPSON MSTA24 STRAP AT24" C/C W/ 18�10d NAILS

1/2" APA RATEDPLYWOOD W/ 8d NAILSAT 4" C/C EDGE AND6" C/C INTERIORSPACING

2x" BLOCKING REQ'DAT ALL PANEL EDGES SIMPSON LGT3�SDS2.5 (3�PLY)

W/ 12�SDS 1/4" x 2 1/2" TO GIRDER &4�3/8" x 5" TITEN HD TO WALL

RID

GE

RAFTERRAFTER

RAFTERRAFTER

MAIN PRE�ENGINEEREDTRUSSES, PER TRUSS MANUF.

MAIN PRE�ENGINEEREDTRUSSES, PER TRUSS MANUF.

2"x4" SYP No.2 NAILER

(2) 2"x4" SYP No. 2 BLOCKING TOE�NAILED INTO TRUSSCHORDS W/ 4�12d NAILS EA. SIDE, BLOCKING SHALLBE FLUSH AT TRUSS CHORD, TYP.

2"x4" BLOCKING

2"x4" BLOCKING

2"x4" SYP No.2 NAILER

2"x4" BLOCKING


SIMPSON H3 W/4�8d NAILS ORAPPR. EQU.

PRE�ENG.TRUSS

2"x4" NAILER


PRE�ENG.TRUSS

2"x4" NAILER

SIMPSON MSTA18, OR APPR. EQU.WRAPPED AROUND MAIN TRUSSAND NAILED TO NAILER W/ 6�8d NAILS

RAFTER SPAN TABLESPAN (FT.) SIZE ( AT 24" O.C.)

LESS THAN 6'�0"

6'�1" � 9'�0"

2"x4"

2"x6"

9'�1" � 12'�0" 2"x8"

NOTES:1. ALL RIDGE BOARDS SHALL BE SP No. 2 W/ DEPTH 2" GREATER THAN RAFTER.2. ALL RAFTERS SHALL BE SP No.2 AND BEAR SOLIDLY ACROSS FLAT NAILERS.3. FOR RAFTERS EXCEEDING 9'�0" SPANS: A. USE 2"x4" COLLAR TIES NAILED INTO RAFTERS, EA. END, W/ 3�12d NAILS, (COLLARS APPLIED 16" � 32" BELOW RIDGE). B. RAFTER TO RAFTER STRAP ACROSS RIDGE BOARD: USE SIMPSON MSTA24 AT 48" O.C., OR APPR. EQU., W/ 18�10d NAILS EACH.

SIMPSON LUS210HANGER OR APPR.EQUAL

(2) 2"x12" SYPNo. 2 BEAM, FASTENEA. END TO GIRDERTRUSS W/ LUS210 HANGER,ADD VERT. MEMBERS IF REQ'DTO TRUSS CHORDS

(2) 2"x12" SYPNo. 2 BEAM

(2) 2"X12" SYP No. 2 PTHOIST BEAM

3'�0" MAX. CANT.

METAL CAPPLATE AT END

PRE�ENG TRUSS

2"x4" SYP No. 2OUTRIGGERS AT12" C/C, FASTENW/ SIMPSON H2.5A


T/BEAM

FIELD VERIFY

NOTE: MAX. LOAD AT ENDOF CANTILEVER = 1K

DATE

DATE

DATE

DATE

REVISION

REVISION

REVISION

REVISION

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SYMBOL

SYMBOL

SYMBOL

DATE

DATE

DATE

DATE

REVISION

REVISION

REVISION

REVISION

SYMBOL

SYMBOL

SYMBOL

SYMBOL

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

ISSUE DATE:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

COMP. FILE No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

STATE PROJECT No:

DESIGNER:

DESIGNER:

DESIGNER:

DESIGNER:

DRAWN BY:

DRAWN BY:

DRAWN BY:

DRAWN BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

REVIEWED BY:

Consultant:

Consultant:

Consultant:

Consultant:


SHEET TITLE

SHEET TITLE

SHEET TITLE

SHEET TITLE

PROJECT TITLE

PROJECT TITLE

PROJECT TITLE

PROJECT TITLE


CC CC DD DD

AA AA BB BB

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Departm


Departm


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S304S304S304S304

Checker

Checker

Checker

Checker

Author

Author

Author

Author

Designer

Designer

Designer

Designer

04/08/2016

04/08/2016

04/08/2016

04/08/2016

215612909-0-S304

215612909-0-S304

215612909-0-S304

215612909-0-S304

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1" = 1'�0"S304

1 DORMER SECTION

NOT TO SCALES304

2 GIRDER ANCHORAGE

0 0'�6" 1' 2'

SCALE: 1" = 1'�0"

1/2" = 1'�0"S304

3 OVERFRAMING DETAIL

0 1' 2' 4'

SCALE: 1/2" = 1'�0"

1" = 1'�0"S304

4 HOIST BEAM AT DORMER

4082016

Documents

GENERAL STRUCTURAL NOTES - Green-Simmons per square inch long leg ... work shall conform to aci 301˜05, specifications for structural concrete ... and accessories in accordance with