04 - Revised Structural Drawings.pdf

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1 STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH

UFC-4-171-05, ARMY RESERVE FACILITIES & UFC-3-301-01

STRUCTURAL ENGINEERING, EXCEPT SECTION 3.7 SEISMIC

POLICY AS MODIFED BY INTERNATIONAL BUILDING CODE-

2006, AS ADOPTED AND SUPPLEMENTED BY LOCAL

REGULATIONS ALSO, IN ACCORDANCE TO UFC 1-200-01

GENERAL BUILDING REQUIREMENTS.

2 VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO

STARTING CONSTRUCTION. NOTIFY THE A/E OF ANY

DISCREPANCIES OR INCONSISTENCIES.

3 DO NOT SCALE DRAWINGS

4 SEE ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL

AND PLUMBING DRAWINGS FOR MISCELLANEOUS WOOD &

STEEL MEMBERS & CONNECTIONS NOT SHOWN HEREIN.

5 SEE ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL &

PLUMBING DRAWINGS FOR ANCHORED, SUPPORTED AND

EMBEDDED ITEMS AFFECTING THE STRUCTURAL WORK.

VERIFY DETAILS AND DIMENSIONS WITH EQUIPMENT

PURCHASED

6 COORDINATE SIZES AND LOCATIONS OF OPENINGS IN

FLOORS, WALLS AND ROOF WITH, ARCHITECTURAL,

MECHANICAL, ELECTRICAL AND PLUMBING REQUIREMENTS.

7 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR

OTHERWISE ALTERED UNLESS APPROVED IN WRITING BY

THE ENGINEER OF RECORD.

8 REFERENCE W/ TOP OF SLAB "FIRST FLOOR", FINISH FLOOR

EQUAL TO 0'-0" WHERE NOTED. VERIFY ALL ACTUAL

ELEVATIONS W/ CIVIL DRAWINGS.

GENERAL NOTES

DESIGN CRITERIA

GRAVITY LOADS

LOCATION

UNIFORM

LIVE LOAD

CONCENTRAT

ED LIVE LOAD

UNIFORM DEAD

LOAD

ROOF MINIMUM 20 PSF ---

ROOF AT M&I 50 PSF ---

ROOF AT

MUNITIONS

STORAGE

100 PSF ---

OFFICE AREA

S.O.G.

150 PSF 2,000 lbs

LIGHT STORAGE 125 PSF 2,000 lbs HEAVY STORAGE 250 PSF 2,000 lbs

MUNITIONS

STORAGE

500 PSF 3,200 lbs

MUNITIONS AND

M&I FLOORS

--- 10,000 lbs

MECH. & ELEC.

ROOMS

125 PSF 2,000 lbs

DESIGN VEHICLES AASHTO HS

20-44

LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS SHALL

BE IN ACCORDANCE WITH THE BUILDING CODE. NO LIVE

LOAD REDUCTION OF ROOF LOADING IS PERMITTED.

UNIFORMED DEAD LOAD IS ADDITIVE TO ACTUAL

STRUCTURAL WEIGHTS

10 TRANSIENT LOADS

WIND LOADS

BASIC WIND SPEED (3 SECOND GUST) 105 MPH

WIND IMPORTANCE FACTOR Iw 1.15

BUILDING OCCUPANCY CATEGORY IV

WIND EXPOSURE C

INTERNAL PRESSURE COEFFICIENT

(ENCLOSED)

±0.18

COMPONENTS & CLADDING DESIGN WIND PRESSURE *q

SEE BLDG'S ROOF UPLIFT PLAN & WALL WIND LOAD

TABLES FOR APPLICABLE PRESSURES.

11. SPECIAL LOADS

A. 2 TON CRANE AT HARD BAYS. TO MEET MHI CMAA 70 CLASS

C SERVICE REQUIREMENTS FOR OPERATION IN NON-

HAZARDOUS ENVIRONMENT WITH HOIST IN ACCORDANCE WITH

ASME HST-1M.

SEISMIC LOADS

DESIGN BASE SHEAR 0.22W (MAX)

SEISMIC IMPORTANCE FACTOR: Ie 1.5

BUILDING OCCUPANCY CATEGORY IV

SPECIAL RESONSE ACCELERATIONS:

Ss: 0.61 S1: 0.18

SITE CLASS E

Sds: 0.601 Sd1: 0.380

SEISMIC DESIGN CATEGORY: D

BASIC -SEISMIC-FORCE-RESISTING SYS: VARIES BY BUILDING

RESPONSE MODIFICATION FACTOR: VARIES BY BUILDING

SEISMIC RESPONSE COEFFICIENT: VARIES BY BUILDING

ANALYSIS PROCEDURE: EQUIVALENT

LATERAL

SOIL PREPARATION AND MICROPILES

1 PREPARE SOIL IN ACCORDANCE WITH PROCEDURES DIRECTED

BY SPECIFICATIONS & GEOTECHNICAL REPORT PREPARED BY

GEOLABS INC. #W.O. 6246-00 DATED DECEMBER 1, 2010

2 REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING

CONCRETE.

3 REMOVE EXISTING TOP SOIL, FILL, PAVEMENT OR

FOUNDATIONS FROM THE BUILDING AREA AS REQ'D.

4 PROVIDE TERMITE PROTECTION UNDER BUILDINGS PER CIVIL

AND ARCHITECTURE SPECIFICATIONS. SEE DETAIL ON S501

FOR INFORMATION.

5 REINFORCING SHALL BE SUPPORTED WITH METHODOLOGY

APPROVED BY E.O.R.

6 FINAL BEARING CAPACITY OF MICROPILES AND SPREAD

FOUNDATIONS SHALL BE AS SHOWN IN THE DRAWINGS. SOIL

BEARING CAPACITY FOR SHALLOW FOUNDATIONS = 2000 PSF

7 DESIGN DEPTH FOR BOTTOM OF MICRO PILES SHALL BE AT

ELEVATION -32’-0” PER SOILS REPORT. THE BONDED ZONE

LENGHT IS 11FT PER THE SOILS REPORT.

8 SLAB-ON-GRADE CONSTRUCTION:

a. PROVIDE A CAPILLARY MOISTURE BREAK OF MINIMUM 4

INCHES OF CUSHION FILL CONSISTING OF OPEN GRADED

GRAVEL (ASTM C33, NO. 67 GRADATION) BELOW

SLABS-ON-GRADE. PROVIDE IMPERVIOUS MOISTURE BARRIER

ABOVE GRAVEL CUSHION LAYER.

b. THICKENED EDGES OF SLABS ADJACENT TO UNPAVED AREAS

TO BE EMBEDDED AT LEAST 12 INCHES BELOW THE LOWEST

ADJACENT GRADE. BACKFILL AREAS ADJACENT TO SLABS

WITH TIGHTLY PACKED IMPERVIOUS SOILS.

c. PROVIDE GRADING TO DIVERT WATER AWAY FROM SLABS TO

PREVENT PONDING.

9 RETAINING STRUCTURES AND WALL FOOTINGS:

a. RETAINING STRUCTURES UP TO 6 FEET

i. MIN. FOOTING WIDTH = 18 INCHES

ii. MIN. FOOTING DEPTH= 24 INCHES BELOW LOWEST

ADJACENT FIN. GRADE

iii. MAX. FOOTING DEPTH= 30 INCHES BELOW LOWEST

ADJACENT FIN. GRADE

iv. OVER-EXCAVATE SOFT AND/OR LOOSE MATERIALS TO A MIN.

DEPTH OF 18 INCHES AND BACKFILL WITH NO. 3B FINE GRAVEL

WRAPPED IN A NON-WOVEN FILTER FABRIC SUCH AS MIFAFI

180N OR EQUIV.

v. BACKFILL BEHIND RETAINING STRUCTURES WITH ON-SITE

GRANULAR SOILS WITH A MAXIMUM PARTICLE SIZE OF 3

INCHES, COMPACTED TO BETWEEN 90 AND 95% RELATIVE

COMPACTION.OVER COMPACTION SHOULD BE AVOIDED.

b. RETAINING WALLS AT BUILDING STRUCTURES SHOULD BE

DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS

CONTAINED IN THE MICROPILE FOUNDATION NOTES.

1 CONCRETE WORK SHALL CONFORM TO ACI SPECIFICATIONS

FOR STRUCTURAL CONCRETE FOR STRUCTURES &

BUILDINGS, ACI 301, LATEST EDITION REFERENCED IN

BUILDING CODE, ACI 318-08.

2 THE CONCRETE REQUIRMENTS ARE:

A. CEMENT SHALL BY TYPE I OR II CONFORMING TO ASTM C150.

B. FINE AND COARSE AGGREGATES SHALL CONFORM TO ASTM

C33.

C. MIX REQUIREMENTS ARE:

CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN

ACCORDANCE WITH ACI318-08 AS LISTED BELOW, UNLESS

NOTED OTHERWISE.

3 CONCRETE REINFORCING SHALL MEET THE FOLLOWING:

A. REINFORCING BARS SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A615 GRADE 60. REINFORCING

BARS REQUIRED TO BE WELDED SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A706 GRADE 60.

B. WELDED WIRE FABRIC SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A185.

C. ALL REINFORCING SHALL BE CONTINUOUS. CONTINUOUS

BARS SHALL LAP IN ACCORDANCE WITH TABLE ON SHEET

S500 UNLESS NOTED OTHERWISE. PROVIDE ADDITIONAL

BENT BARS AT ALL CORNERS.

D. WELDED WIRE FABRIC SHALL LAP ON FULL SQUARE PLUS 2"

E. SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING

STEEL DETAILED IN ACCORDANCE WITH ACI 315

4 FORMWORK AND EMBEDMENTS SHALL MEET THE

FOLLOWING:

A. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED

3/4" INSIDE FORMS OR TOOLED TO 3/4" RAD., UNLESS NOTED

OTHERWISE.

B. SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS AND

CONTROL JOINTS (SAWN JOINTS), LOCATED AS SHOWN ON

THE DRAWINGS. CONTRACTOR SHALL LOCATE SLAB JOINTS

ON SHOP DRAWINGS.

C. WHERE NECESSARY, VERTICAL CONSTRUCTION JOINTS

SHALL BE LOCATED AT MIDSPAN. ALL JOINTS SHALL BE

THOROUGHLY CLEANED AND ROUGHENED TO 1/4" PRIOR TO

PLACING ADJACENT CONCRETE.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN

OF ALL FORMWORK, TEMPORARY BRACING AND SHORING.

E. ALUMINUM SHALL BE EMBEDDED IN CONCRETE & SHALL BE

COATED WITH A BITUNASTIC PAINT PER THE SPECIFICATION.

CONDUITS AND PIPING EMBEDDED IN CONCRETE SHALL BE

SPACED A MINIMUM OF FOUR DIAMETERS AND THE OUTSIDE

DIAMETER SHALL BE LESS THAN 30% OF THE MEMBER

THICKNESS PLACED BETWEEN LAYERS OF REINFORCING.

5 AT CHANGES IN DIRECTION OF CONCRETE WALLS , FOOTINGS

AND TIE BEAMS, PROVIDE CORNER BARS OF SAME SIZE AND

SPACING AS HORIZONTAL STEEL AS SHOWN ON THE

DRAWINGS.

6 WHERE PIPING PENETRATES CONCRETE BEAMS, PLACE TWO

#3 STIRRUPS @ 3" O.C. EACH SIDE OF PIPE, UNLESS

OTHERWISE NOTED.

7 PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS OF

TOP BAR.

CAST IN PLACE CONCRETE

LOCATION

CAST AGAINST EARTH

EXPOSED TO EARTH OR WEATHER #6 OR

LARGER

EXPOSED TO EARTH OR WEATHER #5 OR

SMALLER

SLABS AND WALLS NOT EXPOSED TO WEATHER

BEAMS AND COLUMNS NOT EXPOSED TO

WEATHER

SLABS ON GRADE (COMES FROM TOP OF SLAB)

CLEAR COVER

3" 2"

1½"

3/4"

1½" 1½"

LOCATION

PIERS & CAPS

PRE-CAST CONC.

TOPPING ON PRE-CAST

MIN. F'C PSI

(PER PC-MFR) 5000

1 BRACE ALL CONSTRUCTION AGAINST GRAVITY AND WIND

LOADS UNTIL STRUCTURE IS COMPLETE.

2 STRUCTURAL CONTRACTORS TO COORDINATE WITH ALL

OTHER TRADES.

GENERAL WORKMANSHIP NOTES

1 METAL DECK SHALL CONFORM TO STEEL DECK INSTITUTE

(SDI) SPECIFICATIONS, PER EDITION REFERENCED IN BLDG

CODE, AND BE DETAILED, FABRICATED AND ERECTED

ACCORDING TO THE SAME, SUBMIT SHOP DRAWINGS

SIGNED & SEALED BY A STRUCTURAL ENGINEER

REGISTERED IN THE STATE OF THE PROJECT FOR

APPROVAL BY THE ENGINEER OF RECORD.

2 STEEL ROOF DECK SHALL BE VULCRAFT 1.5B18 OR

APPROVED EQUAL, 1-1/2" DEEP, 18 GA., WIDE RIB METAL

DECKING SHALL HAVE A MINIMUM YIELD STRENGTH OF

33,000 PSI, A MINIMUM OF 0.212 IN 4, A MINIMUM Sp OF

0.234 IN3, AND A MINIMUM Sn OF 0.247 IN3. DECKING SHALL

RECEIVE GALVANIZED FINISH AND PRIME PAINT PER

SPECIFICATIONS. EACH DECK UNIT SHALL BE ATTACHED

TO SUPPORTING MEMBERS AND ADJACENT PANELS PER

DIAPHRAGM ATTACHMENT NOTES SPECIFIED ON PLANS.

METAL DECK

1 EXTERIOR WALLS TO UTILIZE A MINIMUM OF 18 GAGE @ 16"

O.C. OR HEAVIER COLD FORMED FRAMING

2 ALL MEMBERS SHALL BE COLD FORMED FROM GALVANIZED

STRUCTURAL QUALITY SHEET STEEL MEETING. 16 GAGE AND

HEAVIER FY = 50 KSI (MIN) & 18 GA. & LIGHTER, FY=33KSI:

MATERIAL SHALL MEET THE REQUIREMENTS OF ASTM A446

GRADE A OR ASTM A653.

3 ALL EXTERIOR MEMBERS SHALL HAVE A GALVANIZED FINISH

COMPLYING WITH ASTM A525 G90 COATING

4 STRUCTURAL PROPERTIES OF STUDS SHALL BE COMPUTED IN

ACCORDANCE WITH AISI " SPECIFICATION FOR DESIGN OF

COLD FORMED STEEL STRUCTURAL MEEMBERS (AISI)".

5 EXTERIOR METAL STUDS SHALL BE SPACED PER NOTE 1

ABOVE. AT EXTERIOR WALLS PROVIDE (1) ROW OF LATERAL

BRACING AT PANEL EDGES. ELSE WHERE PROVIDE

HORIZONTAL BRIDGING PER MANUFACTURER'S

RECOMMENDATIONS. STUD TRACKS SHALL BE EQUAL 14ga.

TRACK SPLICE SHALL BE WELDED PER DETAIL PROVIDED.

6 PROVIDE WALL BRACING & CONNECTION DETAILS AS

RECOMMENDED BY THE STUD MANFACTURER IN

COORDINATION WITH DETAILS HEREIN.

7 PROVIDE MANUFACTURER'S STANDARD STEEL RUNNERS,

BLOCKING, LINTELS, CLIP ANGLES, BRACING,

REINFORCEMENTS, FASTENERS AND ACCESSORIES AS

RECOMMENDED BY MANUFACTURER AND/OR SHOWN ON

DRAWINGS FOR APPLICATIONS INDICATED, AS NEEDED TO

PROVIDE A COMPLETE STEEL FRAMING SYSTEM.

8 WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 USING

E70XX ELECTRODES. ALL WELDS SHALL BE TOUCHED UP

WITH A ZINC-RICH PROTECTIVE PAINT FOR CORROSION

RESISTANCE.

9 ALL STUDS SHALL BE FULL LENGTH. NO SPLICING PERMITTED

UNLESS SPECIFICALLY DETAILED.

10 ALL METAL TO METAL CONNECTIONS TO BE WELD OR SCREW

ATTACHMENTS AS SHOWN ON DRAWINGS OR AS REQUIRED

BY MANUFACTURER.

11 SCREWS: SELF DRILLING AND SELF TAPPING, CADMIUM

PLATED FOR ALL EXTERIOR USES.

12 WIRE TIED CONNECTIONS, POP RIVETS AND CRIMPING ARE

NOT PERMITTED.

13 DEFLECTION CRITERIA

A EXTERIOR WALLS:L/600 FOR BRITTLE FINISHES (C&C WIND

LOADS MIN.)

14 MATERIAL DESCRIPTIONS

A LIGHT GAGE STEEL SECTIONS

C-STUDS 3 5/8"x1 5/8"x14 GA. Fy=50 KSI Fu=65 KSI Ix=1.069 IN^4 Sx=0.584 IN^3 TRACK 3 5/8"x1 1/4"x14 GA. Fy=50 KSI Fu=65 KSI Ix=2.88 IN^4 Sx=0.427 IN^3

B TYPICAL FASTENERS FOR LIGHT GAGE C-STUDS, TRACKS AND

FLAT STRAP BRACING: #12-14 SELF-DRILLING, SELF- TAPPING

SHEET METAL SCREWS.

C TYPICAL FASTENERS FOR LIGHT GAGE C-STUDS AND TRACKS

TO STRUCTURAL BUILDING ELEMENT: PER DETAILS ON SHEET

S530

D OTHER LIGHT GAUGE SECTIONS PER MANUFACTURER.

15 ALL LIGHT GAUGE WORK TO BE DESIGNED BY DELEGATED

STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE

PROJECT & HIRED BY THE G.C. LIGHT GAUGE TRUSS SHOP

DWGS SUBMITTAL SHALL INCLUDE DETAILS, CALCULATIONS,

SPACING & CONNECTIONS & SHALL BE SIGNED & SEALED BY

THE DELEGATED ENGINEER. ( ANY SIZES & DETAILS SHOWN

HEREIN ARE MEANT TO BE MIN. DESIGN ACCEPTABLE BY

ENGINEER OF RECORD).

LIGHT GAUGE METAL

1 FORMWORK REMOVAL IS THE SOLE RESPONSIBILITY OF

THE CONTRACTOR. REMOVE FORMS IN SUCH A MANNER

AS TO INSURE JOB SAFETY AND TO PREVENT DAMAGE TO,

AND CREEP DEFLECTION OF, THE STRUCTURE. MINIMUM

GUIDELINES FOR THE REMOVAL OF SLAB FORMWORK ARE

AS FOLLOWS:

A. FORMS FOR SPANS 10 FT. OR LESS MAY BE REMOVED 7

DAYS AFTER COMPLETING THE CONCRETE POUR

PROVIDED THE AIR TEMPERATURE DOES NOT FALL

BELOW 50 DEGREES F AND THAT NORMAL SET IS

ACHIEVED. RESHORING IS NOT REQUIRED.

B. FORMS FOR SPANS 10 FT. TO 20 FT MAY BE REMOVED 14

DAYS AFTER COMPLETING THE CONCRETE POUR

PROVIDED THE CONCRETE STRENGTH REACHES 2100 PSI.

C. FORMS FOR SPANS EXCEEDING 20 FT. MAY BE REMOVED

21 DAYS AFTER COMPLETING THE CONCRETE POUR

PROVIDED CONCRETE STRENGTH REACHES 2250 PSI.

WHEN FORMS ARE STRIPPED EARLY RESHORING IS

REQUIRED.

FORMWORK

1 CONCRETE PADS FOR MECHANICAL AND ELECTRICAL

EQUIPMENT ON FLOORS SHALL BE NO LESS THAN 3 1/2"

HIGH UNLESS OTHERWISE NOTED AND REINFORCED WITH

#3 BARS ON 12" O.C. EACH WAY, 1 1/2" FROM TOP OF SLAB.

WHEN THE PAD EXCEEDS 10" IN THICKNESS, REINFORCE

WITH #3 BARS ON 12" O.C. EACH WAY, TOP AND BOTTOM.

ANCHOR PAD TO SLAB WITH #4 DOWELS AT 24" O.C. EACH

WAY, CAST OR CHEMICALLY ADHERED INTO SUPPORTING

SLAB.

2 CONTRACTOR SHALL SUPPLY ALL ITEMS FOR ATTACHING

MECHANICAL AND ELECTRICAL EQUIPMENT TO THE

BUILDING STRUCTURE TO RESIST ALL LOADS INCLUDING

WIND FORCES. ATTACHMENT SHALL BE MADE SO AS NOT

TO OVERSTRESS STRUCTURAL MEMBERS. COORDINATE

THE ATTACHMENTS AND LOCATIONS OF THE EQUIPMENT

WITH THE STRUCTURAL SHOP DRAWINGS. REFER TO THE

MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL

REQUIREMENTS.

3 SUBSTITUTION OF EXPANSION ANCHORS FOR ADHESIVE

ANCHORS OR EMBEDDED ANCHORS SHOWN ON THE

DRAWINGS WILL NOT BE PERMITTED UNLESS APPROVED BY

THE ENGINEER OF RECORD IN ADVANCE.

4 THE CONTRACTOR SHALL PROVIDE THE FOLLOWING

ADDITIONAL SERVICES:

A VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, OPENING

SIZES, MECHANICAL EQUIPMENT WEIGHTS PRIOR TO

STARTING WORK.

B REMOVE ALL ABANDONED FOUNDATIONS, UTILITIES,

PIPELINES, ETC. THAT INTERFERE WITH NEW

CONSTRUCTION.

C REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO

SUBMITTAL, NOTING CHANGES MADE WHICH DO NOT

COMPLY WITH DESIGN DRAWINGS.

D PROVIDE TEMPORARY BRACING AND SHORING TO PREVENT

EXCESSIVE DEFLECTIONS AND DAMAGE DURING

CONSTRUCTION. DESIGN OF TEMPORARY BRACING AND

SHORING SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

E SUPPORT OF CEILING SYSTEMS, TOILET PARTITIONS,

COUNTERS, MISCELLANEOUS EQUIPMENT, AND WINDOW

SYSTEMS AS DEFINED IN THE ARCHITECTURAL PLANS.

MISCELLANEOUS

SELF WEIGHT +

SUPERIMPOSED

PER PLAN

12. BLAST LOADS

ANALYSIS AND DESIGN OF STRUCTURES TO RESIST

BLAST LOADING HAS NOT BEEN PERFORMED BY THIS

DESIGNER. THE LAYOUT AND SUPERSTRUCTURE

DESIGN FOR SUITABILITY AS MUNITIONS STORAGE OR

MAINTENANCE FACILITY WERE BASED UPON AN

APPROVED DESIGN FROM ANDERSON AFB.

1 INSPECTIONS BY THE DESIGN-BID-BUILD QC STAFF.

A. FOUNDATION INSPECTION AFTER EXCAVATION AND SOIL

PREPARATION, BUT PRIOR TO PLACING REINFORCING.

AGAIN, AFTER REINFORCING PLACEMENT AND PRIOR TO

CONCRETE PLACEMENT.

B. CONCRETE SLAB ON GRADE/UNDERFLOOR INSPECTION

SHALL BE MADE AFTER ALL UNDERFLOOR EQUIPMENT IS IN

PLACE, BUT PRIOR TO CONCRETE PLACEMENT OR OTHER

FLOORING PLACEMENT.

C. FRAMING INSPECTION SHALL BE MADE AFTER ALL ROUGH

MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT IS IN

PLACE, BUT PRIOR TO FIREPROOFING OR WALL COVERING IS

INSTALLED.

D. FINAL INSPECTION SHALL BE MADE WHEN THE CONTRACTOR

HAS COMPLETED THE BUILDING AND IT IS READY FOR

OCCUPANCY.

2 IN ACCORDANCE WITH THE REQUIREMENTS OF THE

BUILDING CODE, THE OWNER AND/OR DESIGN BUILD

CONTRACTOR WILL PROVIDE QUALIFIED PERSONNEL TO

PERFORM THE FOLLOWING SPECIAL INSPECTIONS AND

REPORT THE FINDINGS TO THE ENGINEER. THIS DOES NOT

RELIEVE THE CONTRACTOR OF ANY RESPONSIBILITY TO

PERFORM THE WORK IN ACCORDANCE WITH THE DESIGN

DRAWINGS. THE CONTRACTOR SHALL NOTIFY THE

INSPECTOR 72 HOURS IN ADVANCE OF ALL INSPECTIONS.

A. EXCAVATIONS, GRADING AND EARTH FILL SHALL BE

INSPECTED IN ACCORDANCE WITH THE CODE AND

CONTRACT DOCUMENTS.

B. FOUNDATION INSPECTION DURING THE PLACEMENT OF

FOOTINGS AND SLABS ON GRADE. ALL EMBEDDED BOLTS

SHALL BE INSPECTED.

C. FRAMING INSPECTIONS DURING THE ERECTION OF ALL

STEEL FRAMING MEMBERS. INSPECTIONS OF ALL DECKING

PLACEMENT AND ATTACHMENTS.

D. DUCTILE-MOMENT RESISTING STEEL FRAMES SHALL HAVE

WELDS INSPECTED IN ACCORDANCE WITH THE CODE AND

CONTRACT DOCUMENTS.

E. HIGH-STRENGTH BOLTS SHALL BE INSPECTED DURING

INSTALLATION AND TIGHTENED IN ACCORDANCE WITH THE

CODE AND CONTRACT DOCUMENTS.

F. ALL REINFORCING STEEL SHALL BE INSPECTED PRIOR TO

CONCRETE PLACEMENT.

G. ALL EPOXY CONNECTION HOLES SHALL BE INSPECTED TO BE

DUST FREE.

H. ALL WELDS TO BE INSPECTED BY A CERTIFIED WELDING

INSPECTOR.

I. ALL MICROPILES ARE TO BE INSPECTED PER THE MICROPILE

SPEC

3 INSPECTIONS AS REQUIRED BY THE CORPS OF ENGINEERS

PROJECT ENGINEER.

REQUIRED STRUCTURAL INSPECTIONS

1 NO CHANGES IN CONSTRUCTION FROM THAT SHOWN IN THE

SHOP DRAWINGS REVIEWED BY THE A/E SHALL BE MADE

WITHOUT THE SPECIFIC WRITTEN APPROVAL OF THE

ENGINEER OF RECORD.

2 SUBMITTALS SHALL CONFORM TO REQUIREMENTS OF

CONTRACT DOCUMENTS, AND SHALL BE CHECKED AND

MARKED "APPROVED" BY CONTRACTOR PRIOR TO SUBMITTAL.

NON-CONFORMING SUBMITTALS WILL BE RETURNED WITHOUT

REVIEW.

3 SHOP DRAWINGS SHALL NOT BE REPRINTS OF CONTRACT

DOCUMENTS & WILL BE BASIS FOR RETURNING THEM WITHOUT

REVIEW.

SHOP DRAWING REVIEW

-52'-0"

LENGTH IS 29 FT

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-1

7-

CMU BOND BEAM W/ 1 #5

CONT. AND AT EVERY 4'-0"

STARTING WITHIN 1.33' OF TOP

AND BOTTOM OF WALL.

PLACE METAL LATH OR WIRE SCREEN

OVER CELLS NOT TO BE FILLED WITH

GROUT (SHEET METAL AND FELT

PROHIBITED)

TERM. VERT. WALL

REINF. IN STD. 90° HKS.

GROUT-FILLED CMU CELLS, PLACE

GROUT IN LIFTS NOT TO EXCEED 4

FEET; PUDDLE OR VIBRATE IN PLACE

VERT. REINF. IN GROUTED CELLS, #5

BARS IN EVERY CELL FULLY

GROUTED, PROVIDE MATCHING FDN.

DOWELS, LAP SPLICE 48 BAR DIA.

CONCRETE MASONRY UNITS

(CMU), COMPLYING WITH

ASTM C-90, IN RUNNING

BOND

FACE SHELLS WITH TYPE M MORTAR;

PLACE MORTAR ON CROSS WEBS

ADJACENT TO CELLS WHICH WILL BE

GROUTED TO PREVENT LEAKAGE

CLEAN-OUT OPENINGS AT

GROUT FILLED CELLS,

REQUIRED IN WALLS OVER

4 FEET HIGH

SET FIRST COURSE

IN FULL MORTAR

BED

CMU CELLS CONTAINING

REINF. SHALL BE FILLED

SOLIDLY WITH GROUT;

VERT. CELLS SHALL

PROVIDE A CONTINUOUS

CAVITY, FREE OF MORTAR

DROPPINGS, AND AT LEAST

2" x 3" IN SIZE

CAST IN PLACE

CONC WALL

NOTE:

FOUNDATION & SLAB REINFORCING

NOT SHOWN FOR CLARITY

EQ

EQ

HORIZONTAL REINFORCING

TO INSIDE OF VERTICAL BARS

VERTICAL REINFORCING AT

CENTER OF WALL UNO ON

PLAN.

VERTICAL BAR POSITIONER

TIE AT 8'-0" VERTICALLY

NOTE:

WIRE POSITIONERS AS

SHOWN SHALL BE USED

IN ALL WALLS

REQUIRING 1 BARS IN A

CELL (SINGLE VERT

REINFORCING)

PLAN

ISOMETRIC

HORIZONTAL LADDER

REINFORCING AT

EVERY COURSE

NOTES:

1. REGULAR SPACED VERT REINFORCING AND

GROUT NOT SHOWN FOR CLARITY

2. AT DOUBLE HORIZ REINFORCING PROVIDE

CORNER BAR FOR EACH HORIZ BAR

PROVIDE MIN. (3) MATCHING

VERT. BARS AS SHOWN HERE AT WALL

INTERSECTIONS TYP. IN CONC. FILLED

CELL EXTENDING THRU BM. ABOVE

48 BAR DIA.

12" MIN. SPLICE,

LADUR TYPE

(U.O.N.)

HORIZ. CORNER BARS SAME SIZE AND

SPACING AS HORIZ REINFORCING. LAP 48

BAR DIA. AND ALTERNATE BEND

DIRECTION AT INTERSECTION

9 GAGE GALV. HORIZ. JOINT

REINF. @ 16" (DUR-O-WAL

LADUR TYPE, OR SIMILAR)

(EVERY OTHER COURSE)

48 BAR DIA.

ALTERNATE

SIDES

PREFAB. 9 GAGE GALV. HORIZ. "T" WALL

INTERSECTION JOINT REINF. @ 16"

(DUR-O-WAL LADUR TYPE PREFAB TEE,

OR SIMILAR) (EVERY OTHER COURSE)

9 GAGE GALV. HORIZ.

JOINT REINF. @ 16"

(DUR-O-WAL LADUR

TYPE, OR SIMILAR)

(EVERY OTHER

COURSE)

48 BAR DIA.

12" MIN. SPLICE,

LADUR TYPE

(U.O.N.)

PROVIDE MIN. (2) MATCHING

VERT. BARS AS SHOWN HERE AT WALL

INTERSECTIONS TYP. IN CONC. FILLED

CELL EXTENDING THRU BM. ABOVE

48 BAR DIA.

PREFAB. 9 GAGE GALV. HORIZ.

CORNER JOINT REINF. @ 16"

(DUR-O-WAL LADUR TYPE PREFAB

CORNER, OR SIMILAR) (EVERY

OTHER COURSE)

HORIZ. CORNER BARS SAME

SIZE AND SPACING AS HORIZ

REINFORCING. LAP 48 BAR DIA.

VERT. REINF. IN FULLY

GROUTED CELLS

OPNG IN CMU 4'-0"

TO 8'-0". GREATER

THAN 8'-0" SEE

STRUCT. PLANS

OPNG IN CMU

LESS THAN 4'-0"

VERT. REINF. IN FULLY

GROUTED CELLS

MASONRY CONTROL

JOINT. SEE INSERT

PREMOLDED CONTROL

JOINT FILLER

DISCONTINUE HORIZ.

REINF. AT ALL VERT.

CONTROL JOINTS

NOTE: SUPPLY (1) #5 IN

SOLID GROUT AT EACH SIDE

OF CONTROL JOINT AND

DEVELOP WITH 90 DEGREE

HOOK INTO THE RAKE

BEAM. EVEN IF NOT

IMPLICITLY SHOWN ON

PLANS.

SEALANT (U.L.

RATED AT

FIRESAFING)

REINF. IN SOLID GROUTED

VERT. MASONRY CELLS AS

REQ'D IN PLAN AND AT ALL

CORNERS, JAMBS, WALL

INTERSECTIONS, EACH SIDE OF

ALL OPENINGS, EACH SIDE OF

ALL MASONRY CONTROL

JOINTS.

9GA. HOT-DIPPED GALVANIZED

LADDER TYPE DUR-O-WAL

HORIZ. MASONRY REINF. @ 16"

O.C. VERT., UNLESS NOTED

OTHERWISE. PROVIDE

PREFABRICATED CORNERS

AND T'S AT ALL CORNERS AND

INTERSECTIONS.

EQ

EQ

1' -4

" N O

M

1/

2" C

LR

FULL MORTAR BED

NOMINAL SCHEDULE WIDTH

EXTEND VERTICAL REINF. FROM

CMU INTO BOND BEAM. PROVIDE

90° STD HOOK @ END

3/4" DIA EXP. ANCHOR

(6" EMBED) AT 16"

O.C.

LINTEL SCHEDULE

WALL

SIZE LINTEL SIZE

MAX.

SPAN REINF. REMARKS

8" 8" x 16" C.I.P.

CONC. 12'-0" 2-#5 T&B #3 @ 6" O.C. CLOSED

STIRRUPS

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS.

2. PR0VIDE 8" OF BEARING AT EACH END (MIN.)

3. REINFORCING SHALL PROJECT A MINIMUM OF 1'-6" BEYOND OPENING.

LINTEL SCHEDULE

L6X6X3/8"

SUPPORTING BRICK

ABOVE

SEE SCHEDULE FOR

REINF. AT TOP &

BOTTOM

12" 12" x 16" C.I.P.

CONC. 16'-0" 3-#5 T&B #3 @ 6" O.C. CLOSED

STIRRUPS

8"

8"

OPENING FOR WINDOW,

DOOR OR SLIDING DOOR.

SEE FLOOR PLAN &

ELEVATIONS

EXTEND LINTEL 8" BEYOND SIZE

OF OPENING AT EACH END.

PROVIDE JAMB REINF. TO

MATCH VERT. REINF., U.N.O.

REINF. BARS PER LINTEL SCHED.

PRECAST LINTEL REINFORCEMENT

TO EXTEND 1'-6" MIN. EA. SIDE

BEYOND OPENING

1-#5 IN FILLED

CELLS EACH SIDE

OF OPENINGS

FULL HEIGHT.

C.M.U.

WALL

1-#5 IN FILLED COURSES

BOTTOM. EXTEND 1'-6" EA.

SIDE OF OPENING.

NOTES:

1. REFER TO APPROPRIATE,

ARCH., MECH & ELEC.

DWGS. FOR SIZES AND

LOCATIONS OF OPENINGS.

2. PROVIDE 8" MIN. BEARING

ON EACH SIDE OF LINTEL "W"

"H

A-A

OPENING

8" CMU WALL SEE

PLAN FOR STEEL

REINF. AND

SPACING TYP.

LINTEL PER

SCHED. ON

THIS SHEET

8" PRECAST &

PRESTRESSED

CONC. LINTEL

5"

CONT. L6"x6"x5/16" GALV.

LEDGE ANGLE W/ 5/8" DIA.

SIMPSON TITEN HD ANCHOR

@ 16" O.C. MAX. W/ MIN.

EMBEDMENT OF 5 1/2"

SPLIT FACE PER

ARCH. DWGS

NOTE:

EXTEND ANGLE TO

MATCH PRECAST

CONC. LINTEL

BRICK BRG=

T/OPNG

SEE ARCH DWGS

BACKER ROD

EA. FACE.

SEALANT FLUSH WITH MORTAR

JOINT PROVIDE SEALANT PER

ASTM C920 TYPE "S" GRADE

"NS", CLASS 25

PROVIDE

POLYETHYLENE

FOAM

REINF. EA. SIDE OF

JOINT. MATCH WALL

REINF. PER PLANS

BACKER ROD

& SEALANT

CL. 1/2" CMU

JOINT

2- PENCIL RODS @ 2'-0" OC

VERT. WRAP & GREASE ONE

END OF BAR TO PREVENT

BOND

WIDE FLANGE NEOPRENE CONTROL

JOINT MATERIAL

MASONRY BLOCK

HORIZONTAL

REINFORCING AT 16"

O.C. - CUT HORIZ.

REINF. AT WALL C.J.

PLAN

4'-6" 4'-6"

WCJ

ELEVATION

NOTES:

1. MASONRY CONTROL JOINTS TO BE

COORDINATED WITH ARCH

ELEVATIONS, PLANS AND

SPECIFICATIONS.

2. WALL CONTROL JOINTS SHOULD MATCH

LOCATION OF SLAB CONTROL

JOINTS. ONLY AS NOTED IN PLAN.

3. CONTROL JOINTS @

MASONRY WALLS SHOULD BE PLACED

@ SPACINGS NOT EXCEEDING 25'-4" OR

3 TIMES THE WALL HEIGHT

WHICHEVER IS LESS. MORE

SPECIFICALLY WHEN SELECTING A

LOCATION IT SHOULD INCLUDE

A. CHANGES IN WALL HT. OR

THICKNESS.

B. OVER OPENINGS @ ONE SIDE PAST

THE LINTEL,

C. AT INTERSECTING WALL.

D. AT CONSTRUCTION JOINTS IN SLAB.

E. NOT LESS THAN 2'-0" FROM A

BEARING PLATE.

4. G. C. TO PROVIDE SHOP DWG. W/

LOCATIONS OF CONTROL JOINTS & ALL

VERTICAL REINF. FOR REVIEW BY A/E.

CONT. VERTICAL CONTROL

JOINT MATERIAL PER PLAN

IN THIS DETAIL.

CONT. HORIZ. BOND BEAM

REINF. THRU JOINT. WRAP

BARS WITH MASTIC FOR BOND

BREAK WITHIN 1'-6" OF JOINT.

DO NOT LAP HORIZ. REINF.

WITHIN 4'-0" OF CONTROL

JOINT.

H

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SCALE: 3/4" = 1'-0"1

TYP.REINF MASONRY WALL CONSTRUCTION

SCALE: 3/4" = 1'-0"2

TEE WALL INTERSECTION

SCALE: 3/4" = 1'-0"3

TYP. REINF. CORNER DETAIL

SCALE: 3/4" = 1'-0"4

REINF. & GROUTING DETAILS

SCALE: 3/4" = 1'-0"5

LINTEL SCHEDULE

SCALE: 3/4" = 1'-0"6

PRECAST LINTEL @ OPNG

SCALE: 3/4" = 1'-0"7

TYP. MASONRY WALL OPENING ELEVATION

SCALE: 3/4" = 1'-0"8

MASONRY CONTROL JOINT (MCJ)

A D

D E

N D

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M A

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N R

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-1 7-