Bldg 25 Structural Drawings.pdf

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT NO.: Department of Veterans Affairs

CONSTRUCT CLC

COTTAGES - COTTAGE 1

636-123

3600 30TH ST. DES MOINES, IA

4/13/2018

STRUCTURAL INFO SHEET

KMW MJN

SB000

42 97

06054.032

TRUE

NORTH

PLAN

NORTH

NORTH

NORTH

ARROW

NAM

EELEVATION

LEVEL

MATCHLINE

AREA A

AREA B

TITLE

MARKER

VIEW NAME

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

EXISTING

COLUMN

NEW

COLUMN

X

X

X

XX-XX

SIM

X

XX-XX

X

SECTION/

DETAIL

PLAN

DETAIL

REFERENCE

NOTE

CIP WALL

CALLOUT

WALL FOOTING

CALLOUTS

LETTER INDICATES

NEW COLUMN LINE

LETTER INDICATES

EXISTING COLUMN LINE

SECTION/DETAIL NUMBER

SHEET NUMBER

INDICATES DIRECTION OF VIEW

DETAIL NUMBER

SHEET NUMBER

REFERENCE

DESIGNATION

SYMBOL LEGEND

ROOM /

FRAMING

ELEVATION

EXTERIOR

ELEVATION

XX-XX

XX-XX

ELEVATION LETTER

DIRECTION OF VIEW

SHEET NUMBER

ELEVATION LETTER

DIRECTION OF VIEW

SHEET NUMBER

SHEAR WALL

CALLOUT

CMU WALL

CALLOUT

METAL STUD

WALL CALLOUT

DETAIL NUMBER

LEVEL CALLOUT

DESIGNATION

ELEVATION

DESIGNATION

GRAPHIC AREA FOR

DRAWING

TITLE

SCALE OF THE DRAWING

REFERENCE LEGEND

PLAN VIEW

SECTION / ELEVATION VIEW

SHEAR WALL

MASONRY-CMU

MASONRY-VENEER

STUD WALL

CONCRETE

GRAVEL

EARTH / COMPACTED

EARTH / NONCOMPACTED

RIGID INSULATION

JOINT FILLER

STEEL

GYPSUM

FLEXIBLE INSULATION

GROUT

PLYWOOD

WOOD (FINISH)

MASONRY-CMU FACE

MASONRY-CMU

MASONRY-VENEER

PAD FOOTING

CALLOUTS

REFERENCE

DESIGNATION

FX-X

CONTINUOUS FOOTING

DESIGANTION

CFX-X

GBX-X

TSX-X

GRADE BEAM DESIGANTION

THICKENED SLAB

DESIGANTION

SHEAR WALL TYPE 'X'

MIN L = X'-X"

SHEAR WALL TYPE

DESIGNATION

SHEAR WALL LENGTH

HEADER CALLOUT

IN STUD WALL

LINTEL CALLOUT

IN MASONRY WALL

LETTER INDICATES

CMU WALL TYPE

LETTER INDICATES

CIP WALL TYPE

LETTER INDICATES

METAL STUD WALL TYPE

LINTEL DESIGNATIONL-X

HEADER DESIGNATIONH-X

X

X

X

STRUCTURAL SHEET LIST

ABBREVIATIONS REF. NOTES ( )

PROJECT STRUCTURAL REFERENCED NOTES

X

MET METAL

MFG MANUFACTURING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NR NOT REQUIRED

NTS NOT TO SCALE

OC ON CENTER(S)

OCEW ON CENTER EACH WAY

OD OUTSIDE DIAMETER

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OZ OUNCE

PC PRECAST

PERF PERFORATED

PLWD PLYWOOD

POL POLISH(ED)

PREFAB PREFABRICATED

PS PRESSED STEEL

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

RTU ROOF TOP UNIT

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FOOT (FEET)

SHTG SHEATHING

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SLBB SHORT LEG BACK TO BACK

SPEC SPECIFICATIONS

SS STAINLESS STEEL

STD STANDARD

STGR STRINGER

STIFF STIFFENER

STIRR STIRRUPS

STL STEEL

STR STRUCTURAL

SUSP SUSPENDED

TEMP TEMPERATURE

TO TOP OF

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TYP TYPICAL

UNEX UNEXCAVATED

UNO UNLESS NOTED

OTHERWISE

VERT VERTICAL

VEST VESTIBULE

W WIDE (WIDTH)

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WL WIND LOAD

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

AB ANCHOR BOLT

ACI AMERICAN CONCRETE

INSTITUTE

AFF ABOVE FINISH FLOOR

AGG AGGREGATE

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AL ALUMINUM

ANCH ANCHOR

ANSI AMERICAN NATIONAL

STANDARDS INSTITUTE

APPD APPROVED

APPROX APPROXIMATE

ARCH ARCHITECTURAL OR

ARCHITECT

AUTO AUTOMATIC

AVG AVERAGE

L ANGLE

BL BUILDING LINE

BLDG BUILDING

BLKG BLOCKING

BO BOTTOM OF

BOT BOTTOM

BRCG BRACING

BRDG BRIDGING

BRG BEARING

BS BOTH SIDES

BW BOTH WAYS

C CHANNEL (STRUCTURAL

SHEETS)

CF CUBIC FEET

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSIBLE

CONC CONCRETE

CONN CONNECTION

CONSTR

JT

CONSTRUCTION JOINT

CONT CONTINUOUS

(CONTINUATION)

CU YD CUBIC YARDS

D DEPTH (DEEP)

d PENNY (as in nail - 10d)

DBL DOUBLE

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

DWLS DOWELS

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION - GRADE OR

BUILDING

ELEV ELEVATOR

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXPN EXPANSION

EXT EXTERIOR

F FAHRENHEIT

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLR FLOOR

FT FEET (FOOT)

FTG FOOTING

FV FIELD VERIFY

GA GAGE OR GAUGE

GALV GALVANIZED

GRTG GRATING

GWB GYPSUM WALLBOARD

H or HT HEIGHT (HIGH)

HDR HEADER

HK HOOK

HORIZ HORIZONTAL(LY)

HPT HIGH POINT

HS HIGH STRENGTH

ID INSIDE DIAMETER

IN INCH

INSUL INSULATION

INT INTERIOR

KIP or K KILOPOUND (1000 LBS)

KP KICK PLATE

L LENGTH (LONG)

LBS POUNDS

LDG LOADING

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LNTL LINTEL

LONG LONG LONGITUDINAL

LP LOW POINT

LT WT LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MC MISCELLANEOUS

CHANNELS

MECH MECHANICAL

SB000 STRUCTURAL INFO SHEET

SB001 STRUCTURAL NOTES

SB002 SPECIAL INSPECTIONS & SCHEDULES

SB101 FOUNDATION PLAN

SB102 TUNNEL PLAN

SB501 TYPICAL FOUNDATION DETAILS

SB502 FOUNDATION DETAILS

SB503 FOUNDATION DETAILS

SDS-1 HATCH REATTACHMENT DETAIL

SF101 ROOF FRAMING PLAN

SF102 MISCELANEOUS FRAMING PLANS

SF501 TYPICAL FRAMING DETAILS

SF502 FRAMING DETAILS

SF503 FRAMING DETAILS

SF504 FRAMING DETAILS

1 LIGHT GAUGE STEEL ROOF TRUSSES @ 24" O.C.

2 LIGHT GAUGE CEE OUTRIGGERS @ 24" O.C.

3 LIGHT GAUGE CEE-STUD GABLE FRAME ABOVE STEEL BEAM. AT

INTERIOR FRAMES COORDINATE WITH MECHANICAL DUCT ROUTING

IN ATTIC SPACE. PROVIDE DUCT CHASES IN FRAMES WHERE

REQUIRED.

4 INDICATES ROOF RIDGE - TYPICAL

5 INDICATES TRANSITION TO FLAT ROOF - TYPICAL

6 RECESSED FLOOR SLAB AT SHOWERS. SEE ARCH. FOR DEPTH OF

RECESS. TYPICAL AT ALL UNIT SHOWERS.

7 1 1/2" 'B' 22 GAUGE METAL ROOF DECK, TYPICAL - SEE METAL DECK

SCHEDULE ON SHEET SB002 FOR MORE INFORMATION

8 UTILITIES UNDER FOOTING - SEE CIVIL (CU101) AND REFERENCE

DETAIL 9/SB501.

9 'C.J.' INDICATES CONTROL JOINT - SEE TYPICAL DETAIL ON SHEET

SB501 AND STRUCTURAL NOTES ON SHEET SB001 FOR MORE

INFORMATION.

10 PROVIDE (2) #4 X 3'-0"-LONG BARS @ 4" O.C. CENTERED IN SLAB AT

ALL RE-ENTRANT CORNERS WITHOUT CONTROL JOINTS (C.J.) AND

AT ENDS OF CONTROL JOINTS TERMINATED WITHIN THE SLAB -

TYPICAL.

11 FLOOR DRAIN - SEE MECHANICAL (P401).

12 STRUCTURAL STOOP - SEE SHEET SB501 FOR TYPICAL DETAIL.

REFERENCE ARCHITECTURAL DRAWING A101 FOR STOOP

DIMENSIONS.

13 INDICATES MOMENT CONNECTION - TYPICAL. REFERENCE DETAIL

5/SF501 FOR MORE INFORMATION.

14 PROVIDE TUBE STEEL BRACING THIS BAY. REFERENCE DETAIL

INDICATED ON PLAN.

15 CONCRETE UNDERGROUND TUNNEL - SEE SHEET SB102 FOR

DETAILS AND LAYOUT.

16 A FOUNDATION DRAIN IS REQUIRED ON BOTH SIDES OF THE

UNDERGROUND TUNNEL. THE DRAIN EXCAVATION SHALL BE MADE

WITH THE TUNNEL FLOOR EXCAVATION. THE DRAIN SHALL BE AT

LEAST 6" WIDE WITH A 2"-3" DIAMETER PERFORATED DRAIN PIPE

PLACED AT THE BASE OF THE DRAIN. THE DRAIN EXCAVATION

SHALL BE LINED WITH A FILTERING GEOTEXTILE, MIRAFI 140N OR

ALTERNATE APPROVED BY THE GEOTECHNICAL ENGINEER. THE

DRAIN SHALL BE PROTECTED DURING CONCRETE PLACEMENT. NO

DRAINAGE MATERIAL OR SAND SHOULD BE PLACED BELOW THE

TUNNEL FLOOR. THE DRAIN SHALL MATCH THE SLOPE OF THE

TUNNEL.

17 SEE 2/SF102 FOR FRAMING AT CLERESTORY CEILING.

18 ROOF MOUNTED SERVICE PLATFORM AT KITCHEN HOOD.

CONTRACTOR COORDINATE PLATFORM WEIGHT AND SUPPORT

CONFIGURATION WITH TRUSS MANUFACTURER.

19 ROOF ACCESS HATCH - PROVIDE METAL STUD BLOCKING

(362S162-43) AROUND PERIMETER OF HATCH. COORDINATE HATCH

SIZE & LOCATION WITH TRUSS LAYOUT.

20 PROVIDE BUILDING SEPARATION JOINT (SEE ARCH.) & PROVIDE 1/2"

EXPANSION JOINT AT CONC. SLAB.

21 2 1/2" CONC. W/ 6X6-W1.4XW1.4 W.W.F. OVER 1 1/2" 'VL' 22 GAUGE

METAL DECK - SEE METAL DECK SCHEDULE ON SHEET SB002 FOR

MORE INFORMATION

22 SEE 1/SF102 FOR ATTIC FLOOR FRAMING

23 OVERFRAME LIGHT GAUGE STEEL ROOF TRUSSES @ 24" O.C.

25 PLUMBING THROUGH FOOTING - COORDINATE LOCATION W/

MECHANICAL

26 PROVIDE W8X35 STEEL LINTEL IN EXISITNG CMU WALL. LINTEL

SHALL SPAN ACROSS BOTH DOOR OPENINGS. SEE DETAIL 4/SF102.

27 PROVIDE CHANNEL EACH FACE OF WALL ABOVE NEW OPENING -

SEE DETAIL 6/SF102

APPLICABLE CODES AND STANDARDS

- VA BUILDING DESIGN STANDARDS

- 2018 INTERNATIONAL BUILDING CODE

- A.C.I. 318-14

- SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - A.I.S.C. 360-16

- A.W.S. D1.1, D1.3, D1.4

- A.I.S.I. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD

FORMED STEEL STRUCTURAL MEMBERS - 2010 EDITION

DESIGN LIVE LOADS

AREA PSF

CORRIDORS 100

RESIDENTIAL - PRIVATE ROOMS 40

RESIDENTIAL - PUBLIC ROOMS 100

DINING ROOMS 100

SIDEWALKS 250

STAIRS & EXITS 100

STORAGE - LIGHT 125

MECHANICAL EQUIPMENT ROOM 150 OR EQUIP.

WEIGHT IF GREATER

CEILING 10

PARTITIONS (LATERAL LOAD) 5

RAILING (LATERAL LOAD AT TOP) 50 PLF

GROUND SNOW LOAD 20

ROOF SNOW LOAD 22

RAIN ON SNOW SURCHARGE 5

DRIFT SNOW LOAD SEE PLAN

ROOF LIVE LOAD (MIN) 20

DESIGN WIND LOADS

BASIC WIND SPEED 115 MPH

EXPOSURE CLASSIFICATION C

DESIGN SEISMIC LOAD

SEISMIC DESIGN CATEGORY B

RISK CATEGORY III

SPECTRAL RESPONSE COEFFICIENT Ss = 0.075

SPECTRAL RESPONSE COEFFICIENT S1 = 0.043

SITE CLASSIFICATION D

MAXIMUM ALLOWABLE SOIL BEARING CAPACITY 3,000 PSF

LIGHT GAUGE TRUSS DESIGN LOADS (IN ADDITION TO SELF-WEIGHT):

ROOF LIVE LOAD (TOP CHORD) PER LISTING ABOVE

ROOF LIVE LOAD (BOTTOM CHORD) 10 PSF

ROOF DEAD LOAD (TOP CHORD) 20 PSF

ROOF DEAD LOAD (BOTTOM CHORD)

CORRIDORS 25 PSF

ALL OTHER AREAS 10 PSF

ROOF WIND LOAD PER LISTING ABOVE

UPLIFT FOR TRUSSES SHALL BE CONSIDERED

MATERIAL DATA:

CONCRETE AND REINFORCING

CONCRETE STRENGTH (f'c @ 28 DAYS)

FOOTINGS, GRADE BEAMS 3,000 PSI

CONC. NOT SPECIFIED 3,000 PSI

RETAINING WALLS 4,500 PSI

GRADE SUPPORTED SLABS 4,000 PSI

ALL CONCRETE EXPOSED TO FREEZE-THAW CONDITIONS SHALL HAVE A

MINIMUM STRENGTH (f'c @ 28 DAYS) OF 4,500 PSI. THIS DOES NOT INCLUDE

FOOTINGS/GRADE BEAMS THAT ARE COVERED BY SOIL.

CEMENT TYPE PORTLAND TYPE I

AGGREGATES REGULAR WEIGHT HARDROCK

TYPE - ASTM C33

REINFORCING STEEL ASTM A615, GRADE 60

REINFORCING STEEL ASTM 706, WELDABLE

WELDED WIRE FABRIC ASTM A185

PREFORMED EXPN. JT. (1/2") ASTM D1751

STEEL

STRUCTURAL STEEL (WIDE FLANGES) ASTM A992, GRADE 50

STRUCTURAL STEEL (ALL OTHER TYPES) ASTM A36

STRUCTURAL STEEL PIPE ASTM A53, GRADE B, SCH. 40

STRUCTURAL TUBE ASTM A500, GRADE B

ANCHOR RODS ASTM F1554, GRADE 36

BOLTED CONNECTIONS ASTM A 325N

WELDED CONNECTIONS E70XX ELECTRODES

WELDED CONNECTIONS (GALV. SURFACES) E6010 OR E6011 ELECTRODES

HEADED CONCRETE ANCHORS (HCA) ASTM A108 GRADES C1010

THROUGH C1020 (Fu = 55 KSI) DEFORMED BAR ANCHORS (DBA) ASTM A108 & A496 (Fy = 70 KSI)

METAL DECKING ASTM A611 OR ASTM A653-94

STEEL BAR JOISTS SJI CRITERIA

LIGHT GAGE STEEL STUDS/JOISTS ASTM A570

(G60 GALVANIZING PER ASTM A525 & C955)

12 TO 16 GAGE (PAINTED) ASTM A570 GRADE D

(Fy = 50 KSI)

18+ GAGE (PAINTED) ASTM A611 GRADE C

(Fy = 33 KSI)

12 TO 16 GAGE (GALV) ASTM A446 GRADE D

(Fy = 50 KSI)

18+ GAGE (GALV) ASTM A446 GRADE A

(Fy = 33 KSI)

STRUCTURAL NOTES:

ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE

BUILDING CODE.

THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS

A COMPLETED STRUCTURE

- APPLICATION OF ANY LOADS TO THE PARTIALLY COMPLETED

STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO

INCLUDED IN THE DESIGN OF THE SHORING, BRACING, FORMWORK,

AND ANY OTHER SUPPORTING ELEMENTS PROVIDED FOR

CONSTRUCTION OF THE STRUCTURE.

- WHERE CONSTRUCTION MATERIAL AND EQUIPMENT ARE

TEMPORARILY STORED ON THE ROOF OR FLOOR FRAMING, THEY

SHALL BE DISTRIBUTED SO THAT THE DESIGN LIVE LOAD AT THE

LOADED AREA IS NOT EXCEEDED.

- DO NOT BACKFILL AGAINST WALLS OR OTHER STRUCTURAL

ELEMENTS UNTIL SUCH ELEMENTS HAVE REACHED THEIR INTENDED

STRENGTH, HAVE BEEN ADEQUATELY BRACED, AND/OR HAVE OTHER

INTEGRAL STRUCTURAL ELEMENTS IN PLACE WHICH ARE INTENDED

TO RESIST THE LATERAL EARTH LOADS.

LATERAL LOAD RESISTING SYSTEM: ALL LATERAL LOAD RESISTANCE AND

STABILITY IN THE COMPLETED STRUCTURE IS PROVIDED BY:

N-S DIRECTION: ORDINARY STEEL BRACED FRAMES; ORDINARY STEEL

MOMENT FRAMES

E-W DIRECTION: ORDINARY STEEL BRACED FRAMES; ORDINARY STEEL

MOMENT FRAMES

ROOF DIAPHRAGM: METAL ROOF DECKING

FLOOR DIAPHRAGM: METAL FLOOR DECKING WITH CONCRETE TOPPING

STEEL STABILITY: STRUCTURAL STEEL FRAMING INDICATED IN THESE PLANS

REQUIRES INTERACTION WITH NON-STRUCTURAL STEEL ELEMENTS FOR

STRENGTH AND/OR STABILITY. SEE PLANS FOR SPECIFIC LOCATIONS OF

THESE NON-STRUCTURAL STEEL ELEMENTS WHICH ARE LISTED BELOW:

METAL FLOOR DECKING WITH CONCRETE TOPPING

METAL ROOF DECKING

ORDINARY STEEL BRACED FRAMES

ORDINARY STEEL MOMENT FRAMES

DETAILS ON THE DRAWINGS INDICATED AS "TYPICAL" APPLY IN ALL AREAS

WHERE CONDITIONS SIMILAR TO THE DETAIL OCCUR.

THE STRUCTURAL DRAWINGS ARE NOT INTENDED FOR USE AS SHOP

ERECTION DRAWINGS. REPRODUCTION OF THESE DRAWINGS IN LIEU OF

PREPARATION OF SHOP ERECTION DRAWINGS SIGNIFIES THE USERS'

ACCEPTANCE THAT ALL INFORMATION SHOWN IS CORRECT AND

APPROPRIATE FOR SHOP DRAWINGS AND THAT THE USER WILL BE FULLY

RESPONSIBLE FOR EXPENSES THAT MAY OCCUR FROM SAID ACCEPTANCE.

UNLESS SPECIFICALLY NOTES, THERE ARE NO PROVISIONS MADE FOR

FUTURE FLOORS, ROOFS, OR OTHER LOADS.

COORDINATION/VERIFICATION:

CHECK AND VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AND

REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING

WITH ANY PHASE OF THE WORK.

ANY PROPRIETARY STRUCTURAL SYSTEMS THAT ARE COMPOSED OF

COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE

SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND

ERECTION IN ACCORDANCE WITH THE INSTRUCTIONS PREPARED BY THE

SUPPLIER.

CROSS REFERENCE STRUCTURAL DRAWINGS WITH MECHANICAL AND

ELECTRICAL DRAWINGS, AND WITH THE ACTUAL EQUIPMENT SUPPLIED TO

THE PROJECT, FOR THE LOCATION AND SIZE OF ALL SLAB OPENINGS,

SLEEVES, INSERTS, FLOOR DEPRESSIONS, BLOCK-OUTS, CURBS, ANCHORS,

BOLTS, ETC. REQUIRED FOR INSTALLATION.

PROVIDE ADEQUATE STRUCTURAL FRAMING AS APPROVED BY THE

ENGINEER FOR ALL REQUIRED MECHANICAL OPENINGS THROUGH SLABS,

WALLS, FLOOR DECK, ETC., AND SUPPORT OF ALL MECHANICAL EQUIPMENT.

OPENINGS SHALL NOT BE PERMITTED THROUGH BEAMS UNLESS

SPECIFICALLY DETAILED BY THE ENGINEER.

REFER TO ARCHITECTURAL DRAWINGS FOR ALL SURFACE FINISHES,

DIMENSIONS, AND LOCATIONS OF SLAB DROPS, MASONRY CONTROL

JOINTS, AND WALL OPENING REQUIREMENTS.

CONCRETE/REINFORCING:

CONCRETE BATCH DESIGN(S) SHALL BE PROPORTIONED AND PRODUCED

IN ACCORDANCE WITH A.C.I. 318, IN PARTICULAR CHAPTER 5, AND A.C.I. 301.

MIX AND DELIVER IN ACCORDANCE WITH ASTM C94.

SLUMP REQUIREMENTS

SLOPING SURFACES MAX. 3 IN.

FOUNDATIONS MIN. 1 IN. / MAX. 4 IN.

CONCRETE W/ PLASTICIZERS MAX. 8 IN.

OTHER CONCRETE MIN. 1 IN. / MAX. 5 IN.

AIR ENGRAINMENT CONCRETE EXPOSED TO

WEATHER - 5% MIN.

ADMIXTURES SUBMIT AS REQUIRED

FOR APPROVAL

FLY ASH SEE SPECIFICATION

CONSTRUCTION JOINTS MUST HAVE PRIOR REVIEW BY THE ENGINEER.

ALL CONTINUOUS REINFORCING SHALL BE CARRIED THROUGH THE JOINT.

LOCATIONS:

SPANNING MEMBERS NEAR MIDSPAN

FND WALL AND FOOTINGS MIDWAY BETWEEN COLUMNS

WALLS DO NOT ALIGN WITH FOOTING JOINTS

CONCRETE TO CONCRETE COLD JOINTS - PROVIDE 1/4" INTENTIONALLY

ROUGHENED SURFACE AT ALL HORIZONTAL JOINTS.

EXPOSED CORNERS: PROVIDE A 3/4" CHAMFER AT ALL EXPOSED CONCRETE

CORNERS.

CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A

MINIMUM OF SEVEN DAYS AFTER ITS PLACEMENT. IF FORMWORK IS

REMOVED PRIOR TO SEVEN DAYS, APPLY MOIST CURING TO NEWLY

EXPOSED SURFACES. APPROVED CURING COMPOUNDS MAY BE USED

IN LIEU OF MOIST CURING.

REINFORCING BAR WELDING: ABSOLUTELY NO WELDING OF REINFORCING

BARS OR TORCHING TO BEND REINFORCING BARS SHALL BE ALLOWED

WITHOUT THE SPECIFIC APPROVAL OF THE ENGINEER.

MINIMUM CONCRETE CLEAR COVER:

FOOTING TOP 2"

BOTTOM 3"

SIDES 3"

FOUND. WALLS TOP 1 1/2"

BOTTOM 3"

SIDES 2"

GRADE BEAMS TOP 1 1/2"

BOTTOM 3"

SIDES 2"

INTERIOR SLABS TOP 3/4" (TOL. = -0 +1/4)

EXTERIOR SLABS TOP 1 1/2" (2" IF #6 BAR

OR LARGER)

OTHER COVER REQUIREMENTS SHALL BE AS NOTED IN

APPLICABLE DETAILS.

BAR SUPPORT ACCESSORIES SHALL BE PROVIDED IN ACCORDANCE WITH THE

LATEST A.C.I. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

CONCRETE STRUCTURES

BEAM REINFORCING ON BAR BOLSTERS @ 4 FT. O.C. MAX.

SLAB REINFORCING ON BAR BOLSTERS @ 4 FT. O.C. MAX.

CONC. EXPOSED TO VIEW PLASTIC COATED OR GALV. LEGS

CONCRETE W/ SANDBLAST FINISH - STAINLESS STEEL SUPPORTS

NO ROCKS, CLAY TILE, OR CLAY BRICK SHALL BE USED TO SUPPORT

REINFORCING.

NON-METALLIC, SHRINKAGE-RESISTANT GROUT

PRE-MIXED, NON-METALLIC, NON-CORROSIVE, NON-STAINING PRODUCT

CONTAINING SILICA SANDS, PORTLAND CEMENT, SHRINKAGE

COMPENSATING AGENTS, PLASTICIZING AND WATER-REDUCING

AGENTS.

MINIMUM COMPRESSIVE STRENGTH @ 48 HOURS 2,400 PSI

MINIMUM COMPRESSIVE STRENGTH @ 28 DAYS 7,000 PSI

ACCEPTABLE PRODUCTS:

CRYSTEX; L&M CONSTRUCTION CHEM.

MASTERFLOW 713; MASTER BUILDERS

STAR GROUT; U.S. GROUT CORP.

UPCOM: UPCO CHEM. DIVISION, USM CORP.

REINFORCING SHOP DRAWINGS: REINFORCING SUPPLIER SHALL PROVIDE

COMPLETE PLACEMENT AND FABRICATION DRAWINGS FOR ALL REINFORCING

INCLUDING THE LOCATION AND SIZE OF ALL ACCESSORIES AND SUPPORTS.

VOID FILL: FOAM MATERIAL USED FOR VOID FILL SHALL BE RIGID CELLULAR,

EXTRUDED POLYSTYRENE INSULATION COMPLYING WITH ASTM C578, TYPE IV,

25 PSI COMPRESSIVE STRENGTH MINIMUM.

FOUNDATIONS:

BASIS OF DESIGN: THE FOUNDATION SYSTEM DESIGN IS BASED ON THE

RECOMMENDATIONS OF GEOTECHNICAL REPORT NO. 06054.32A DATED

DECEMBER 18, 2017 PREPARED BY SCHEMMER.

SPREAD FOOTINGS SHALL BE PLACED ON NEAT, CLEAN AND DRY

EXCAVATIONS. EXTREME CARE SHALL BE TAKEN WHEN EXCAVATING NEAR

THE BEARING SURFACE. FOOT TRAFFIC SHALL BE KEPT TO A MINIMUM

NECESSARY TO PLACE THE FOOTING REINFORCEMENT AND CONCRETE.

THE CONTRACTOR SHALL PROVIDE FOR ADEQUATE DRAINAGE OF SURFACE

WATER AWAY FROM THE STRUCTURE AND EXCAVATED AREAS DURING

CONSTRUCTION. THIS INCLUDED NECESSARY PUMPING, TRENCHING,

BACKFILL AND/OR DIKE CONSTRUCTION.

PREFORMED PLASTIC WATERSTOP:

PRODUCED FROM BLENDS OF REFINED HYDROCARBON RESINS AND

PLASTICIZING COMPOUNDS REINFORCED WITH INERT MINERAL FILLER,

AND SHALL CONTAIN NO SOLVENTS, IRRITATING FUMES OR OBNOXIOUS

ODORS, COMPLYING WITH FEDERAL SPECIFICATION SS-S210A.

GRADE SUPPORTED SLABS:

REINFORCED CONCRETE SLAB ON GRADE:

SLAB THICKNESS:

SEE PLAN

REINFORCING:

SEE PLAN

VAPOR RETARDER:

SEE PLAN

GRANULAR SUBBASE UNDER SLAB-ON-GRADE:

MINIMUM THICKNESS: SEE PLAN

COMPACTION 95% (+/-2%)

GRADATION REQUIREMENTS:

100% PASSING THE 3/4" SIEVE

LESS THAN 15% PASSING THE 100 SIEVE

LESS THAN 2% PASSING THE 200 SIEVE

SELECT FILL, WHERE REQUIRED TO ACHIEVE FINAL GRADE;

CLEAN, INORGANIC, LOW-PLASTICITY SILT OR LEAN CLAY

WITH THE FOLLOWING PROPERTIES:

MAXIMUM LIQUID LIMIT (LL) 45

MAXIMUM PLASTICITY INDEX (PL) 22

MOISTURE CONTENT (% OF OPTIMUM) +3%, -3%

MAXIMUM LOOSE LIFT 8"

COMPACTION (TYPICAL) 95% (+/-2%)

COMPACTION (UPPER 12") 98% (+/-2%)

EXISTING SUBGRADE:

HEAVILY ROOT INFESTED TOPSOIL, PAVING, AND DEBRIS

SHOULD BE STRIPPED AND DISCARDED. REMAINING EARTH

SHALL BE SCARIFIED TO A DEPTH OF 12" AND RECOMPACTED

TO AT LEAST 95% STANDARD PROCTOR DENSITY.

SLAB SURFACE SEALER:

SEALHARD BY L & M CONSTRUCTION CHEMICALS INC., OR

EQUAL. APPLY AT MANUFACTURERS RECOMMENDED RATE.

COMPACTION (% OF MAXIMUM DRY DENSITY) SHALL BE

DETERMINED USING:

ASTM D-698 STANDARD PROCTOR TEST

CRACK CONTROL JOINTS (WHETHER CONSTRUCTION JOINTS OR

SAWED JOINTS) IN SLABS ON GRADE SHALL OCCUR AS SHOWN AND

ACROSS ALL DOOR OPENINGS. LOCATE JOINTS AT RE-ENTRANT

CORNERS OF SLABS.

MAXIMUM SPACING OF CONTROL JOINTS: 12 FEET

CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION

FOR A MINIMUM OF SEVEN DAYS AFTER ITS PLACEMENT. APPROVED

CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING.

CURING COMPOUNDS SHALL BE NON-RESIDUAL TYPE AND

COMPATIBLE WITH SPECIFIED SEALER.

SEAL ALL EXPOSED CONSTRUCTION/CRACK CONTROL JOINTS.

SEALANT:

ASTM D1190; HOT APPLIED RUBBER, SYNTHETIC RUBBER,

ASPHALT, OR POLYMER BASED ASPHALT COMPOUND.

STRUCTURAL STEEL:

BEARING CONNECTIONS: UNLESS OTHERWISE NOTED, ALL BEAM

CONNECTIONS SHALL BE SIMPLE FRAMED SHEAR BEARING CONNECTIONS

IN ACCORDANCE WITH THE AISC "SPECIFICATIONS FOR STRUCTURAL JOINTS

USING A.S.T.M. A325 OR A490 BOLTS."

DESIGN OF CONNECTIONS: BEAM CONNECTIONS SHALL BE AS DETAILED ON

THE PLANS. ALTERNATIVE CONNECTIONS, DESIGNED BY A LISCENSED

ENGINEER FOR THE FABRICATOR, MAY BE UTILIZED PROVIDED THE

ALTERNATIVE CONNECTION PROVIDES THE SAME LOAD CARRYING CAPACITY

OF THE ORIGINAL DESIGN.

SPLICES: STEEL FABRICATOR SHALL VERIFY WITH ENGINEER ALL BEAM

SPLICES OTHER THAN THOSE SHOWN ON THE PLANS. ANY FULL PENETRATION

SHOP SPLICES APPROVED BY THE ENGINEER SHALL BE INSPECTED BY

RADIOGRAPHIC METHODS BY A TESTING LABORATORY APPROVED BY THE

ENGINEER AND PAID FOR BY THE FABRICATOR.

OPPOSING CONNECTIONS: WHERE BEAMS ARE BOLTED ON TWO SIDES OF

A COMMON PLATE OR WEB, THE CONNECTIONS SHALL BE DETAILED WITH AN

ADDITIONAL ROW OF BOLTS ON ONE SIDE THAT IS NOT SHARED WITH THE

OTHER SIDE TO ALLOW INDEPENDENT BOLTING DURING ERECTION.

STEEL PROTECTION: ALL STRUCTURAL STEEL SHALL BE CLEANED PER SSPC

SP-2 HAND TOOL CLEANING OR SP-3 POWER TOOL CLEANING AND SHOP

PAINTED WITH ONE COAT OF RED OXIDE PRIMER (PAINT TYPE SSPC-PAINT 13).

TOUCH UP SCARRED AREAS WITH THE SAME PAINT AFTER ERECTION.

STEEL PROTECTION: WHERE STEEL IS INDICATED AS GALVANIZED, PROVIDE

HOT-DIPPED GALVANIZED SURFACE PER ASTM A525, CLASS G60 G90. WHERE

WELDING OR OTHER CONSTRUCTION OPERATIONS DAMAGE GALVANIZING,

PROVIDE ZINC CHROMATE-TYPE TOUCH UP PAINT TO DAMAGED AREA.

SHOP DRAWINGS: STEEL FABRICATOR SHALL PROVIDE COMPLETE ERECTION

AND FABRICATION DRAWINGS SHOWING ALL MEMBERS AND CONNECTIONS.

WELDING: ALL WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS PER

AWS STANDARD QUALIFICATION PROCEDURES.

COMPLETE PENETRATION WELDS: COMPLETE PENETRATION WELDED

CONNECTIONS SHALL BE PROVIDED WHERE INDICATED. A MINIMUM OF 10%

OF ALL FIELD AND SHOP FULL PENETRATION WELDS SHALL BE TESTED BY

X-RAY OR ULTRASONIC PROCEDURES. (SEE SPECIFICATIONS FOR OTHER

TESTING.)

METAL DECKING:

DECK GOVERNING CRITERIA: THE DESIGN, FABRICATION, AND ERECTION OF

METAL DECKING SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF

THE SDI SPECIFICATIONS AND THE SDI DIAPHRAGN DESIGN MANUAL.

DECK ENDS: MAY BE BUTTED OR LAPPED OVER SUPPORTS. LAPS SHALL BE

A MINIMUM OF 3"

ROOF DECK CONNECTIONS: ROOF DECKING SHALL BE CONNECTED TO THE

STRUCTURE AS INDICATED IN THE ROOF DECK SCHEDULE. MAINTAIN

OVERALL STRUCTURAL BRACING UNTIL ALL DECKING HAS BEEN INSTALLED.

FLOOR DECK CONNECTIONS: FLOOR DECKING SHALL BE CONNECTED TO THE

STRUCTURE AS INDICATED IN THE DECKING SCHEDULE. MAINTAIN OVERALL

STRUCTURAL BRACING UNTIL ALL DECKING HAS BEEN INSTALLED.

DECK PROTECTION: PAINTED DECKING SHALL BE COVERED WITH A

WATERPROOF COVERING DURING SHIPPING AND SHALL BE STORED OFF

THE GROUND AND COVERED WITHA WATERPROOF COVERING WHILE ON SITE.

ANCHORAGE:

HEADED CONCRETE ANCHORS (HCA): AUTOMATICALLY END WELDED IN THE

SHOP OR FIELD IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS. ANCHOR WELDS SHALL BE TESTED PER AWS SECTION 7.7.

POST-INSTALLED MECHANICAL ANCHORS:

INSTALL USING MINIMUM TORQUE, EMBEDMENTS, EDGE DISTANCES AND SPACING

(UNLESS OTHERWISE NOTED) AS RECOMMENDED BY THE ANCHOR

MANUFACTURER.

POST-INSTALLED ADHESIVE ANCHORS:

INSTALLATION TO MEET MANUFACTURER'S RECOMMENDATIONS (UNLESS NOTED

OTHERWISE) INCLUDING MIN. EMBEDMENTS, EDGE DISTANCES, SPACING,

PROCEDURES, AND CURING TIME PRIOR TO LOADING.

POST-INSTALLED ANCHORS SHALL BE LOCATED PER THE DETAILS.

AVOID CUTTING OR DAMAGING EXISTING REINFORCING. SHOULD

LOCATIONS OF DRILLED HOLES BE FOUND DIRECTLY ALIGNED WITH

REINFORCING BARS, NOTIFY ENGINEER FOR NECESSARY ADJUSTMENTS

TO THE DESIGN.

POST-INSTALLED ANCHORS LOCATED IN PRESTRESSED OR POST-

TENSIONED MEMBERS SHALL NOT BE DRILLED UNTIL EXACT LOCATIONS

OF TENDONS OR STRANDS ARE DETERMINED USING NON-DESTRUCTIVE

METHODS.

LIGHT GAUGE TRUSSES:

DESIGN CRITERIA: TRUSS VENDOR IS TO SUBMIT TO THE ARCHITECT,

ENGINEER, AND CITY DESIGN CALCULATIONS BY A LICENSED ENGINEER AND

SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS

ARE TO SHOW ALL TEMPORARY AND PERMANENT BRACING REQUIRED BY

DESIGN. DESIGN CALCULATIONS SHALL BE SEALED BY THE LICENSED

ENGINEER.

DESIGN RESPONSIBILITIES: TRUSSES SHALL BE DESIGNED UNDER THE

FOLLOWING FORMAT:

LATERAL FORCES APPLIED TO THE TRUSSES, SUCH AS DRAG TRUSS

LOADS, COLLECTORS, ETC., ARE INDICATED ON THE PLANS WHERE

APPLICABLE.

ALL TRUSS-TO-TRUSS CONNECTIONS ARE THE REPONSIBILITY OF THE

TRUSS ENGINEER.

DRAG LOADS (HORIZONTAL TRUSS TRANSFERS) CONNECTIONS

BETWEEN THE TRUSS AND THE STRUCTURE ARE INDICATED ON THE

PLANS WHERE APPLICABLE.

ALL TRUSS-TO-STRUCTURE (WALLS OR BEAMS) CONNECTIONS ARE

INDICATED ON THE PLANS WHERE APPLICABLE.

IT IS THE RESPONSIBILITY OF THE TRUSS ENGINEER TO DEVELOP

THE LOADING REQUIRED TO IMPLEMENT THE REQUIREMENTS OF

SNOW PER 2018 IBC AND ASCE 7-16. THIS INCLUDES ADDITIONAL

SNOW LOAD AT LOWER ROOFS, AND UNBALANCED LOADING ON

THE GABLE AND HIP ROOFS.

IT IS THE RESPONSIBILITY OF THE TRUSS ENGINEER TO REVIEW

ALL OF THE INDICATED DESIGN SPECIFICATIONS, ROOF TRUSS

SUPPORTS, AND DRAG DETAILS AND TO INCORPORATE THESE

REQUIREMENTS INTO THE ENGINEERING DESIGN OF THE ROOF

TRUSS SYSTEM.

THE TRUSS ENGINEER SHOULD DEVELOP A TRUSS LAYOUT PLAN

FOR THE TRUSS SYSTEM THAT CLEARLY INDICATES THE TRUSS

VERTICAL SUPPORT CONDITIONS, TRUSS-TO-TRUSS CONNECTIONS,

DRAG TRUSSES AND COLLECTORS, AND ANY OTHER FIELD-

INSTALLED REINFORCEMENT, INCLUDING FIELD-INSTALLED TOP

CHORD REINFORCEMENT AT EAVES NECESSARY TO EXECUTE THE

TRUSS SYSTEM DESIGN. THE TRUSS ROOF FRAMING PLAN SHALL

BE SEALED BY A LICENSED PROFESSIONAL ENGINEER AND BE

INCLUDED WITH THE INDIVIDUAL TRUSS CUT SHEETS. THE TRUSS

ENGINEER SHOULD ALSO PROVIDE PROPER SUPERVISION OF ANY

TRUSS COMPANY TECHNICIANS.

TRUSS BRACING: TEMPORARY ERECTION BRACING AND PERMANENT WEB

BRACING SHALL BE DESIGNED BY THE TRUSS MANUFACTURER.

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

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A

97 8654321

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COTTAGES - COTTAGE 1

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3600 30TH ST. DES MOINES, IA

4/13/2018

STRUCTURAL NOTES

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GRADE BEAM FOOTING SCHEDULE

MARK WIDTH DEPTH LONGITUDINAL REINFORCING STIRRUPS

GB1-6 1'-6" 3'-4" (3) #5 BARS BOT., (3) #5 BARS TOP #4 @ 24" O.C.

PAD FOOTING SCHEDULE

MARK PLAN SIZE DEPTH REINFORCING

F3.0A 3'-0" X 3'-0" 1'-0" (3) #5 BARS EACH WAY, BOTTOM

F3.0B 3'-0" X 3'-0" 3'-4" (3) #6 BARS EACH WAY, TOP & BOTTOM

F4.0B 4'-0" X 4'-0" 3'-4" (4) #6 BARS EACH WAY, TOP & BOTTOM

F5.0B 3'-4" (5) #6 BARS EACH WAY, TOP & BOTTOM

F5.5 5'-6" X 5'-6" 1'-6" (6) #6 BARS EACH WAY, BOTTOM

F5.0A 5'-0" X 5'-0" 1'-6" (5) #6 BARS EACH WAY, BOTTOM

F3.5A 3'-6" X 3'-6" 1'-0" (4) #5 BARS EACH WAY, BOTTOM

F3.5B 3'-6" X 3'-6" 3'-4" (4) #6 BARS EACH WAY, TOP & BOTTOM

1'-6" (4) #6 BARS EACH WAY, BOTTOMF4.0A 4'-0" X 4'-0"

F4.5 4'-6" X 4'-6" 3'-4" (5) #6 BARS EACH WAY, TOP & BOTTOM

F7.0 7'-0" X 7'-0" 2'-0" (7) #5 BARS EACH WAY, TOP & BOTTOM

5'-0" X 5'-0"

METAL DECKING SCHEDULE

LOCATION DEPTH

(IN.)

GAGE MIN. I

(IN /FT)

X

MIN. S

(IN /FT)

X

3 FINISH CONNECTION TO SUPPORTING MEMBERS

(5/8" DIA. PUDDLE WELD, TYP. U.N.O.)

SIDE LAPS (#10 SCREWS) REMARKS

3'-0" DECK WIDTH

ROOF 1 1/2 22 0.155 0.186 GALVANIZED TYPE "B"

(1) SIDE LAP FASTENERS

#10 TEK SCREWS - EA. TRUSS SPACE

NOTE: GALVANIZING SHALL CONFORM TO ASTM A525, CLASS G-60.

3'-0" DECK WIDTH

FLOOR, TYP. 1 1/2 22 0.143 0.169 GALVANIZED TYPE "VL"

(1) SIDE LAP FASTENERS

#10 TEK SCREWS - EA. BEAM SPACE

#12 TEK

SCREWS

METAL STUD WALL SCHEDULE

MARK MATERIAL GAUGE

MIN. YEILD

STRENGTH

SPACING NOTES

TYPICAL

SEE SPEC

(09 22 16)

SEE SPEC

(09 22 16)

SEE SPEC

(09 22 16)

SEE SPEC

(09 22 16)

TYPICAL NON-LOADBEARING INTERIOR WALLS

600S162 18 33 KSI 16" TYPICAL NON-LOADBEARING EXTERIOR WALLS

NOTES:

- LATERAL BRIDGING REQUIRED AT 48" O.C.

- STUDS MUST BE TIGHT AGAINST TRACK AND ATTACHED WITH A SCREW OR WELDED

UNLESS A DEFLECTION TRACK IS REQUIRED.

A

600S162 12 50 KSI 12" OCCURS AS MARKED ON PLANB

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

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C

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97 8654321

TSA PROJECT NO.: Department of Veterans Affairs

CONSTRUCT CLC

COTTAGES - COTTAGE 1

636-123

3600 30TH ST. DES MOINES, IA

4/13/2018

SPECIAL INSPECTIONS & SCHEDULES

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SPECIAL INSPECTIONS (IBC 2018)

SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE CONTRACTOR FOR THE

WORK IN ACCORDANCE WITH IBC CHAPTER 17. CONTRACTOR SHALL NOTIFY

AND ACCOMMODATE THE APPLICABLE INSPECTOR DURING APPROPRIATE

PHASES OF THE WORK AS REQUIRED FOR EACH TYPE OF INSPECTION.

STEEL CONSTRUCTION - GENERAL

1. SHOP CUT AND FINISHED SURFACES IN ACCORDANCE WITH SECTION M2

OF AISC 360-16.

2. SHOP HEATING FOR STRAIGHTENING, CAMBERING AND CURVING IN

ACCORDANCE WITH SECTION M2.1 OF AISC 360-16.

3. TOLERANCES FOR SHOP FABRICATION IN ACCORDANCE WITH SECTION

6.4 OF AISC 303-16.

4. STEEL DECK IN ACCORDANCE WITH SDI-QA/QC-2017

5. FIELD CUT SURFACES IN ACCORDANCE WITH SECTION M2.2 OF AISC

360-16.

6. FIELD HEATING FOR STRAIGHTENING IN ACCORDANCE WITH SECTION

M2.1 OF AISC 360-16.

7. TOLERANCES FOR FIELD ERECTION IN ACCORDANCE WITH SECTION

7.13 OF AISC 303-16.

STEEL INSPECTION DEFINITIONS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT

BE DELAYED PENDING THESE INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER, EACH

BOLTED CONNECTION, OR EACH STEEL ELEMENT.

STEEL CONSTRUCTIION - PRIOR TO WELDING

1. WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

(QC - P; QA - O)

2. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE.

(QC - P; QA - P)

3. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES

AVAILABLE. (QC - P; QA - P)

4. MATERIAL IDENTIFICATION (TYPE/GRADE). (QC - O; QA - O)

5. WELDER IDENTIFICATION SYSTEM. (QC - O; QA - O)

6. FIT-UP GROOVE WELDS (INCLUDING JOINT GEOMETRY). (QC - O; QA - O)

A. JOINT PREPARATION.

B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL).

C. CLEANLINESS (CONDITION OF STEEL SURFACES).

D. TACKING (TACK WELD QUALITY AND LOCATION).

E. BACKING TYPE AND FIT (IF APPLICABLE).

7. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-JOINTS WITHOUT

BACKING (INCLUDING JOINT GEOMETRY) (QC - P; QA - O)

A. JOINT PREPARATION.

B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL).

C. CLEANLINESS (CONDITION OF STEEL SURFACES).

D. TACKING (TACK WELD QUALITY AND LOCATION).

8. CONFIGURATION AND FINISH OF ACCESS HOLES. (QC - O; QA - O)

9. FIT-UP FILLET WELDS. (QC - O; QA - O)

A. DIMENSIONS (ALIGNMENT, GAPS AT ROOT).

B. CLEANLINESS (CONDITION OF STEEL SURFACES).

C. TACKING (TACK WELD QUALITY AND LOCATION).

10. CHECK WELDING EQUIPMENT. (QC - O; QA - N/A)

STEEL CONSTRUCTION - DURING WELDING

1. USE OF QUALIFIED WELDERS. (QC - O; QA - O)

2. CONTROL AND HANDLING OF WELDING CONSUMABLES. (QC - O; QA - O)

A. PACKAGING.

B. EXPOSURE CONTROL.

3. NO WELDING OVER CRACKED TACK WELDS. (QC - O; QA - O)

4. ENVIRONMENTAL CONDITIONS.

A. WIND SPEED WITHIN LIMITS.

B. PRECIPITATION AND TEMPERATURE.

5. WPS FOLLOWED. (QC - O; QA - O)

A. SETTINGS ON WELDING EQUIPMENT.

B. TRAVEL SPEED.

C. SELECTING WELDING MATERIALS.

D. SHIELDING GAS TYPE/FLOW RATE.

E. PREHEAT APPLIED.

F. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.).

G. PROPER POSITION (F, V, H, OH).

6. WELDING TECHNIQUES. (QC - O; QA - O)

A. INTERPASS AND FINAL CLEANING.

B. EACH PASS WITH PROFILE LIMITATIONS.

C. EACH PASS MEETS QUALITY REQUIREMENTS.

7. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

(QC - P; QA - P)

SPECIAL INSPECTIONS CONTINUED (IBC 2018)

CONCRETE CONSTRUCTION

1. INSPECTION OF REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND

VERIFY PLACEMENT. (PERIODIC)

2. REINFORCING BAR WELDING:

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706.

(PERIODIC)

B. INSPECT SINGLE-PASS FIILLET WELDS, MAXIMUM 5/16". (PERIODIC)

C. INSPECT ALL OTHER WELDS. (CONTINUOUS)

3. INSPECT ANCHORS CAST IN CONCRETE. (PERIODIC)

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

(CONTINUOUS)

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.

(PERIODIC)

5. VERIFY USE OF REQUIRED DESIGN MIX. (PERIODIC)

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE. (CONTINUOUS)

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES. (CONTINUOUS)

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

(PERIODIC)

9. INSPECT PRESTESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES. (CONTINUOUS)

B. GROUTING OF BONDED PRESTRESSING TENDONS. (CONTINUOUS)

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. (PERIODIC)

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS. (PERIODIC)

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED. (PERIODIC)

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY. (PERIODIC)

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL. (PERIODIC)

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

(PERIODIC)

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. (CONTINUOUS)

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY. (PERIODIC)

STEEL CONSTRUCTION - AFTER WELDING

1. WELDS CLEANED. (QC - O; QA - O)

2. SIZE, LENGTH AND LOCATION OF WELDS. (QC - P; QA - P)

3. WELD MEET VISUAL ACCEPTANCE CRITERIA. (QC - P; QA - P)

A. CRACK PROHIBITION.

B. WELD/BASE-METAL FUSION.

C. CRATER CROSS SECTION.

D. WELD PROFILES.

E. WELD SIZE.

F. UNDERCUT.

G. POROSITY.

4. ARC STRIKES. (QC - P; QA - P)

5. K-AREA. (QC - P; QA - P)

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY

SHAPES. (QC - P; QA - P)

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED).

8. REPAIR ACTIVITIES. (QC - P; QA - P)

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR

MEMBER. (QC - P; QA - P)

10. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF

THE EOR. (QC - O; QA - O)

STEEL CONSTRUCTION - PRIOR TO BOLTING

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER

MATERIALS. (QC - O; QA - P)

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS.

(QC - O; QA - O)

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE,

BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE).

(QC - O; QA - O)

4. CORRECT BOLTING PROCEDURE SELECTOR FOR JOINT DETAIL.

(QC - O; QA - O)

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING

SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS. (QC - O; QA - O)

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED. (QC - P; QA - O)

7. PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND

OTHER FASTENER COMPONENTS. (QC - O; QA - O)

STEEL CONSTRUCTION - DURING BOLTING

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS ARE

POSITIONED AS REQUIRED. (QC - O; QA - O)

2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION. (QC - O; QA - O)

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED

FROM ROTATING. (QC - O; QA - O)

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST

RIGID POINT TOWARD THE FREE EDGES. (QC - O; QA - O)

STEEL CONSTRUCTION - AFTER BOLTING

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS.

(QC - P; QA - P)

COLD-FORMED STEEL DECK

1. SPECIAL INSPECTIONS AND QUALIFICATION OF WELDING SPECIAL

INSPECTORS FOR COLD-FORMED STEEL FLOOR AND ROOF DECK SHALL

BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION

REQUIREMENTS OF SDI-QA/QC-2017.

OPEN-WEB STEEL JOISTS AND JOIST GIRDERS

1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS.

A. END CONNECTIONS - WELDING OR BOLTED. (PERIODIC)

B. BRIDGING - HORIZONTAL OR DIAGONAL.

1. STANDARD BRIDGING PER SJI SPECIFICATIONS LISTED IN

SECTION 2207.1. (PERIODIC)

2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS

LISTED IN SECTION 2207.1. (PERIODIC)

COLD-FORMED STEEL TRUSSES SPANNING 60 FEET OR GREATER

1. WHERE A COLD-FORMED STEEL TRUSS CLEAR SPAN IS 60 FEET OR

GREATER, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE

TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT

INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN

ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE.

B - ADDENDUM NO. 2 8/14/18

C .J

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C.J.

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C.J.

C.J.

C.J.

C.J.

C.J.

C.J.C .J

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C .J

C.J.

R

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L

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J

H

G

F

E

D

B

A

1 2 3 4 5 6 7 9 12 13 14 158

HSS4X4X1/4

F4.0B

HSS4X4X1/4

F4.0B

HSS6X6X5/8HSS6X6X5/8

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS6X6X5/8

HSS4X4X1/4

HSS6X6X5/16

HSS6X6X5/16

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

" 1

/2

/2

/4

/4

/2

/2

/4

/4

131'-2"9'-0"

25'-6"8'-10"8'-0"16'-5"10'-8"

2'-10"

5'-9"8'-7 1/4"

6'-0"

9 1/4"11'-3 1/2"8'-0 1/4"7'-5 3/4"11'-0"

G B

-6

SB502

4" CONCRETE SLAB ON GRADE W/

6x6-W2.9xW2.9 W.W.F.OVER 15

MIL. VAPOR BARRIER OVER 4"

GRANULAR FILL - TYPICAL U.N.O.

SB502

SB502

SB502

HSS4X4X1/4HSS4X4X1/4HSS5X5X1/4HSS5X5X1/4

HSS4X4X1/4

C .J

C .J

C

HSS6X6X1/2

HSS6X6X5/8

HSS8X8X1/4

N

HSS4X4X1/4

HSS6X6X5/8

HSS4X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS4X4X1/4

HSS6X6X1/4HSS6X6X1/4

S

T

F3.0B F3.0B F3.0B F3.0B F3.0B

HSS4X4X1/4

F3.0B

F3.0B

F3.0B

F3.0B

F3.0B

F3.0B

F3.0B F3.0A

F3.0A

F3.0B

F3.0B

F3.0B

F3.0B F4.0B

F4.0B

F3.0B

HSS4X4X1/4

F3.0B

F3.0B

F3.0B

F3.0B

HSS4X4X1/4

F3.0B

HSS4X4X1/4

F3.0B

HSS4X4X1/4

F3.0B

HSS4X4X1/4

F3.0B

HSS5X5X1/4

F3.0B

HSS5X5X1/4

F3.0B

F4.0A HSS5X5X1/4

F3.0A

HSS8X8X1/4

F4.0A

HSS8X8X1/4

F4.0A

HSS6X6X1/2

F4.0A

F5.5

HSS6X6X1/2

F7.0

HSS6X6X1/2

F7.0

HSS6X6X1/2

F7.0

HSS6X6X5/8

F5.0A

HSS6X6X5/8

F3.5A

F3.0BF3.0B

HSS6X6X1/4HSS6X6X1/4

F3.0BF3.0B

HSS6X6X1/4HSS6X6X1/4

F3.0BF3.0B

F3.0X6.0

GB1-6

GB1-6

G B

-6

GB1-6

GB1-6

G B

-6

G B

-6

G B

-6

GB1-6

G B

-6

G B

-6

N.1

HSS6X6X1/4

HSS6X6X1/4

HSS4X4X1/4

D.4

HSS4X4X1/4

C .J

G B

-6

9"

SB502

F3.5B

F3.0B

HSS6X6X5/8

F3.5B

F7.0

12.6

GB1-6

SB502

HSS4X4X1/4

F3.0B

SB502

SB502

SB502

SB502

SB502

HSS6X6X5/8

F4.5

SB502

SB502

SB502

SB502

SB502

SB502

SB502

SB502

SB502

AREA A

AREA B

HSS4X4X1/4

F3.0A

SB502

SB503

SB503

G.5

HSS8X8X1/4

F4.0A

9 11

T

U

HSS5X5X1/4HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

/2

V

8.6

W

HSS5X5X1/4HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

12.3

G B

-6

GB1-6

GB1-6

GB1-6

HSS6X6X1/4HSS6X6X1/4

F3.0BF3.0B

F3.0B

F3.0BF3.0B

F3.0B

F3.0B F3.0B

F3.0B

F3.0B

3'-4 1/2" 8'-7" 17'-4 1/2"

4" CONCRETE SLAB ON GRADE

W/ 6x6-W2.9xW2.9 W.W.F.OVER

15 MIL. VAPOR BARRIER OVER 4"

GRANULAR FILL - TYPICAL U.N.O.

G B

-6

G B

-6

AREA A

AREA B

SB503

SB502

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT NO.: Department of Veterans Affairs

CONSTRUCT CLC

COTTAGES - COTTAGE 1

636-123

3600 30TH ST. DES MOINES, IA

4/13/2018

FOUNDATION PLAN

KMW MJN

SB101

45 97

06054.032

6 RECESSED FLOOR SLAB AT SHOWERS. SEE ARCH.

FOR DEPTH OF RECESS. TYPICAL AT ALL UNIT

SHOWERS.

8 UTILITIES UNDER FOOTING - SEE CIVIL (CU101) AND

REFERENCE DETAIL 9/SB501.

9 'C.J.' INDICATES CONTROL JOINT - SEE TYPICAL DETAIL

ON SHEET SB501 AND STRUCTURAL NOTES ON SHEET

SB001 FOR MORE INFORMATION.

10 PROVIDE (2) #4 X 3'-0"-LONG BARS @ 4" O.C. CENTERED

IN SLAB AT ALL RE-ENTRANT CORNERS WITHOUT

CONTROL JOINTS (C.J.) AND AT ENDS OF CONTROL

JOINTS TERMINATED WITHIN THE SLAB - TYPICAL.

11 FLOOR DRAIN - SEE MECHANICAL (P401).

12 STRUCTURAL STOOP - SEE SHEET SB501 FOR TYPICAL

DETAIL. REFERENCE ARCHITECTURAL DRAWING A101

FOR STOOP DIMENSIONS.

15 CONCRETE UNDERGROUND TUNNEL - SEE SHEET

SB102 FOR DETAILS AND LAYOUT.

20 PROVIDE BUILDING SEPARATION JOINT (SEE ARCH.) &

PROVIDE 1/2" EXPANSION JOINT AT CONC. SLAB.

25 PLUMBING THROUGH FOOTING - COORDINATE

LOCATION W/ MECHANICAL

REF. FOUNDATION NOTES ( ):X

/8

NORTHKEY PLAN

E X

IS

T

S

E

A M

U N

N E

L

EXIS

T C

HIL

LER T

UNNEL

1W

/8

GENERAL NOTES

A REFERENCE SHEET SB001 FOR STRUCTURAL NOTES

AND SHEET SB002 FOR SCHEDULES.

B REFERENCE SHEET SB501 FOR TYPICAL FOUNDATION

DETAILS NOT NECESSARILY INDICATED ON PLANS.

C FINISHED FLOOR ELEVATION (F.F.E.) IS 100'-0",

TYPICAL U.N.O. ARCHITECTURAL ELEVATION 100'-0" IS

EQUAL TO CIVIL ELEVATION 146.50'.

D TOP OF EXTERIOR FOOTING (T.O.F.) ELEVATION IS

99'-0", TYPICAL U.N.O., TOP OF INTERIOR FOOTING

ELEVATION IS 99'-4", TYPICAL U.N.O.

E GRADE BEAMS ARE REQUIRED BELOW ALL EXTERIOR

WALLS. BOTTOM OF EXTERIOR FOOTINGS SHALL

HAVE A MINIMUM DEPTH OF 42" BELOW EXTERIOR

GRADE, TYPICAL.

F PAD FOOTINGS ARE REQUIRED BELOW ALL

STRUCTURAL STEEL COLUMNS.

G VERIFY ALL DIMENSIONS WITH ARCHITECTURAL

DRAWINGS.

H STRUCTURAL STOOPS ARE REQUIRED AT ALL

EXTERIOR SWING DOORS. SEE TYPICAL DETAILS ON

SHEET SB501.

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

FOUNDATION PLAN

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

PORTE COCHERE FOUNDATION PLAN

DN

L -1

DUCT BANK -

SEE MECH.

DUCT BANK -

SEE MECH.

EXISTING CHILLER

TUNNEL

EXISTING STEAM

TUNNEL

AREA A

AREA B

SB502

SB503

DUCT BANK -

SEE MECH.

SB102

SB502

SB503

SB503

TUNNEL HATCH

SUMP PIT - SEE MECH.

(CONNECT DRAIN TILE

TO SUMP PIT)

SB503

SB5038

SB502

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT NO.: Department of Veterans Affairs

CONSTRUCT CLC

COTTAGES - COTTAGE 1

636-123

3600 30TH ST. DES MOINES, IA

4/13/2018

TUNNEL PLAN

KMW MJN

SB102

46 97

06054.032

REF. FOUNDATION NOTES ( ):X

/8

/8

GENERAL NOTES

A REFERENCE SHEET SB001 FOR STRUCTURAL NOTES

AND SHEET SB002 FOR SCHEDULES.

B REFERENCE SHEET SB501 FOR TYPICAL FOUNDATION

DETAILS NOT NECESSARILY INDICATED ON PLANS.

C REFERENCE ARCHITECTURAL DRAWINGS FOR

TUNNEL LENGTHS. REFERENCE CIVIL DRAWING

CS102 FOR TUNNEL SLOPE & ELEVATION.

D CONTRACTOR FIELD VERIFY THAT EXISTING

CONDITIONS MATCH CONSTRUCTION DOCUMENTS

AND NOTIFY ENGINEER OF RECORD OF ANY

DISCREPANCIES.

E SEE CIVIL FOR TUNNEL FINISHED FLOOR ELEVATIONS

(F.F.E.). ARCHITECTURAL ELEVATION 100'-0" IS EQUAL

TO CIVIL ELEVATION 146.50'.

F REFERENCE STRUCTURAL NOTES ON SHEET SB001

FOR COMPACTION AND WATER CONTENT

REQUIREMENTS FOR STRUCTURAL FILL BELOW

TUNNEL. CONCRETE FOR TUNNEL BASE SHOULD BE

PLACED THE SAME DAY THAT PORTION OF THE

EXCAVATION IS COMPLETE TO KEEP THE SUBGRADE

SOIL WATER CONTENT FROM CHANGING.

16 A FOUNDATION DRAIN IS REQUIRED ON BOTH SIDES OF

THE UNDERGROUND TUNNEL. THE DRAIN EXCAVATION

SHALL BE MADE WITH THE TUNNEL FLOOR

EXCAVATION. THE DRAIN SHALL BE AT LEAST 6" WIDE

WITH A 2"-3" DIAMETER PERFORATED DRAIN PIPE

PLACED AT THE BASE OF THE DRAIN. THE DRAIN

EXCAVATION SHALL BE LINED WITH A FILTERING

GEOTEXTILE, MIRAFI 140N OR ALTERNATE APPROVED

BY THE GEOTECHNICAL ENGINEER. THE DRAIN SHALL

BE PROTECTED DURING CONCRETE PLACEMENT. NO

DRAINAGE MATERIAL OR SAND SHOULD BE PLACED

BELOW THE TUNNEL FLOOR. THE DRAIN SHALL MATCH

THE SLOPE OF THE TUNNEL.

NORTHKEY PLAN

E X

E

N

N E

L

EXIS

T C

HIL

LER T

UNNEL

1W

G EXCAVATION FOR THE TUNNEL SHALL CONFORM TO

THE REGULATIONS PROVIDED BY THE U.S.

GOVERNMENT AND OSHA CONCERNING EXCAVATION

SAFETY, 29 CFR PART 1926, OCCUPATIONAL SAFETY

AND HEALTH STANDARDS - EXCAVATIONS. THE

CONTRACTOR MUST HAVE A TRAINED PERSON

ON-SITE DURING CONSTRUCTION TO DETERMINE THE

EXPOSED SOIL TYPE DURING EXCAVATION, WITH THE

AUTHORITY TO PROPERLY DIRECT THE EXCAVATION

SAFETY.

SCALE: 3/64" = 1'-0"

TUNNEL PLAN

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

TUNNEL PLAN - AT BUILDING

PLAN VIEW

THIS DETAIL APPLICABLE TO:

1. ALL PERIMETER FOUNDATION GRADEWALLS

2. ALL PERIMETER FOUNDATION GRADEBEAMS

3. ALL CONCRETE WALLS

REINFORCING

PER PLANS OR

GENERAL NOTES

30"X30" CORNER

BARS TO MATCH

SIZE AND SPACING

OF HORIZONTAL

REINFORCING

REINFORCING PER

PLANS OR GENERAL

NOTES

INTERIOR WALL

OR BEAM

EXTERIOR

WALL OR BEAM

ALTERNATE BEND 30"X30" CORNER BARS TO

MATCH SIZE AND

SPACING OF

HORIZONTAL REINF.

T

T /3

T /4

3/16".

TYPICAL CONTROL JOINT (C.J.)

TYPICAL KEYED CONSTRUCTION JOINT

SAWCUT JOINT & SEAL

SPECIFIED SLAB REINF. -

SEE PLAN (SB101) AND

GENERAL NOTES

5/8" DIA. DOWELS

@ 12" O.C. X 1'-6"

SEALANT

NOTES:

1. ALL FLOOR SLABS SHALL BE PLACED IN PAVING LANE PATTERN. A

MAXIMUM JOINT SPACING OF 15'-0" U.N.O. AND A MAXIMUM SLAB

PANEL ASPECT RATIO (LENGTH/WIDTH) OF 1.5 SHALL BE OBSERVED.

2. ALL JOINTS TERMINATING A POUR SHALL BE KEYED

CONSTRUCTION JOINTS.

3. TIME SAW CUTTING OPERATION TO PRECLUDE SHRINKAGE,

CRACKING AND DISLODGING OF AGGREGATE.

OPTION 'A': LEAN CONCRETE FILL OPTION 'B': STRUCTURAL SLAB

CONC. FOUNDATION -

SEE PLAN (SB101)

1/2" EXPN. JT. MATL.

EXTERIOR PAVING -

SEE CIVIL (CP101)

LEAN CONCRETE FILL

1/2" EXPN. JT. MATL.

SEE ARCH. (A101)

S L

O P

E

V O

ID

SEE ARCH. (A101)

S L

O P

E

CONC. FOUNDATION -

SEE PLAN (SB101)

1/2" EXPN. JT. MATL.

6" CONC. W/ #4 @ 12" O.C.

E.W. OVER 1 1/2", 'C', 20 GA.

GALV. (G90) METAL DECKING

EXTERIOR PAVING -

SEE CIVIL (CP101)

1/2" EXPN. JT. MATL.

#4 BENTS @ 1'-0"

O.C. ALL SIDES TYP.

18"

8"

8" X 3'-4" CONC. FTG. W/

(2) #5 TOP & BOTTOM &

#4 VERT. @ 24" O.C.

DIA.

(IN.)

MIN. L (IN.)

U.N.O.

3/4

L

/2

ANCHOR ROD

1 1/4 12

STANDARD BEND

D = 6d #3 THRU #7 D = 8d #8 THRU #9 D = 10d #10 THRU #11 d = BAR DIAMETER

STANDARD HOOK

TYPICAL CLOSED TIE

TYPICAL LAP SPLICE

2 1/2" MIN.

6d d

D d

6d b (2'-0" MIN.) WIRED TOGETHER

TABLE APPLIES TO CIP CONCRETE

f' = 3,000 PSI BAR COVER = 2" f = 60,000 PSI d = BAR DIAMETER c y b

TENSION BAR LAP LENGTH (b)

(FOR LENGTH b - SEE REINF. BAR DETAIL AND KEY NOTES)

BAR SIZE BARS SPACED > 2db BARS SPACED < 2d

(OTHER)

b

24"

29"

36"

43"

62"

71"

80"

90"

98"

32"

43"

54"

64"

94"

107"

120"

134"

147"

1 1/2" MIN.

1/4

NUT W/ WASHER

TOP OF CONC.

LEVELING NUT W/ WASHER

1 1/2" NON-SHRINK GROUT

3/4" DIA. ANCHOR ROD U.N.O. -

SEE TYPICAL ANCHOR ROD

DETAIL THIS SHEET

STEEL COLUMN -

SEE PLAN (SB101)

3/4" BASE PLATE

UNLESS NOTED

OTHERWISE ON

PLANS OR DETAILS

NOTE:

1. SEE TYPICAL DETAIL THIS SHEET FOR CONTROL JOINT REQUIREMENTS.

2. FOR CLARITY COLUMN OMITTED.

3. FOR CONFIGURATION OF SPECIFIC CLOSURE POURS, SEE PLAN.

1/2" EXPANSION JOINT W/

COMPRESSIBLE FILLER

CONCRETE CONTROL

JOINT (C.J.) WHERE

SHOWN ON PLAN

CENTERLINE OF COLUMN

4' - 0" (M

AX.)

2' - 0" (M

IN

M A

X

M

IN

1' - 6" MIN.

MIN.

6"

M

IN

PIPE

CONDITION NO. 1

CONDITION NO. 3

PIPE SLEEVE AS SPECIFIED

CONDITION NO. 2

LEAN CONCRETE TO BE PLACED

BEFORE FOOTING - MAKE SAME

WIDTH AS FOOTING AND FULL

WIDTH OF PIPE TRENCH

WHERE PIPE IS LAID

BELOW THE 2:1 SLOPE

LINE, FILL TRENCH W/

LEAN CONCRETE TO

SLOPE LINE

NOTES:

THIS DETAIL COVERS THREE POSSIBLE CONDITIONS THAT MAY OCCUR

AND ARE DESCRIBED AS FOLLOWS:

CONDITION NO. 1: PIPE PASSING THROUGH GRADE WALL.

CONDITION NO. 2: PIPE PASSING PERPENDICULAR BENEATH FOOTING.

CONDITION NO. 3: PIPE RUNNING PARALLEL TO FOOTINGS.

NOTE:

CONSTRUCTION JOINT TO BE LOCATED A MINIMUM OF 2'-0"

FROM ANY COLUMN CENTERLINE. DO NOT ALIGN WALL C.J.

WITH C.J. IN SUPPORTING MEMBER OF ROOTING.

WATERSTOP

2X4 CONT. KEY

S E

E P

L A

N

S C

H E

D

F O

R W

A L L T

H

IC

K N

E S

S

DIAMETERS

30 BAR

6"

SECTION VIEW (EXTERIOR WALL)

PLAN VIEW (EXTERIOR WALL)

CONT. METAL RUNNER

TRACK, GAUGE TO

MATCH STUDS

TYPICAL WALL CEE STUD

(8) #10 SCREWS

ANCHOR BOLTS, SEE

SECTION ABOVE FOR

SIZE AND SPACING

6" LONG X (WIDTH

OF WALL STUDS) 14

GAUGE CEE STUD

SCREWS - SEE PLAN

DETAIL BELOW FOR

SIZE & QUANTITY

6" LONG X (WIDTH

OF WALL STUDS) 14

GAUGE CEE STUD

CONT. METAL RUNNER

TRACK, GAUGE TO

MATCH STUDS

1/2" DIA. TITEN-HD ANCHORS

W/ WASHERS AT 48" O.C.

MAX., (6" EMBED.) U.N.O.

NOTE:

BOTTOM TRACK OF INTERIOR METAL STUD

PARTITION WALLS SHALL BE ANCHORED TO

FLOOR WITH POWDER-ACTUATED FASTENERS

SPACED @ 12" O.C. STAGGERED EACH SIDE OF

TRACK.

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th i n c h o n e f o o t

B

A

C

D

E

F th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT NO.: Department of Veterans Affairs

CONSTRUCT CLC

COTTAGES - COTTAGE 1

636-123

3600 30TH ST. DES MOINES, IA

4/13/2018

TYPICAL FOUNDATION DETAILS

KMW MJN

SB501

47 97

06054.032

SCALE: NOT TO SCALE

TYPICAL REINF. DETAIL AT CORNER/WALL INTERSECTION

SCALE: NOT TO SCALE

SLAB CONTROL/CONSTRUCTION JOINT DETAIL

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

TYPICAL STRUCTURAL CONCRETE STOOP DETAILS

SCALE: NOT TO SCALE

TYPICAL ANCHOR ROD DETAIL

SCALE: NOT TO SCALE

STANDARD REINFORCING BAR DETAILS

SCALE: NOT TO SCALE

TYPICAL COLUMN BASE PLATE DETAIL

SCALE: NOT TO SCALE

TYP. COL. CLOSURE POUR AT CONC. SLAB ON GRADE

SCALE: NOT TO SCALE

TYPICAL UTILITIES ADJACENT TO FOOTINGS

SCALE: NOT TO SCALE

TYPICAL CIP CONC. WALL CONSTRUCTION JOINT

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

TYPICAL METAL STUD TRACK ANCHOR DETAIL

X

X

X

FIN. FLOOR

EL. = SEE PLAN

(SB101)

CLR.

3"

C L R

TUBE STEEL COLUMN -

SEE PLAN (SB101)

CONC. SLAB ON

GRADE - SEE PLAN

(SB101)

CENTERLINE OF COLUMN =

CENTERLINE OF FOOTING

CONCRETE FOOTING - SEE

PLAN (SB101) & SCHED.

FOR SIZE & REINF.

STEEL BASE PLATE & ANCHOR

BOLTS OVER NON-SHRINK GROUT

- SEE TYP. DETAIL ON SHEET SB501

CONC. CLOSURE POUR PER

TYP. DETAIL ON SHEET SB501

1/2" EXPANSION JOINT

C L R

CLR.

3"

CENTERLINE OF COLUMN =

CENTERLINE OF FOOTING

F O

R F

O O

T

IN

G D

E P

T H

S E

E P

L A

N

S B

S C

H E

D

FIN. GRADE

EL. = SEE CIVIL

(CG101)

CONC. FOOTING - SEE

PLAN (SB101) & SCHED.

FOR SIZE & REINF.

STEEL BASE PLATE W/

ANCHOR BOLTS OVER

NON-SHRINK GROUT PER

TYP. DETAIL ON SB501

TUBE STEEL

COLUMN - SEE PLAN

14"X14" CONC. PIER W/ (4) #6

VERT. BARS & #3 TIES @ 12"

OC. (3) @ TOP, TYP.

1/2" EXPANSION JOINT IF

ADJACENT TO PAVING

M

IN

IM

U

M

FINISHED GRADE OR

PAVING AS OCCURS -

SEE CIVIL (CP101)

S E

E N

O T

E

NOTE:

PIER SHALL EXTEND 4"

ABOVE FINISHED GRADE

OR 2" ABOVE PAVING

FIN. FLOOR

EL. = SEE PLAN

(SB101)

CONC. CLAB ON

GRADE - SEE

PLAN (SB101)

CHANNE…