Drawings.pdf

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A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

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TITLE SHEET 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

SHEET INDEX

SHEET

NUMBER REV. NO. SHEET TITLE

G000 A TITLE SHEET

G001 A GENERAL NOTES

F100 A FOUNDATION PLAN AND DETAILS

S100 A STAIR FRAMING PLAN & SECTIONS

S500 A STRUCTURAL DETAILS

S501 A STAIR DETAILS

ANAMOSA PENITENTIARY

STAIR REPLACEMENT

ANAMOSA, IA

ISOMETRIC STAIR VIEW

A ISSUED FOR REVIEW 06/23/21

STRUCTURAL DESIGN INFORMATION

1. DESIGN LIVE LOADS

STAIRS, CORRIDORS 100 PSF

CODES, STANDARDS, AND SPECIFICATIONS

1. DESIGN AND CONSTRUCTION OF THIS PROJECT SHALL CONFORM TO THE REQUIREMENTS OF THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) AND ANY APPLICABLE AMENDMENTS, AS

ADOPTED BY THE AUTHORITY HAVING JURISDICTION

2. DESIGN REQUIREMENTS FOR THE MATERIALS OF CONSTRUCTION BASED ON THE REFERENCED

STANDARDS IN CHAPTER 35 OF THE IBC

3. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) 29 CFR 1910 - STANDARDS FOR GENERAL

INDUSTRY AND CFR 1926 - SAFETY AND HEALTH REGULATIONS FOR CONSTRUCTION HAVE BEEN

REFERENCED FOR REQUIREMENTS RELATED TO WORKPLACE SAFETY

GENERAL NOTES:

STRUCTURAL STEEL

1. MATERIALS:

WIDE FLANGE (W AND WT) - ASTM A992

ANGLES (L), CHANNELS (C AND MC), BEAMS (S AND M) - ASTM A36

PLATES (PL) AND BARS - ASTM A36

HP SHAPES (HP) - ASTM A572 GR. 50

SQUARE/RECTANGULAR HSS - ASTM A500 GR. C

ROUND HOLLOW STRUCTURAL SECTIONS - ASTM A500 GR. C

STANDARD STEEL PIPE - ASTM A53 GR. B

RAISED-PATTERN FLOOR PLATE - ASTM A786 COMMERCIAL GRADE

STEEL CONNECTION BOLTS - ASTM F3125 GR. A325 (TYP.) OR GR. A490

WELD MATERIAL - AWS A5.1 E70XX

ANCHOR BOLTS - ASTM F1554 GR. 36

STAINLESS STEEL SHAPES - ASTM A276 TYPE 304 Fy = 30 KSI

HEADED WELDED STEEL STUDS - ASTM A108, TYPE B

HEAVY HEX NUTS - ASTM A563

WASHERS - ASTM F436

2. FABRICATION AND ERECTION TO BE IN ACCORDANCE WITH AISC 360 SPECIFICATIONS

3. BEAM CONNECTIONS ARE TO BE EQUAL TO OR GREATER THAN ONE HALF THE UNIFORM LOAD

CAPACITY OF THE BEAM. THE LENGTH OF CONNECTION ANGLES SHALL NOT BE LESS THAN HALF THE "T"

DISTANCE OF THE BEAM WEB. ALL MAJOR BOLTED CONNECTIONS ARE TO BE BEARING TYPE

CONNECTIONS USING DOUBLE CLIP ANGLES AND 3/4"Ø A325N BOLTS AND NUTS UNLESS NOTED

OTHERWISE.

4. FIELD CUTTING OR OTHER FIELD MODIFICATIONS TO STRUCTURAL STEEL SHALL NOT BE MADE

WITHOUT SPECIFIC PRIOR WRITTEN APPROVAL OF THE ENGINEER

GENERAL STRUCTURAL NOTES

1. ALL WORK SHALL CONFORM TO ALL APPLICABLE BUILDING CODES, ORDINANCES, AND REGULATIONS

AS ADOPTED BY LOCAL AUTHORITIES HAVING JURISDICTIONS

2. ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR:

CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR SAFETY

PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR

THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS

3. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS AT THE SITE. IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCUMENTS, CONSTRUCTION OF ANY

AFFECTED ELEMENTS SHALL NOT COMMENCE WITHOUT APPROVAL OF DESIGN ENGINEER

4. THE LOCATION OF ANY EXISTING UTILITIES SHOWN ON THE DRAWINGS ARE TAKEN FROM EXISTING RECORDS. ADDITIONAL UTILITIES MAY BE ENCOUNTERED DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH COME IN CONFLICT WITH THE PROPOSED

CONSTRUCTION

5. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE DESIGN ENGINEER FOR APPROVAL BEFORE PROCEEDING WITH ANY CHANGES, MODIFICATIONS OR SUBSTITUTIONS DIFFERING FROM

CONTRACT DOCUMENTS

6. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL

STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS PLUMB AND SECURED

7. THE CONTRACTOR SHALL VERIFY THE POSITION, ELEVATION, AND ORIENTATION OF PROCESS EQUIPMENT PRIOR TO FABRICATION. THIS INCLUDES ANCHOR BOLT SIZES AND LOCATIONS, FLOOR

PENETRATIONS, AND REQUIRED CLEARANCES TO ADJACENT WALLS, FRAMING, AND OTHER

OBSTRUCTIONS

8. WHERE NEW CONSTRUCTION INTERFACES WITH EXISTING, FIELD VERIFY EXISTING DIMENSIONS, MEMBER SIZES, AND ELEVATIONS SHOWN ON THE DRAWINGS PRIOR TO STARTING CONSTRUCTION. ALL DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN ENGINEER.

9. DO NOT SCALE DIMENSIONS FROM DRAWINGS. INTERPRETATION OF PLANS, DETAILS, DIMENSIONS, OR

OTHER ITEMS PROVIDED IN THE CONTRACT DOCUMENTS ARE TO BE COMPLETED BY THE DESIGN

ENGINEER

10. DETAILED SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL, BY THE OWNER AND DESIGN ENGINEER, PRIOR TO FABRICATION FOR ALL STRUCTURAL ITEMS INCLUDING: CONCRETE AND MASONRY REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL STACKS, STEEL JOISTS, STEEL

DECKING, METAL GRATING, GUARDRAILS AND STAIRS

11. ALL OPEN EXCAVATIONS SHALL CONFORM TO OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY

12. WHERE APPLICATION IS MADE TO THE BUILDING OFFICIAL FOR CONSTRUCTION, THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR TO PROVIDE INSPECTIONS AND TESTS PER THE REQUIREMENTS OF

CHAPTER 17 OF THE IBC UNLESS WAIVED BY THE BUILDING OFFICIAL

13. PERIODIC SITE OBSERVATION BY THE ENGINEER IS SOLELY FOR THE PURPOSE OF DETERMINING IF WORK IS PROCEEDING IN ACCORDANCE WITH STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHOULD NOT BE CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OF WORK, BUT RATHER AS PERIODIC IN AN EFFORT TO REVIEW THE PROGRESS OF THE CONTRACTOR

5. ALL STRUCTURAL STEEL PLAN DIMENSIONS ARE TO CENTER LINE OF BEAMS AND COLUMNS AND TO THE BACK OF CHANNELS AND ANGLES, U.N.O. FOR HORIZONTAL BRACING, ELEVATIONS ARE GIVEN TO

THE TOP OF THE STRUCTURAL MEMBER

6. THE CENTER OF GRAVITY OF BRACES AND SUPPORT MEMBERS ARE TO INTERSECT IN A MANNER TO AVOID ECCENTRICITY WHERE PRACTICAL; OTHERWISE FASTENERS AND SUPPORT MEMBERS ARE TO ACCOMMODATE STRESS DUE TO ECCENTRICITY, INCLUDING PRYING ACTION IN FRAMING ANGLES OR

FLANGED GUSSETS

7. CAPACITY OF CONNECTIONS FOR BRACING MEMBERS TO BE CAPABLE OF DEVELOPING THE NET

SECTION STRENGTH OF THE MEMBERS IN COMPRESSION, U.N.O.

8. ALL WELDING AND TESTING OF WELDS SHALL BE IN ACCORDANCE WITH THE LATEST AWS CODES AND

RECOMMENDATIONS AND SHALL BE COMPLETED BY AWS QUALIFIED WELDERS WITH CURRENT AWS

CERTIFICATION

9. WELDING ELECTRODES SHALL BE IN ACCORDANCE WITH AWS D1.1 AWS A5.1 OR A5.5; E70XX ARE GENERALLY REQUIRED FOR SHIELDED-METAL ARC WELDING; AWS A5.17 OR AWS A5.23, F7X-EXXX FOR SUBMERGED ARC WELDING; AWS A5.18, ER70S-X FOR GAS METAL ARC WELDING; AND AWS A5.0 E7XT.X

FOR FLUX-CORED ARC WELDING

10. FABRICATION AND ERECTION WELDING TECHNIQUES SHALL CONFORM TO AWS D1.1; WELDERS SHALL BE QUALIFIED AND CERTIFIED TO PERFORM THE WORK REQUIRED IN ACCORDANCE WITH AWS D1.1 OR

SIMILAR REQUIREMENTS

11. UNLESS NOTED OTHERWISE, ALL WELDS SHALL BE CONTINUOUS 3/16" FILLET WELDS

12. ALL BASE PLATES SUPPORTING STEEL COLUMNS SHALL BE GROUTED SOLID WITH HIGH STRENGTH (8,000 PSI MIN.), NON-SHRINK GROUT IMMEDIATELY AFTER STRUCTURAL STEEL IS IN PLACE AND PLUMB AND PRIOR TO PLACING ANY CONCRETE FOR THE ELEVATED FLOORS SUPPORTED BY THE RESPECTIVE

COLUMNS

13. DAMAGE TO ANY GALVANIZED MATERIAL SHALL BE TOUCHED UP AS REQUIRED WITH A ZINC RICH

PAINT

14. STRUCTURAL STEEL TO BE HOT DIPPED GALVANIZED FINISH

CAST-IN-PLACE CONCRETE

1. MATERIALS:

CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH

4,500 PSI (5% - 7% AIR) = CONCRETE EXPOSED TO FREEZE THAW CYCLES

4,000 PSI = ALL OTHER CONCRETE

CEMENT - ASTM C150

AGGREGATE - ASTM C33

STEEL REINFORCING BARS - ASTM A615 GR. 60

STEEL REINFORCING WELDABLE - ASTM A706 GR. 60

WELDED WIRE FABRIC - ASTM A185

GROUT - ASTM C827

ANCHOR BOLTS - ASTM F1554 GR. 36

2. CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318 AND ACI 301 AND ALL LOCAL BUILDING

CODES. REFER TO THE FOLLOWING CODE SECTIONS FOR SPECIFIC REQUIREMENTS:

MIX PROPORTIONS - ACI 211.1

HOT WEATHER CONCRETE - ACI 305R

COLD WEATHER CONCRETE - ACI 306.1

CONCRETE CURING - ACI 308

CONCRETE CONSOLIDATION - ACI 309

REBAR DETAILING AND PLACEMENT - ACI 315

ENVIRONMENTAL STRUCTURES - ACI 350

3. CLEAR COVER FROM FACE OF CONCRETE TO OUTERMOST REINFORCING, UNLESS NOTED OTHERWISE:

WALLS, PIERS - 2"

COLUMNS (EDGE TIES) - 1-1/2"

FOOTINGS - 3"

SLABS EXPOSED TO EARTH AND WEATHER - 1-1/2"

SLABS NOT EXPOSED TO EARTH AND WEATHER - 3/4"

GRADE BEAMS - (EDGE OF STIRRUPS) - 1-1/2" TOP, 3" BOT., 3" SIDES

4. WATER REDUCING ADMIXTURES MAY BE INCORPORATED IN THE MIX DESIGN WITH THE APPROVAL OF

THE ENGINEER. ADMIXTURE SHALL CONFORM TO ASTM C494 AND USED PER MANUFACTURER'S

RECOMMENDATIONS. CHLORIDE CONTAINING ADMIXTURES SHALL NOT BE USED

5. AIR-ENTRAINING AGENTS SHALL CONFORM TO ASTM C260 WITH AMOUNTS IN ACCORDANCE WITH ACI

318. ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE FROM THE TRUCK

6. ALL EXPOSED CONCRETE EDGES TO HAVE 3/4" CHAMFER, U.N.O.

7. BAR LAP SPLICES SHALL BE BASED UPON THE REQUIREMENTS OF ACI 318 OR CRSI UNLESS NOTED OTHERWISE. LAP WELD WIRE FABRIC SHEETS 8 INCHES MINIMUM. LAP SPLICES SHALL BE STAGGERED

SHEET NUMBER

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A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

Shoemaker Haalan www.shoemaker−haaland.com

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PRELIMINARY

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G001

GENERAL NOTES 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

A

3' - 8 1/2" * 4' - 0" 11' - 0" 11' - 6" 6' - 10"

8'

0" 1'

6"

4'

6"

SAW CUT DIAMOND IN EXISTING

PAVEMENT AND PATCH AFTER PIER

INSTALLATION (TYP 6 LOC)

18"Ø PIER (6 LOC)

T/ PIER ELEV. = 6"

F100

MANHOLE (E)

DOWNSPOUT (E)

*NOTE: FIELD VERIFY DIMENSION

DOOR (E)

C L

9"9"

2" 3"

TY

P

EL. 6"

T/PIER

4'

0"(6) #5 VERT BARS

#3 TIES AS SHOWN

18"Ø PIER

1 1/2" NON-SHRINK GROUT

BASE PLATE (TYP)

SEE DETAIL /7 S500

1/2"Ø ANCHOR BOLTS (TYP)

SEE DETAIL /4 F100

F100

E M

B E

D M

E N

T

P R

O

JE

C

TI

O N

4"

NUT

ASTM F1554 HOT

ROLLED BAR, SEE PIER

PLAN FOR DIAMETER

T/ CONCRETE

TACK

C L

C L

3" 3"

3" 3"

(4) 1/2"Ø ANCHOR RODS

#3 TIES AS SHOWN

(6) #5 VERT BARS

18"Ø PIER

SHEET NUMBER

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A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

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PRELIMINARY

REVISION DATE

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F100

FOUNDATION PLAN AND DETAILS 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

1/4" = 1'-0"1 STAIR FOUNDATION PLAN

1/2" = 1'-0"2 TYPICAL PIER SECTION

1 1/2" = 1'-0"4 TYPICAL ANCHOR ROD DETAIL

1" = 1'-0"3 18"Ø PIER PLAN

NOTE:

CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS

AND ELEVATIONS PRIOR TO FABRICATION.

CONTRACTOR TO VERIFY UNDERGROUND UTILITIES

LOCATIONS

N

A

4'

0" 6"

4'

0" 1'

0"

3'

0" 1'

6"

4' - 0"

2"

13T @ 11" = 11' - 11"

12T @ 11" = 11' - 0"

W 8X

W10X12

C10X15.3

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

2"2"

HSS4X

4X

1/4

(6

LO

C)

1 1/4" SERRATED GRATING

T/GRATING EL. = 15' - 7 1/4"

1 1/4" SERRATED GRATING

T/GRATING EL. = 8' - 1"

4'

0"UP

UP

T / STEEL ELEV. = VARIES

W8X10

DOOR (E)

(TYP U.N.O.)

4'

6"

S100

S100

S100

S100

GUARDRAIL (TYP) U.N.O.

SEE DETAIL /2 S501

L3 X3

X1 /4

(4 L

OC)

6"

*NOTE: FIELD CONFIRM DIMENSION

DOWNSPOUT (E)

EL

4"

TOP MOUNT GUARDRAIL THIS

SECTION ONLY. SEE /4 S501

S500

S500

S100

W10X12 (TYP U.N.O.)

GRADE

EL. 0"

A

T/PLATFORM

EL. 15' - 7 1/4"

T/LANDING

EL. 8' - 1"

L3X3X1/4

H S

S 4X

4X 1/

H S

S 4X

4X 1/

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

2"12T @ 11" = 11' - 0"

2"

W10X12

C10X15.3

C10X15.3 STRINGER

SEE DETAIL

STAIR TREAD (TYP)

R

/4

7"

11"

BASE PLATE (TYP)

SEE DETAIL

1 1/2" GROUT (TYP)

/7 S500

STAIR GUARDRAIL (TYP)

SEE DETAIL /1 S501

/1 S501

GRADE

EL. 0"

T/LANDING

EL. 8' - 1"

4' - 0"

H S

S 4X

4X 1/

H S

S 4X

4X 1/

W10X12

C10X15.3 STRINGER

1/2" BASE PLATE (TYP)

SEE DETAIL

1 1/2" GROUT (TYP)

/7 S500

STAIR GUARDRAIL (TYP)

SEE DETAIL /1 S501

L3X3X1/4

GRADE

EL. 0"

T/LANDING

EL. 8' - 1"

4' - 0" 2" 13T @ 11" = 11' - 11"

W8X10

C10X15.3 STRINGER

SEE DETAIL

STAIR TREAD (TYP)

R

/4

3/

4"

11"

STAIR GUARDRAIL (TYP)

SEE DETAIL /1 S501

/1 S501

GRADE

EL. 0"

T/PLATFORM

EL. 15' - 7 1/4"

6" 4' - 0"

BASE PLATE (TYP)

SEE DETAIL

1 1/2" GROUT (TYP)

/7 S500

W10X12

H S

S 4X

4X 1/

S500

GRADE

EL. 0"

T/LANDING

EL. 8' - 1"

1' - 6" 8' - 0"

BASE PLATE (TYP)

SEE DETAIL

1 1/2" GROUT (TYP)

/7 S500

W10X12

L3X3X1/4

H S

S 4X

4X 1/

H S

S 4X

4X 1/

GUARDRAIL (TYP)

SEE DETAIL /2 S501

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F E D E R A L

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A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

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PRELIMINARY

REVISION DATE

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S100

STAIR FRAMING PLAN & SECTIONS 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

1/4" = 1'-0"1 STAIR FRAMING PLAN

1/4" = 1'-0"2 STAIR SECTION LOOKING WESTN

1/4" = 1'-0"3 STAIR SECTION LOOKING WEST

1/4" = 1'-0"4 STAIR SECTION LOOKING WEST

1/4" = 1'-0"6 STAIR SECTION LOOKING NORTH

1/4" = 1'-0"5 STAIR SECTION LOOKING NORTH

(4) 13/16"Ø HOLES FOR

1/2"Ø ANCHOR RODS

1/2" PLATE (TYP UNO)

1/

2" 1"

4" 1"

1/

2"

HSS4X4X1/4

1 1/2" 1" 4" 1" 1 1/2"

3/16

9"

9"

1 1/2" 4 1/2" 4 1/2" 1 1/2"

1/

2"

1/ 2"

1/

2"

1/ 2"

CL

C L

6" 6"

6" 6"

(4) 1/2"Ø THREADED RODS USING

HILTI HIT-RE 500-SD EPOXY ANCHORING

SYSTEM OR SIMILAR. PROVIDE 4 1/2"

EMBEDMENT INTO SOLID BLOCK. NOTIFY

ENGINEER IF THE BLOCK IS HOLLOW

3/8" PLATE

PL. 3/8"X3"X0'-5 1/2"

W/ (2) 3/4"Ø BOLTS

3/16 3/16

W10X12

1/

2"

1/ 2"

3/8" SHEAR TAB, SEE TYP

CLIP CONNECTION DETAIL

FOR BOLT LAYOUT & QTY

W-BEAM, SEE

PLAN FOR SIZE

HSS COLUMN, SEE

PLAN FOR SIZE

1/4" CAP PLATE

T/ STEEL

EL SEE PLAN

B E

A M

S

IZ

E

1/

4" 3"

3"

1/ 4"

DOUBLE CLIP ANGLE, SEE

CONNECTION SCHEDULE

FOR ANGLE AND BOLTS

SIDE VIEW FRONT VIEW

BEAM

SIZE

CLIP ANGLE CLIP ANGLE

LENGTH

BOLT

QTY

BOLT

DIA

BOLTED BEAM CONNECTION SCHEDULE

W10 / C10 5 1/2" 2 3/4"

W8 / C8 5 1/2" 2 3/4"

C7 4 1/2" 2 3/4"

NOTE:

1. UNLESS LOADS ARE GIVEN ON DRAWINGS, USE BOLT

QUANTITIES SHOWN ON THIS TABLE FOR BEAM END

CONNECTIONS.

2. REFER TO GENERAL NOTES FOR ALL OTHER

CONNECTIONS (UNO)

1/2" GAP

1 3/4"

1 3/4"

SHORT SLOTTED HOLES

(THIS LEG ONLY)

3 1/2"

L4 X 3 1/2 X 5/16

L4 X 3 1/2 X 5/16

L4 X 3 1/2 X 5/16

L4X3X5/16 (LLH)

w/ (1) 3/4"Ø BOLT

TYP CLIP CONNECTION

HORIZONTAL ANGLE

BRACE, SEE PLAN

FOR SIZE

GUSSET PLATE, SEE ANGLE

BRACE CONN. SCHEDULE

FOR SIZE (3/8" MIN)

W-BEAM, SEE PLAN

FOR SIZE (TYP)

1/4

3 SIDES

BRACING BOLTS, SEE ANGLE

BRACE CONN. SCHEDULE FOR

SIZE & QTY. [(2) 3/4"Ø MIN.]

W10X12

L3X3X1/4

HSS4X4X1/4

1/2" BASE PL.

1/ 2"

1 1/2" 3"

1 1/2"

3/8" PL.

1 1/2"

3"

1 1/2"

3/8" PL.

HSS4X4X1/4

3/4"Ø BOLT (TYP)

3/8" SHEAR TAB, SEE TYP

CLIP CONNECTION DETAIL

FOR BOLT LAYOUT & QTY

C-CHANNEL, SEE

PLAN FOR SIZE

W-BEAM, SEE

PLAN FOR SIZE

T/ STEEL

EL SEE PLAN

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F E D E R A L

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U .S C O D E

A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

Shoemaker Haalan www.shoemaker−haaland.com

NOT FOR CONSTRUCTION

PRELIMINARY

REVISION DATE

/2

/2

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S500

STRUCTURAL DETAILS 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

1 1/2" = 1'-0"7 TYPICAL HSS BASE PLATE DETAIL

1 1/2" = 1'-0"4 CONNECTION PLATE DETAIL

1" = 1'-0"5

BEAM TO TUBE COLUMN

SHEAR PLATE CONNECTION

1" = 1'-0"1 DOUBLE CLIP ANGLE BOLTED CONNECTION

3/4" = 1'-0"3 HORIZONTAL ANGLE BRACE AT INTERSECTING BEAMS

1" = 1'-0"2 ANGLE BRACING BOLTED CONNECTION

1" = 1'-0"6 BEAM TO BEAM SHEAR TAB CONNECTION

1" T

YP

STEEL STRINGER,

SEE PLAN FOR SIZE

L 3X3X1/4 X 0' - 4" w/ (1) 3/4"Ø ANCHOR

1 1/2"Ø SCHEDULE 40 STEEL

PIPE GUARDRAILS (TYP)

1 1/2Ø SCHEDULE 40 STEEL

PIPE POST (TYP)

SUPPORT SURFACE

1 1/2"Ø SCHEDULE 40

STEEL PIPE HANDRAIL

2 1/4" CLR

HANDRAIL

3/8" X 1" BENT PL.

GUARDRAIL

SECTION A-A

A

A

BOLTED PREFABRICATED STAIR TREAD

w/ CHECKERED NOSING, SERRATED

BARS AT EXTERIOR LOCATIONS

WALKING

SURFACE

6"

SEE PLAN

SAFETY NOSING

ONE

TREAD

TREAD

SEE PLANS

R

IS

E R

, S E

E P

LA

N

S

T/RAIL

1'

9" 1'

9"

T/RAIL

8' - 0" MAX

POST

3'

0" 6"

1' - 0"

7'

0" M

IN

. H

E A

D C

LE

A

R A

N C

E

6" 3'

0"

3/8" PLATE w/ (2) 1/2"Ø BOLTS

1" NOSING PROJECTION

3/16" END PLATE3/16

3 SIDES

BAR GRATING, SEE

PLAN FOR SIZE &

SPAN DIRECTION

HANDRAIL NOTE:

HANDRAILS SHALL RETURN TO A WALL, GUARDRAIL, OR WALKING SURFACE, OR BE CONTINUOUS

TO HANDRAIL OF ADJACENT FLIGHT OF STAIRS. GUARDRAIL EXTENSIONS ARE NOT REQUIRED

UNLESS HANDRAILS ARE RETURNED TO GUARDRAIL. SEE TOP & BOTTOM STAIR STRINGER

CONNECTION DETAILS FOR HANDRAIL CONTINUITY AT ADJACENT FLIGHTS OF STAIRS.

EGRESS STAIR RISER / TREAD:

RISER = 7" MAX.

TREAD = 11" MIN.

1/4" BENT PLATE OR ANGLE

w/ (2) 13/16"Ø BOLT HOLES

CAP OPEN

END OF POST

ELEVATION VIEW SECTION VIEW

SECTION A-A

1/2 FLANGE

WIDTH + 1 3/16"

HANDRAIL POST

1/4" BENT PLATE

OR ANGLE

W-BEAM WEB

(2) 3/4"Ø BOLTS

1'

9"

GRATING, SEE PLAN

FOR SIZE, STOP 1/4"

FROM FACE OF POST

W-BEAM, SEE

PLAN FOR SIZE

8' - 0" MAX

1 1/2"Ø SCHEDULE 40

STEEL PIPE RAILS (TYP)

1 1/2"Ø SCHEDULE 40

STEEL PIPE POST (TYP)

CONTINUOUS

1/4" X 4" KICKPLATE

3'

6"

T/ STEEL

EL SEE PLAN

1/ 4"

G A

P

1/

2" 2"

GUARDRAIL RUN) + 1 3/16"

1/2 FLANGE WIDTH

(WIDEST FLANGE ALONG

A

A

3"

1/

2"

NOTE:

ALTERNATE TO BOLTING, WELD BENT

PLATE ON (3) SIDES WITHOUT LEG

1/

4" 3"

1/

4"

STEEL STRINGER, SEE PLAN FOR SIZE

TYP. BOLTED CLIP CONNECTION TO

SUPPORTING W-BEAM, SEE TYP. CLIP

CONNECTION DETAIL. IF BOLTED

CONNECTION INTERFERES w/ TREAD, WELD CLIP TO OUTSIDE FACE OF

STRINGER (3/16" FILLET WELD 3 SIDES)

GRATING, SEE PLAN FOR

SIZE & SPAN DIRECTION

W-BEAM, SEE PLAN FOR SIZE

SAFETY NOSING AT EDGE OF GRATING.

NOSING CAN EXTEND 1" MAX. BEYOND

EDGE OF W-BEAM FLANGE

BOLTED STAIR TREAD

1'

9"

8' - 0" MAX

1 1/2"Ø SCHEDULE 40 STEEL

PIPE RAILS (TYP)

1 1/2"Ø SCHEDULE 40

STEEL PIPE POST (TYP)

CONTINUOUS

1/4" X 4" KICKPLATE

ELEVATION VIEW SECTION VIEW

BASE PLATE

SECTION A-A

A

A 6"

1" 2"

2" 1"

1 1/2" 1 1/2"

3"

3/8" PLATE

(2) 9/16"Ø BOLT

HOLES

GUARDRAIL

POST

BASE PLATE w/

(2) 1/2"Ø BOLTS

GRATING, SEE PLAN

FOR SIZE, STOP 1/4"

FROM FACE OF POST

STEEL FRAMING,

SEE PLAN FOR SIZE

T/ STEEL

EL SEE PLAN

3'

6"

1/ 4"

G A

P STEEL STRINGER,

SEE PLAN FOR SIZE

VARIES

CONTINUOUS HANDRAIL

STAIRRAIL SYSTEM, SEE

TYPICAL EGRESS STAIR DETAIL

CLIP CONNECTION, SEE

TYP. STAIR DETAIL

3'

0"

W-BEAM, SEE PLAN FOR SIZE

4" TALL KICK PLATE

HANDRAIL DOWN

(BEYOND)

BAR GRATING, SEE

PLAN FOR SIZE &

SPAN DIRECTION

BOLTED

STAIR TREAD

1" MIN. FROM NOSE OF TREAD

TO FACE OF KICK PLATE

3/16" END PLATE

STEEL STRINGER

DOWN (BEYOND),

SEE PLAN FOR SIZE

SHEET NUMBER

SHEET TITLE PROJECT NUMBERPROJECT

DRAWN

CHKD

APROV.

DATE

OWNER

REVNO.

C O P Y R

IG

H T

P R O T E C T

IO

N

U N D E R

F E D E R A L

L A W

(T

IT

L E

U .S C O D E

A b o v e la w li m it s th e u s e o f th is d o c u m e n t (d ra w in g d a ta to th is s p e c if ic p ro je c t o n ly a n d d u p li c a ti o n w h o le o r in p a rt fo r u s e o n o th e r th a n th is p ro je c t is p ro h ib it e d

Shoemaker Haalan www.shoemaker−haaland.com

NOT FOR CONSTRUCTION

PRELIMINARY

REVISION DATE

/2

/2

:2

:1

A

M R

P ro je c ts

\2

\2

A n a m o s a

D O

C B ld g R

E -1

S ta ir s \C e n tr a l F ile s \2

.r v t

A

S501

STAIR DETAILS 21173

06/23/21

CBL

RAH

REK

ANAMOSA

PENITENTIARY

STAIR REPLACEMENT

3/4" = 1'-0"1 TYPICAL STAIR DETAIL

3/4" = 1'-0"2 TYPICAL GUARDRAIL DETAIL

3/4" = 1'-0"3 TOP STAIR STRINGER DETAIL

3/4" = 1'-0"4 TYPICAL BOLTED TOP MOUNT GUARDRAIL ON STEEL

3/4" = 1'-0"5 BOTTOM STAIR STRINGER DETAIL