STAIR TOWER NOTES:
1. STAIR TOWER IS DESIGNED FOR ACCESS AND EGRESS FOR THE PUBLIC.
2. PLATFORM LIVE LOAD SHALL NOT EXCEED THE LESSER OF THE TOTAL LIVE LOAD OR LIVE LOAD RATING.
A. STAIR TOWER LIVE LOAD RATING = 100 PSF (EGRESS)
B. ROOF LOADING = 25 PSF (SNOW + RAIN)
C. WIND LOADING = 25.8 PSF
3. STAIR TOWER IS NOT DESIGNED FOR ANY WORKING LEVEL(S).
4. MAXIMUM CALCULATED SCAFFOLD LEG LOAD = 7,100 LBS.
5. ALL END FRAMES SHALL BE TIED TO THE STRUCTURE OR PERPENDICULAR SCAFFOLD SHALL BE RUN,
REGARDLESS OF HORIZONTAL TIE SPACING AT THAT POINT.
6. ALL TOP FRAMES SHALL BE TIED TO THE STRUCTURE, REGARDLESS OF VERTICAL TIE SPACING AT THAT
POINT.
GENERAL SCAFFOLD NOTES:
1. SCAFFOLD DESIGN BASED ON UNIVERSAL MANUFACTURING SYSTEMS SCAFFOLD, U.N.O.
2. SCAFFOLD HEIGHT SHALL NOT EXCEED THE HEIGHTS SPECIFIED IN THIS DRAWING SET U.N.O.
3. MAXIMUM SCREW EXTENSION = 12" EACH SCREW
4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO USE ADEQUATE TIMBER SILLS TO ENSURE SCAFFOLD
STABILITY AND PROPER LOAD DISTRIBUTION.
5. ALL PLANK SHALL BE SECURED TO SCAFFOLDING BY THE CONTRACTOR. SCAFFOLD PLATFORMS SHALL
BE CONSTRUCTED WITH ONE OR MORE OF THE FOLLOWING (DEAD LOAD ~ 5 PSF):
A. 2x10 MICROLAM OR SOLID SAWN SCAFFOLD GRADE PLANK AND 3/4" THICK PLYWOOD FILLERS
(NOT TO BE USED ON STAIR TOWERS, U.N.O.)
B. STEEL OR ALUMINUM HOOK PLANK
6. FRAME STACKUP AND PLATFORM ELEVATIONS MAY VARY SLIGHTLY FROM DRAWING BUT FRAMES
MUST BE BRACED EVERY TIER IN ONE DIRECTION MINIMUM, U.N.O.
7. HORIZONTAL BRACING SHALL NOT EXCEED 6'-6" VERTICAL SPACING U.N.O.
8. DIAGONAL BRACING SHALL BE INSTALLED AT EVERY TIER IN EVERY 3RD BAY IN (2) ADJACENT
DIRECTIONS, MIN.
9. VERTICAL DIAGONAL BRACING SHALL MATCH HORIZONTAL BAR SPACING. CONTRACTOR TO ENSURE
VERTICAL DIAGONAL BRACES DO NOT CONNECT TO THE SCAFFOLD LEGS WHERE THERE ARE NO
HORIZONTAL BRACES PRESENT TO DISTRIBUTE THE LOADS.
10. SNOW, DUST, DIRT OR ANY OTHER FALLING OR WIND-BLOWN MATERIAL SHALL BE REMOVED FROM
SCAFFOLD AS IT ACCUMULATES.
11. IF SCAFFOLD BEARS ON ANY STRUCTURE, THE OWNER OR ENGINEER OF RECORD SHALL VERIFY THAT
THE EXISTING STRUCTURE IS CAPABLE OF SUPPORTING LOADS IMPOSED BY THE SCAFFOLD DEAD AND
LIVE LOADS.
12. SCAFFOLDING SHALL BE INSTALLED IN ACCORDANCE WITH ALL APPLICABLE MANUFACTURERS
DIRECTIONS & RECOMMENDATIONS.
1. DESIGN WORK ON THIS PROJECT HAS BEEN COMPLETED IN ACCORDANCE
WITH THE FOLLOWING CODES:
OSSC 2014
ASCE 7-10
2. VERTICAL LIVE LOADS
STAIR TOWER LIVE LOAD: 100 PSF
OVERHEAR PROTECTION LIVE LOAD 150 PSF
3. WIND PARAMETERS
RISK CATEGORY: II, I = 1.0
EXPOSURE CATEGORY: C
BASIC WIND SPEED: 120 MPH (ASCE 7-10)
4. SEISMIC PARAMETERS
SDS: 0.712
SITE CLASS: D
OCCUPANCY CATEGORY: II
SEISMIC DESIGN CATEGORY: D
Cs: 0.285
SYSTEM: STEEL SYSTEM NOT SPECIFICALLY DETAILED
FOR SEISMIC RESISTANCE (R = 3)
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
5. SOIL BEARING 1,500 PSF IN LIEU OF SOILS REPORT
DESIGN CRITERIA:
SEAL:
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CL
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PROJECT #:
DRAWN BY:
CHECKED BY:
DATE:
SHEET:
SCALE:
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Crimson Engineering
Associates, Inc.
Denver, Colorado
P: 720.502.4667 | F: 303.974.1734
www.CrimsonEngineering.com
0 1"
U.N.O.......UNLESS NOTED OTHERWISE
MIN.................................................MINIMUM
MAX...............................................MAXIMUM
TYP....................................................TYPICAL
SIM.....................................................SIMILAR
DBL....................................................DOUBLE
(E)....................................................EXISTING
(N).............................................................NEW
O.C...............................................ON CENTER
C/C...........................CENTER-TO-CENTER
T.O., T/................................................TOP OF
BOT...................................................BOTTOM
B.O., B/......................................BOTTOM OF
SOG....................................SLAB ON GRADE
T&B.....................................TOP & BOTTOM
ALUM..........................................ALUMINUM
M.E. ...................................MINIMUM EDGE
T.R. ....................................THREADED ROD
CIP ......................................CAST-IN-PLACE
PL ..........................................................PLATE
L ..............................STRUCTURAL ANGLE
ABV.......................................................ABOVE
BTWN...........................................BETWEEN
CLR............................CLEAR/CLEARANCE
∅.....................................................DIAMETER
±.........................................PLUS-OR-MINUS
EQ............................EQUAL/EQUIVALENT
FND........................................FOUNDATION
LBS.....................................................POUNDS
PSI..............POUNDS PER SQUARE INCH
PSF............POUNDS PER SQUARE FOOT
PLF.............POUNDS PER LINEAR FOOT
N.T.S.....................................NOT TO SCALE
REQ'D...........................................REQUIRED
THK.............................THICK/THICKNESS
V.I.F..................................VERIFY IN FIELD
EOR....................ENGINEER-OF-RECORD
LOCATION MAP
CEA PROJECT #:
PROJECT NAME:
PROJECT ADDRESS:
LEGEND
TABLE OF CONTENTS
PROJECT INFORMATION
CEA CLIENT:
CLIENT ADDRESS:
GENERAL CONTRACTOR:
1. "CEA" SHALL REFER TO CRIMSON ENGINEERING ASSOCIATES, INC.
2. "CONTRACTOR" SHALL REFER TO
3. "OTHERS" SHALL REFER TO THE GENERAL CONTRACTOR OR
RESPONSIBLE PARTY FOR THE PROJECT.
4. ANY OVERALL PROJECT DETAILS NOT SPECIFIED IN THIS DRAWING
SET ARE NOT THE RESPONSIBILITY OF CEA.
5. A SET OF THE LATEST PLANS SHALL BE ON SITE DURING
CONSTRUCTION.
6. DIMENSIONED OR CALLED-OUT MEASUREMENTS SHALL BE USED IN
LIEU OF SCALED MEASUREMENTS.
7. THE DESIGN HEREIN IS VALID ONLY FOR THE PROJECT, LOCATION
AND PHASE LISTED AND SHALL NOT BE RE-CREATED FOR ANY
OTHER SITUATIONS.
8. CONTRACTOR IS TO CONFIRM ALL SIZES, DIMENSIONS &
ELEVATIONS PRIOR TO ORDERING OR ERECTING EQUIPMENT.
GENERAL NOTES:9. ALL ACCESS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE
WITH ALL APPLICABLE SITE, LOCAL, STATE & FEDERAL CODES AND
OSHA REGULATIONS.
10. ALL OPEN SIDES AND ENDS OF WORK LEVELS SHALL BE PROTECTED
WITH GUARDRAILS AND TOEBOARDS OR WORKERS SHALL BE 100%
TIED OFF TO A STRUCTURAL MEMBER CAPABLE OF HAVING A FALL
LOAD SAFELY EXERTED UPON IT.
11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE NO SCAFFOLD
OR SHORING LOADS BEAR IN AREAS WITH UNDERGROUND
UTILITIES.
12. IF ANY DISCREPANCIES THAT IMPACT CONSTRUCTION ARE
OBSERVED BETWEEN THIS DRAWING SET AND FIELD CONDITIONS,
CONTRACTOR SHALL STOP WORK AND CONTACT CEA WITH THE
DISCREPANCY.
13. THE DESIGN IN THIS DRAWING SET IS BASED UPON DRAWING SET
BY:
DATED:
SEE DRAWING SET FOR ADDITIONAL INFORMATION.
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195102
KAD
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12/22/2019
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195102
PEDESTRIAN STAIR TOWER
PORTLAND INTERNATIONAL
AIRPORT
SDB CONTRACTING SERVICES
8125 NE CHERRY DR.
HILLSBORO, OR 97124
N/A
SDB CONTRACTING SERVICES.
UNIVERSAL MANUFACTURING
6/24/19
SHEET# DESCRIPTION
0.0 TITLE SHEET & GENERAL NOTES
0.1 STANDARD DETAILS
1.0 PLAN VIEWS
2.0 SECTIONS
3.0 HANDRAIL END CONNECTORSSITE
A8
/13
/20
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12/23/2019
1. NOT ALL MATERIALS LISTED BELOW MAY BE ADEQUATE FOR PROJECT SCOPE. SEE PLAN
FOR REQUIRED MATERIALS.
2. CONCRETE DENSITY IS ASSUMED TO BE 150 PCF FOR PURPOSES OF DEAD LOAD
CALCULATIONS AND CAST-IN-PLACE SHORING LOADING, U.N.O.
3. CONCRETE SHALL BE AIR-ENTRAINED TO 5% +/- 1%.
4. REINFORCEMENT SHALL BE PER ASTM A615 GRADE 40 ksi, U.N.O.
5. ALL SLABS ON GRADE (S.O.G.) HAVE BEEN DESIGNED ASSUMING AN f'c OF 2500 psi,
HOWEVER THEY SHALL BE CONSTRUCTED WITH 3500 psi CONCRETE.
6. REINFORCEMENT COVER IN CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS:
• 3" - CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.
• 1-1/2" - CONCRETE EXPOSED TO EARTH OR WEATHER WITH #5 BARS OR
SMALLER.
• 1-1/2" - CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND,
#11 BARS AND SMALLER.
• 1-1/2" - CLEAR TO TOP FOR REINFORCEMENT IN SLABS ON GRADE.
7. TIMBER SILLS FOR SCAFFOLD LEGS SHALL BE: 2x10x 12" LONG, U.N.O.
8. TIMBER SILLS FOR SHORING TOWERS SHALL BE:
• SLAB ON GRADE = 2x10x 12" LONG
• GRADE (SOIL OR ASPHALT) = 2x10x 2'X2' SQUARE
9. STEEL BEAMS SHALL BE A-36, Fy-36 KSI, MINIMUM.
10. ALUMINUM BEAMS SHALL BE 6061-T6, Fy=35 KSI, MINIMUM, AND INDICATED AS:
• 'X'-AS: 7.5" DEEP x 4" WIDE ALUMINUM STRINGER AT 'X' FEET IN LENGTH. (MIN
I/x= 34.5)
• 'X'-AJ: 6.5" DEEP ALUMINUM JOIST AT 'X' FEET IN LENGTH. (MIN I/x= 16.6)
11. TIMBER BEAMS/JOISTS SHALL BE DOUGLAS FIR #2, (OR BETTER), WITH THE FOLLOWING
PROPERTIES, MINIMUM. ADJUSTMENT FACTORS MAY BE APPLIED TO THESE
PROPERTIES.
• ALLOWABLE SHEAR STRESS: Fv= 180 PSI
• ALLOWABLE BENDING STRESS: Fb= 850 PSI
• MODULUS OF ELASTICITY: E= 1,600,000 PSI
12. PLYWOOD DESIGN IS BASED ON AMERICAN PLYWOOD ASSOCIATION
RECOMMENDATIONS. THE FACE OF THE PLYWOOD GRAIN SHALL RUN AT RIGHT
ANGLES (90°) TO ITS SUPPORTS, WITH 2 OR MORE SUPPORTS PER SHEET.
13. 2x10 SCAFFOLD PLANK SHALL BE LVL TYPE AND HAVE THE FOLLOWING PROPERTIES,
MINIMUM.
• ALLOWABLE SHEAR STRESS: Fv = 145 PSI
• ALLOWABLE BENDING STRESS: Fb = 2,900 PSI
• MODULUS OF ELASTICITY: E = 2,200,000 PSI
14. THREADED RODS SHALL BE HIGH-TENSILE, UNIFIED NATIONAL COARSE (UNC), GRADE
ASTM A193 B-7, OR EQUIVALENT.
15. STAINLESS STEEL HARDWARE SHALL BE TYPE 304, U.N.O.
16. WELDING SHALL BE PERFORMED BY A QUALIFIED PERSON USING E70XX ELECTRODES,
MIN, AND INSPECTED BY A CERTIFIED WELDING INSPECTOR (CWI), U.N.O.
17. THE "TURN-OF-THE-NUT" METHOD MAY BE USED IN LIEU OF A TORQUE WRENCH
WHEN BOTH CONNECTING FACES ARE PERPENDICULAR TO THE BOLT AXIS. NUT SHALL
BE INSTALLED TO A "HAND-TIGHT" CONDITION AND THEN TIGHTENED WITH A
WRENCH, IN RELATION TO THE BOLT, BY THE ROTATION DISTANCES LISTED.
MATERIALS NOTES:
ROTATION
DISTANCE
1/3TURN
1/2TURN
2/3TURN
BOLT LENGTH
3/8"BOLT ∅ 1/2
" 5/8" 3/4
"
0"-11/2" 0" - 2" 0" - 21/2
" 0" - 3"
1 1/2" - 3" 2"- 4" 2 1/2" - 5" 3" - 6"
3"- 4 1/2" 4" - 6" 5" - 71/2
" 6" - 9"
SEAL:
DE
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CL
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PROJECT #:
DRAWN BY:
CHECKED BY:
DATE:
SHEET:
SCALE:
©2
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Crimson Engineering
Associates, Inc.
Denver, Colorado
P: 720.502.4667 | F: 303.974.1734
www.CrimsonEngineering.com
0 1"
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195102
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12/22/2019
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SCALE: 1" = 1'-0"
STAIR AND GUARDRAIL DETAILS2
C
SCALE: 1" = 1'-0"
BAR TO LEG CONNECTION1
C
12/23/2019
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
A2.0
_______B2.0
_______
4'x5' LEVEL PLATFORM,
DIAMOND PLATE OVER
STACKED STEEL SCAFFOLD
PLANK, 6" MAX. HEIGHT
0.1
2TYP.
C
4'
5' STAIR TREAD ASSEMBLY
(USSL50-IBC, USSR50-IBC, UST40T-IBC,
UST40-IBC, 05141, 05142), TYP.
USSL50HR-IBC
USSR50HR-IBC
UD
50
UH50
UH50
UH50
UH50
UD
50U
D50
UD
50
UH50
UH50
UH50
UH50
UD
50
UD
50
UH50GR-
IBC, TYP. 5'
GUARDRAIL
PANEL
(2) US99,
(1) US33
LEG, TYP. UD
50
UH50
USJ20,
TYP.0.1
1
TYP.
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
C2.0
_______
SYSTEMS SCAFFOLD, BY
UNIVERSAL MANUFACTURING,
OR EQUIVALENT, TYP.
SCAFFOLD PLANK TO
BEAR ON TRUSSES, TYP.
F2.0
_______
INSTALL OFF-SET BAR
AS NEEDED FOR HEAD
CLEARANCE, TYP.
1.0
5
1.0
4
TYP. AT ALL LEGS
TYP.
C
HANDRAIL EXTENSIONS AT
TOP & BOTTOM OF RAILS TO
COMPLY WITH 1012.6,
DETAILS PER SHEET 3.0
3' - 8"
CLEAR DIST. BETWEEN
HANDRAILS
D2.0
_______E2.0
_______
UD80
UH80UH50 UH50
USSL80HR-IBC
USSR80HR-IBC
UH50GR-IBC
8' STAIR TREAD ASSEMBLY
(USSL80-IBC, USSR80-IBC,
UST40T-IBC, UST40-IBC,
08141, 08142), TYP.
(2) US99,
(1) US33
LEG, TYP.
USJ20, TYP.
UH50GR-IBC
UD80
UD80
UH80
UH80
UH80
UH50
UH50UHT50
UHT50
UHT50
UHT50HB-IBC
0.1
1TYP.
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
C2.0
_______F2.0
_______
HO
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WO
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EC
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6'-
6"
MA
X.
BE
TW
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15
' - 0
" ±
5"
±
D2.0
_______E2.0
_______
CENTER LEG-LINE BARCE
RAISED ONE RING.
UHT50
UHT50
UHT50
UHT50
UD
50
UD80
UD80
UD80
UD5033
UD5033
UH80
UH50
UH50
UH80
UH80
UH80
UH50
UH50 UH50
UH50
(2) US99,
(1) US33
LEG, TYP.
USJ20,
TYP.
ADDED LABELS
FOR SCAFFOLD
COMPONENTS TO
SECTION VIEWS
C
USSL80HR-IBC
USSR80HR-IBC
UH50GR-IBC
UH50GR-IBC
UH50GR-IBC
UH50GR-IBC
USSL50HR-IBC
USSR50HR-IBC
8' STAIR TREAD ASSEMBLY
(USSL80-IBC, USSR80-IBC,
UST40T-IBC, UST40-IBC,
08141, 08142), TYP.
5' STAIR TREAD ASSEMBLY
(USSL50-IBC, USSR50-IBC,
UST40T-IBC, UST40-IBC,
05141, 05142), TYP.
0.1
1
TYP.
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
A2.0
_______B2.0
_______
DIAMOND PLATE ON
STEEL PLANK TO
LEVEL STAIRS
C
4'
UD
50
UH50
UH50
UH50
UH50
UD
50U
D50
UD
50
UH50
UH50
UH50
UH50
UD
50U
D50
3' STAIR TREAD ASSEMBLY
(USSL30-IBC, USSR30-IBC, UST40T-IBC,
UST40-IBC, 03141, 03142), TYP.
USSL30HR-IBC
USSR30HR-IBC
UH50GR-
IBC, TYP. 5'
GUARDRAIL
PANEL
(2) US99,
(1) US33
LEG, TYP.
USJ20,
TYP.
0.1
1
TYP.
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
A2.0
_______B2.0
_______
DIAMOND PLATE ON
STEEL PLANK TO
LEVEL STAIRS
C
4'
UH50
3' STAIR TREAD ASSEMBLY
(USSL30-IBC, USSR30-IBC, UST40T-IBC,
UST40-IBC, 03141, 03142), TYP.
USSL30HR-IBC
USSR30HR-IBC
UD
50
UH50
UH50HB-IBC
UH50
UH50
UH50
UD
50
UD
50U
D50
UH50
UH50
UH50
(2) US99,
(1) US33
LEG, TYP.
USJ20,
TYP.
0.1
1TYP.
BASE LVL
0' - 0"
LVL 1
11' - 2"
LVL 2
23' - 0"
A2.0
_______B2.0
_______
4'x5' LEVEL PLATFORM, DIAMOND
PLATE OVER STACKED STEEL
SCAFFOLD PLANK, 6" MAX. HEIGHT
0.1
2TYP.
C
4'
UH50GR-IBC
USSL50HR-IBC
USSR50HR-IBC
UH50GR-IBC
UD5033
UD5033
UH50
UH50
UH50
UH50
UD5033
UD5033
UH50
UH50
UH50
UH50
8' STAIR TREAD ASSEMBLY
(USSL80-IBC, USSR80-IBC, UST40T-IBC,
UST40-IBC, 08141, 08142), TYP.
5' STAIR TREAD ASSEMBLY
(USSL50-IBC, USSR50-IBC, UST40T-IBC,
UST40-IBC, 05141, 05142), TYP.
(2) US99,
(1) US33
LEG, TYP.
USJ20,
TYP.
0.1
1
TYP.
SEAL:
DE
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RE
VIS
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S:
CL
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PR
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SH
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PROJECT #:
DRAWN BY:
CHECKED BY:
DATE:
SHEET:
SCALE:
©2
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Crimson Engineering
Associates, Inc.
Denver, Colorado
P: 720.502.4667 | F: 303.974.1734
www.CrimsonEngineering.com
0 1"
PE
DE
ST
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N S
TA
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PO
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NA
TIO
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AIR
PO
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195102
KAD
SB
12/22/2019
2.0
SD
B C
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81
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97
12
4
SCALE: 1/4" = 1'-0"
SECTION VIEWC
SCALE: 1/4" = 1'-0"
SECTION VIEWA
A8
/13
/20
19
FO
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EV
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B8
/15
/20
19
ISS
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SCALE: 1/4" = 1'-0"
SECTION VIEWB
SCALE: 1/4" = 1'-0"
SECTION VIEWF
SCALE: 1/4" = 1'-0"
SECTION VIEWE
SCALE: 1/4" = 1'-0"
SECTION VIEWD
UH50
UD
50
12/23/2019
