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NOTES FOR OPEN WEB JOISTS AND JOIST GIRDERS:
(y)
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN,
CONSTRUCTION AND INSTALLATION OF THE
Ln
OPEN WEB STEEL JOISTS AND JOIST GIRDERS SHOWN ON THE
DRAWINGS. CONTRACTOR
TO SUBMIT SHOP
m
DRAWINGS INCLUDING SIZE AND TYPE OF JOISTS AND ALL WELDED CONNECTIONS. SEE
SPECIFICATION
N
SECTION 05210 FOR ADDITIONAL REQUIREMENTS.
N
2 THE MINIMUM LOADS FOR THE OPEN WEB JOISTS & GIRDERS
SHALL BE:
DEAD LOAD: 15 PSF
LIVE LOAD: 50 PSF (NO
REDUCTION FOR JOISTS)
RECORD DRAWING
THESE RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION
PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR
COMPLETENESS OF THESE RECORD DRAWINGS. USERS OF THESE RECORD
DRAWINGS ASSUME ALL RISK OF LOSS RESULTING FROM THEIR USE.
SNOW LOAD: 26 PSF (ROOF) V v
WIND LOAD: SHEARTRANZ II
AT WIND VELOCITY OF 80 MPH
NET UPLIFT @ ROOF JOIST 16.2 PSF STRUCTURAL STL ROOF DECK
NET UPLIFT @ ROOF OVERHANG 30.2 PSF SEE NOTES (TYP) CMU WALL
,
i REINF NOT SHOWN
, SEISMIC LOAD: a i
ZONE 4 SEE S1 JOIST
9-i 1 /2"0 ANCHOR W/ TYP
3. PANEL POINT LOADS TO BE COORDINATED WITH MECHANICAL EQUIPMENT LAYOUT (SEE MECHANICAL 4.5" EMBEDMENT
DRAWINGS). ANTICIPATED MINIMUM LOADS ARE AS FOLLOWS:
r#(TYP OF 2 PER
EF-301 150 LB
EF-302 100 LB i l ANGLE) p
g � I
EF-303 200 LB
EF-401, EF-402 350 LB OPEN WEB
4. TOP CHORD DEFLECTION SHALL BE AS FOLLOWS: STEEL JOIST
�� UPPER ROOF �
DEAD LOAD: L/240 EDGE (TYP)
LIVE LOAD: L/360 L3x3xl /4
BETWEEN EACH 2.5VS2
8 5. THE OPEN WEB STEEL JOISTS SHALL BE THE K-SERIES AS SHOWN ON ROOF FRAMING PLAN. ALL ROOF (NOMINAL LENGTH = 4'-0")
JOIST SHALL BE WELDED TO THE WALL ANCHORED BASE PLATE AS SHOWN ON THE DRAWINGS AND AS CMU WALL
REQUIRED BY THE MANUFACTURER'S DESIGN FOR TRANSFER OF SHEAR AND REACTIONS FROM DECK TO NOTE: THIS DETAIL IS TO BE USED TO BELOW (TYP)
WALL. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. SUPPORT THE STRUCTURAL METAL ROOF
DECK FOR THE WALL ALONG GRIDLINE F R10 TOP CHORD
6. PROVIDE A MINIMUM OF 3 ROWS OF BRIDGING PER SPAN LENGTH ALONG THE HIGH ROOF AND 2 ROWS (BETWEEN GRIDLINES 1 & 6). EXTENSION
OF BRIDGING PER SPAN LENGTH ALONG THE LOW ROOF. PROVIDE UPLIFT BRIDGING AS REQUIRED. (TYP OF UPPER ROOF)
ANCHORAGE OF BRIDGING SHALL BE PER THE RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL W=2953DA
JOISTS AND JOIST GIRDERS. DETAIL K�c�
7. PROVIDE EXTENTIONS TO TOP CHORD OF JOIST AT ROOF EAVES. USE R10 TYPE TOP CHORD EXTENSION
AT HIGH ROOF AND R1 TYPE TOP CHORD EXTENSION AT LOW ROOF. PROVIDE BOTTOM CHORD EXTENSIONS
7 TO WALLS FOR CEILING ATTACHMENT.
8. PROVIDE BOTTOM CHORD BRACES FOR THE OPEN WEB JOIST GIRDERS. THE JOIST GIRDER FOR THE HIGH G VENTILATORS, SEE
ROOF IS TO RECEIVE BRACES AT THE THIRD POINTS. THE JOIST GIRDER FOR THE LOW ROOF IS TO 6 11 SHEETS A3 & A4 FOR
RECEIVE BRACES AT THE CENTERLINE. LOCATION
9. COORDINATE THE JOIST SPACING AND. LAYOUT WITH THE ROOF HATCHES AND SKYLIGHTS. CONTINUITY TIES-2.5VS6(TYP OF OPENINGS)
10. THE OPEN WEB STEEL JOISTS SHALL BE THE "K" SERIES AS MANUFACTURED BY VULCRAFT, EQUIVALENT 2'-0>
PRODUCT BY VALLEY JOIST, OR APPROVED EQUAL. B
11. IN ADDITION TO THE MINIMUM LOADS NOTED ABOVE, JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO TS 4x4xl/4 COL 4'-0"x6'-0" ROOF HATCH ADDITIONAL TS BEAM R10 TOP CHORD ADDITIONAL
6 RESIST THE FOLLOWING TYPICAL IN PLANE TENSION/COMPRESSION FORCES UNLESS NOTED OTHERWISE ON BELOW (TYP OF CENTER OVER PUMPS JOIST BELOW EXTENSION JOIST
THE ROOF FRAMING PLAN: 5) (TYP OF 3)
F OUTRIGGER 2.5VS6 C. 9
) /
4'-0" @ 4'-0" CC (TYP
(TYP)
(TYP) i OF HIGH ROOF)
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8,200 LBS
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8,200 LBS
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JOIST AXIAL LOAD = __ __ =s== — s== __ =s=— -- _�_— -- —s= — /
RFI 45-14 o --r-- — --�— — OV o 14K1 1,750 LBS CORNER REINF
24K4 2,300 LBS i MATCH OUTRIGGER N
(TYP) REF RFI 95 °' /
NOTES FOR STRUCTURAL STEEL ROOF DECK: j STEEL DECK @ OF � N
/i / ///// //// /// /// / / // // // // SEE RFI 97 � i
GG-
1. SEE SPECIFICATION SECTION 05310 FOR ADDITIONAL STRUCTURAL STEEL ROOF DECK MATERIAL AND / Ln j c„ (11 /10/04) /
INSTALLATION REQUIREMENTS. STRUCTURAL QUALITY STEEL SHEETS WITH SHEAR STRENGTHENING OUTRIGGER / m / m
/ J STRUCT MTL DECK HSB-36. / -j
ELEMENTS SHALL BE ASTM A653, GRADE A, HOT -DIP GALVANIZED TO ASTM A525, G90. 2.5VS2 @ 4'-0" / o W / o
/ n- SEE NOTES FOR STRUCTURAL /
CC (TYP OF LOW % 6' o STEEL ROOF DECK (TYP) % H N
5 2. FORM DECK UNITS TO SPAN 3 OR MORE SUPPORTS WITH 2-INCH END LAPS. ROOF)/
3. STEEL ROOF DECK PROPERTIES:CD
j SPAN
a) GAGE 20
/ H i i ' O C /
b) WIDE RIB DECK DEPTH 1-1/2 INCHES /
c) MOMENT OF INERTIA, 1 0.216 IN3 SIM C / 6 10
d) SECTION MODULUS, +S 0.235 IN G
e) SECTION MODULUS, -S 0.248 IN3 6 10 / C / V /
00
f) GALVANIZING ZINC COATED PER ASTM A525 G90
9) FACTORY PRIME PAINT GRAY ACRYLIC 4 6 _ _ _ _ _ % *66G1 N5.7K JOIST GIRD ER* / / C j
4. PROVIDE MINIMUM 1/2- INCH -DIAMETER PUDDLE WELDS TO CONNECT STEEL DECK TO SUPPORTS AS F 12,87 LBS G
4 FOLLOWS: / L V �
a) 7-1/2"0 ARC SPOT (PUDDLE) WELDS AT ENDS OF EACH 36-INCH WIDE PANEL AND 6 11 j E 6�10 /
AT INTERMEDIATE SUPPORTS. /
j (�K
8,200 LBS 8,200 LBS
b) AT PARALLEL SUPPORTS SPACING OF 1/2"0 ARC SPOT (PUDDLE) BOUNDARY WELDS % / L /
SHALL BE AT 9-INCHES MAXIMUM. o j 6
/
/
c) SIDE LAP FASTENING OF 1 1/2-INCH LONG SEAM ATTACHMENT WELDS AT TOP AT ' m w m /
12-INCHES CENTER TO CENTER MAXIMUM. / J o � j B j
O o /
d) DECK ENDS BEARING 2-INCHES ON SUPPORTING MEMBERS OR INTERIOR END LAPS. / j �'
3 (D�R
- E '
e) COMPLY WITH AWS PROCEDURES FOR WELDING SHEET STEEL IN STRUCTURES. _ // /// //// //// ///// /// /// // / //// ///�/ //// //// ///// //// //// CD
5. THE DECK SHALL BE TYPE HSB-36 ROOF DECK UNITS WITH SHEARTRANZ 11 MANUFACTURED BY VERCO 45-14-�
I
MANUFACTURING CO., EQUIVALENT PRODUCT BY VULCRAFT, OR APPROVED EQUAL 1 JOIST R1 TOP CHORD
6. DO NOT USE DECK UNITS FOR STORAGE OR WORKING PLATFORMS. CONSTRUCTION LOADS MUST NOT RFI #122 L LOWER ROOF B 4'-p" E (TYP) EXTENSION B I 4'-0"x4'-0"
EXCEED CARRYING CAPACITY OF DECK. 12 29 04 EDGE (TYP) (TYP) CMU WALL RFI 120 1 I SKYLIGHT
( / / ) 6 11 6 i1 # 6 11 6 10
ADDITIONAL BELOW (TYP) (12/17/04) 1 (TYP OF 14)
RFI #100 I I \
7. PROVIDE MINIMUM WELDS TO CONNECT SHEARTRANZ II TO STEEL DECK AND SUPPORTS AS FOLLOWS: JOIST I (11/in/04) 1
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CD
III
3-0 5-2 17 14K1 (OPEN WEB STEEL JOISTS) @ 4 -0 CC = 64 -v 32'-4" 32'-4" 4'-0"
a) AT DIAPHRAGM PERIMETER CANTILEVER DECK AND PROVIDE 1/16-INCH FILLET WELDS, 1-INCH LONG
2 AT EACH DECK FLUTE, 6-INCHES ON CENTER. PROVIDE 1/2-INCH PUDDLE WELDS AT 12-INCHES 73'-0" 10"
CENTER TO CENTER MAXIMUM TO CONNECT SHEARTRANZ II TO SUPPORTING MEMBERS. I ROOF PLAN
I I I I I I
b) PROVIDE SHEARTRANZ 11 AT PERIMETER ANGLE SUPPORTS AND INTERIOR TRUSS SUPPORTS 141'-8" SCALE: 1/8"=1'-O"
PERPENDICULAR TO THE RIBS OF THE DECK. I
0 4 8 16 24
c) PROVIDE 3/8-INCH BY 1-INCH LONG SLOT WELDS TYPICAL BETWEEN SHEARTRANZ II AND DECK AND H F D C. C A
SUPPORTS UNITS FOR EACH 24-INCH WIDE SHEARTRANZ 11 Z OR CHANNEL UNIT. ��s'-��-O�
0 1 2 3
8 SFE ARCH AND MECH DRAWINGS FOR ADDITIONAL OPENINGS IN ROOF
SURVEYED:
SCALE: 1 8"=1 '-0'
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
Kennedy/Jenks
Consultants
32001 32nd Avenue South, Suite 100
Federal Way, Washington 98001
DESIGNED: SJ DLB
ONE INCH
AT FULL SCALE
IF NOT ONE INCH
SCALE ACCORDINGLY
DRAWN: Si
CHECKED: DLB
RECORD DRAWING
12/05
APPROVED: SEM
Al
CLARIFICATION
SJ
3/04
DLB
—
RECORD DRAWING
12 / 05
NO.
REVISION
BY
DATE
APPR
A I B I C ID E F G H
ECONOMIC AND ENGINEERING
SERVICES, INC.
10900 NE 4th STREET, SUITE 1110
BELLEVUE, WASHINGTON 98005
PORTLAND, OR / BELLEVUE, WA / KENNEWICK, WA / OLYMPIA, WA
10
19
8
6
4
3
2
CITY OF RENTON
� DATE: DEC 2005 1
Planning/Building/Public Works Dept.
MAPLEWOOD PROJECT No. 3-01-358
WATER TREATMENT AND GOLF COURSE IMPROVEMENTS REVISION NO.
STRUCTURAL SHT NO.
ROOF FRAMING PLAN DWG NO. S6
J K L M N TW:1-12,1315131AIAEE
SCANNED OCT 2 7 L„410
W