1442B Structural Design 11272012 !
WELLER CONSULTtNG ENGINEERS,P.C.
21925 8th Place W• Bothell,WA 98021 • Ph(425)488-9868 • Fax(425)486-6715• wcengr�comcast.net
T0: City of Yelm F3uilding Department November 27,2012
Plans Examiner
RE: Plan 1442
Weller Consulting En�ineers,P.C.Job# 10-026
The previously submitted structural calculations by Weller Consulting Engineers' P.C, for plan
1442 will not be affected due to the change from the 2006 IBC to the 2009 IBC.
This plan may be used as a"basic"plan on any lot located in the city of Yelm by Freestone only
provided that the site does not exceed the following criteria.
Wind speed 85 tnph—3 sec gust
Exposure C
Seismic Category D
Snow Load 25 psf
The cover sheet provided by Weller Consulting Engineers,P.C. does not have to be an original.
Weller Consulting Engineers,P.C. assumes full responsibility for the structural design.
In addition,Weller Consulting Engineers,P.C.has reviewed the truss calculations provided by
MiTeck Industries.The stnictural design provided by Weller Consulting Engineers, P.C,will
conform to the requirements of the truss calculations.
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By' ��J ,�'� 4L'��`s
Mark F. Weller,P.E. •
President ` � � - :
./.� � 40�i0 �;
, ��.��,R�G157EA�`.at��`.., -. '
`�SfONAL E�Gi .�.��_. ;: , .
Exa�tt�s 04/25//"� � �
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STRUCTURAL DESIGN
FOR
PLAN 1442
i
YELM, WASHINGTON
NOTE:This stamp applies to
the members and assemblies
described(n these caiculations
only and is only valid if it Is a
wet stamp.
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WELLER CONSULTING PROJECT NO. 10-026
21925 8TH PL W DATE 11/27/12
BOTHELL,WA 98021 PREPARED BY Mark Weiler, P.E.
(425)488-9868
(425)486-6715 FAX
4
� . DESIGN CRITERIA
. PER THE 2006 INTERNATIONAL BUILDING CODE
EARTHQUAKE PER SECTION 1614
Design Per ASCE 7-OS
Section 12.8 Equivalent Laterai Force Procedure
Base Shear: V=CS * W
CS=Seismic Response Coefficient
W=Effective Seismic Weight
Site/Project Specific Design Values:
SS= 1.25 per USGS Si =0.40 per USGS
Site Class D (Default) Seismic Design Category D
R=6.5 from Table 12.2-1 IW= I.00
CS=0.1282 per Section 12.8.1.1
WIND DESIGN PER SECTION 1609(Allowabte Stress Design)
Design per ASCE 7-OS Section 6.4
Design Wind Pressure: PS=�, * IW * PS3o
where: 7l=Exposure Factor
KZT=Topographic Factor
IW=Importance Factor
PS30=Base Design Pressure
Site/Project Specific Values:
Basic Wind Speed=85 mph(V35)
�,= 1.40 Exposure "C" (<30')
KZT= 1.00
IW= 1.00
PS30=see ASCE 7-05,Figure 6-2
STANDARD DESIGN INFORMATION
The information described be(ow is to be used unless otherwise noted on the pians
WOOD DESIGN per Sections 2301 &2301.2.1 Allowable Strength Design
when applicable;per 2308 Conventional Light-Frame Construction
MINIMUM NAtL[NG REQUIREMENTS per Table 2304.9.1
ANCHOR BOLTS:
5/8"Q)x 10",A307 or better,w/7"min. Embedment. V= 1328#/bolt
CONCRETE DESIGN per Chapter 19&ACI 318-OS
Concrete: f�=2500 psi
Rebar: fy=40,000 psi
MISCELLANEOUS HARDWARE
SIMPSON Strong-Tie Connectors or equal
. '
SHEAR WALL SCHEDULE
(SEE 2006 IBC table 2306.4.1 &Section 2306.4.1)
All shear walls to be sheathed from top plate to bottom plate.B(ock all panel edges.
Nail spacing is for all panel edges. Space nails @ 12"o.c.along intermediate framing members.
SW-6 v=260 plf 7/16"OSB,w/8d(0.1 l3"Q1)nails @ 6"o.c.
Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 6"o.c.
SW-4 v=350 plf 7/16"OSB, w/8d(0.I 13"Q1)nails @ 4"o.c.
Anchorage(interior watls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c.
The shear values above are based upon the use of 8d boz nails with a full head,a shank diameter of
0.113",and a minimum penetration of 1.375". From Table 2306.4.1 use 15/32; 8d values with a 0.729
reduction for Hem-Fir& 1.4 increase for wind.
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O1 SHEATH TRUSS, PER SW-4, L = 10', SEE DETAIL B
O2 EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C
O3 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN,
SEE DETAIL D
O4 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN,
SEE DETAIL E
NOTE: ALL EXTERIOR WALLS & GABLE ENDS
TO BE SW-6 U.N.O.
MAIN FLOOR SHEAR WALLS
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O2 A HTT22 HOLDOWN MAY BE USED IN LIEU OF TNE STHD10RJ HOLDOWN,
SEE DETAIL D
O3 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN,
SEE DETAIL E
NOTE: USE 5/8" � ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS na, 5'-0" O.C. U.N.O
FOUNDATION PLAN
WELLER CONSULT[NG JOB NAME PLAN 1442
� ENG[NEERS, P.C. JOB NUMBER 10-026 PREPARED BY MW
DATE 3/ 19/ 10 SHEET NO.L.� OF 1..1
21925 STH PL W• BOTHELL, WA 98021
PH. (425)488-9868 • FAX(425)486-6715
TRUS5E5 PER f'LAN W�NDOW l DODfZ
tOd C�6"O.C. FRAMING
ROOF SHEATHING
WINDOW/DOOR
HEADER
VENTED BLOCKING
PROVIDE (2) ROWS OF
— Ht @ 24"O.C. Sd @ 2"O.C. SHEAR
WALL t0 HEADER
D�T/�IL A
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W
_
10d @ 6"O.G. ;
ROOF SHEATHING 3
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SHEATH TRU55 PER 5W-4, cn
PI�OVIDE INTERMEDIATE �
FRAMING A5 REQUIRED �
w
10d @ 4"O.C. �
w
10d C�4"O.C.
2 x_A5 REQUIRED
SHEAR WALL I'ER
PLAN
DET�IL B DETAIL C
WELLER CONSULTING JOB NAME PLAN 1442
� ENGINEERS, P.C. JOB NUMBER 10-026 PREPARED BY MW
' DATE 3/ 19/ 10 SHEET NO.�-.� OF �--^I
21925 STH PL W• BOTHELL,WA 98021
PH. (425)488-9868• FAX(425)486-6715
(2) 2x_HF#25TUDS (2) 2x_HF#25TUDS
HTT 22 HOLDOWN HTT 22 HOLDOWN
55TB16
SSTBt6
RIM JOIST W/50LID BLOCKING
SILL PLATE P.T. 51LL PLATE
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DESIGN LOADS:
ROOF DL = 15 PSF
LL = 25 PSF BEAMS:
NOTE:PROV/DE(2) 2 X _POST
ENGINEERED TRUSSES BY TRUSS MANUFACTURER @ ALL BEAMS U.N.O.
NOTE:PROV/DE(212 X POST CcD ALL H!P MASTERS B�� 3 1/8 x 12 GLB (24F-V4)
& GIRDER TRUSSES U.N.O
COL_
HEADERS: 4 x 8 DF#2 U.N.O. C1: 4 x 4 P.T. W/AC4 �AB44
NOTE:PROV/DE(9) 2 X TR/MMER
@ ALL HEADERS U.N.O HANGERS:
H1: 4 x 12 DF #2 HGR UC410
H2: 4x12DF#2
ROOF FRAMING PLAN
(ELEVATION Al
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DESIGN LOADS:
ROOF DL = 15 PSF BEAMS:
LL= 25 PSF NOTE:PROVIDE(2) 2 X POST
@ ALL BEAMS U.N.O.
ENGINEERED TRUSSES BY TRUSS MANUFACTURER g�; 3 1/8 x 12 GLB (24F-V4)
NOTE:PROV/DE(2) 2 X POST Ca�ALL HlP MASTERS
8 G/RDER TRUSSES U.N.O COLUMNS:
HEADERS: 4 x 8 DF #2 U.N.O.
C1: 4 x 4 P.T. W/AC4 8 A644
NOTE:PROV/DE(1) 2 X TR/MMER HANGERS:
@ ALL HEADERS U.N.O HGR1: HUC410
H1: 4x12DF # 2 ,
H2: 4x12DF#2
ROOF FRAMING PLAN .
(ELEVATION B)
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DESIGN LOADS: BEAMS: 4 x 10 DF#2 U.N.O
FLOOR DL= 10 PSF NOTE:PROV/DE 4 x 4 POST
LL =40 PSF @ ALL BEAMS U.N.O.
PROVIDE 4 x 6 POST
JOISTS: 2 x 10 HF# 2 (a� 16" O C @ ALL BEAM SPLICES U.N.O.
NOTE:PROV/DE LUS28 HANGERS no
ALL FLUSH FRAMED ENDS
NOTE: PROVIDE SOLID FRAMiNG
IN JOIST SPACE TO FOUNDATION
FOR ALL PT. LOADS ABOVE
MAIN FLOOR FRAMING PLAN
� V4
BeamChek v20091icensed to: WellerConsulting Engineers, P.C. Reg#5234-65779
• PLAN 1442 ROOF FRAMING
GT1 (FOR REACTIONS ONLI� Date: 3/19/10
Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.1 in2 R2=2.1 inZ (1.5)DL Defl= 0.44 in Recom Camber-0.66 in
Data Beam Span 21.0 ft Reaction 1 LL 788# Reaction 2 LL 788#
Beam Wt per ft 9.11 # Reaction 1 TL 1356# Reaction 2 TL 1356#
Bm Wt Included 191 # Maximum V 1356#
Max Moment 7117'# Max V(Reduced) 1227#
TL Max Defl L/240 TL Actual Defl L/299
LL Max Defl L/360 LL Actual Defl L/623
Attributes Section in' Shear in TL Defl in LL Defl
Actual 75.00 37.50 0.84 0.40
Critical 30.94 6.67 1.05 0.70
Status OK OK OK OK
Ratio 41% 18% 80% 58%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2760 276 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:75 Uniform TL: 120 =A
Uniform Load A
0 0
R1 = 1356 R2= 1356
SPAN=21 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
• PLAN 1442 ROOF FRAMING
GT2(FOR REACTIONS ONLY) Date:3/19/10
Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.9 in' R2= 1.9 in2 (1.5)DL Defl= 0.43 in Recom Camber=0.64 in
Data Beam Spa� 19.0 ft Reaction 1 LL 713# Reaction 2 LL 713#
Beam Wt per ft 7.97# Reaction 1 TL 1216# Reaction 2 TL 1216#
Bm Wt Included 151 # Maximum V 1216#
Max Moment 5775'# Max V(Reduced) 1104#
TL Max Defl L/240 TL Actual Defl L/274
LL Max Defl L/360 LL Actual Defl L/563
Attributes Section in' Shear in TL Defl in LL Defl
Actual 57.42 32.81 0.83 0.40
Critical 25.11 6.00 0.95 0.63
Status OK OK OK OK
Ratio 44% 18% 88% 64%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2760 276 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:75 Uniform TL: 120 =A
Uniform Load A
0 Q
R1 = 1216 R2= 1216
SPAN= 19 FT
Uniform and partial uniform loads are Ibs per tineal ft.
. V�
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
� PLAN 1442 ROOF FRAMING
GT3(FOR REACTIONS ONLI� Date:3/19/10
Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.9 inz R2=3.9 in2 (1.5) DL Defl= 0.85 in Recom Camber-1.28 in
Data Beam Span 36.0 ft Reaction 1 LL 1350# Reaction 2 LL 1350#
Beam Wt per ft 22.42# Reaction 1 TL 2564# Reaction 2 TL 2564#
Bm Wt Included 807# Maximum V 2564#
Max Moment 23072'# Max V(Reduced) 2350#
TL Max Defl L/240 TL Actual Defl L/291
LL Max Defl L/360 Ll.Actual Defl L/684
Attributes Section in') Shear in2 TL Defl in LL Defl
Actual 276.75 92.25 1.48 0.63
Critical 110.25 12.77 1.80 1.20
Status OK OK OK OK
Ratio 40% 14% 82% 53%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2511 276 1.8 650
Adiustments Cv Volume 0.910
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 75 Uniform TL: 120 =A
Uniform Load A
0 Q
R1 =2564 R2=2564
SPAN=36 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
. PLAN 1442 ROOF FRAMING
TYPICAL HEADER Date: 3/19/10
Selection 4x 8 DF-L#2 Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.5 in2 R2=3.5 in2 (1.5) DL Defl= 0.05 in
Data Beam Span 5.5 ft Reaction 1 LL 1341 # Reaction 2 LL 1341 #
Beam Wt per ft 6.17# Reaction 1 TL 2162# Reaction 2 TL 2162#
Bm Wt included 34# Maximum V 2162#
Max Moment 2973'# Max V(Reduced) 1687#
TL Max Defl L/240 TL Actual Defl L/610
L�Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
Actual 30.66 25.38 0.11 0.06
Critical 26.51 12.22 0.28 0.18
Status OK OK OK OK
Ratio 86% 48% 39% 31%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1346 207 1.6 625
Adiustments CF Size Factor 1.300
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:488 Uniform TL: 780 =A
Uniform Load A
0 0
R1 =2162 R2=2162
SPAN=5.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
V8
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
• PLAN 1442 ROOF FRAMING
H1 Date: 3/19/10
Selection 4x 12 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5)DL Defl= 0.15 in
Data Beam Span 16.5 ft Reaction 1 LL 413# Reaction 2 LL 413#
Beam Wt per ft 9.57# Reaction 1 TL 739# Reaction 2 TL 739#
Bm Wt Included 158# Maximum V 739#
Max Moment 3048'# Max V(Reduced) 655#
TL Max Defl L/240 TL Actual Defl L/723
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
Actual 73.83 39.38 0.27 0.13
Critical 32.13 4.75 0.83 0.55
Status OK OK OK OK
Ratio 44% 12% 33% 23%
Fb si Fv si E si x mil) Fc I si)
Values Reference Values 900 180 1.6 625
Ad'usted Values 1139 207 1.6 625
Adiustments CF Size Factor 1.100
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:50 Uniform TL: 80 =A
Uniform Load A
R1 --�739 R�9
SPAN= 16.5 FT
Uniform and partial uniform loads are Ibs per tineal ft.
� v�
� BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
, PLAN 1442 ROOF FRAMING
H2 Date: 3/19/10
Selection 4x 12 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.7 in' R2=2.0 inz (1.5) DL Defl= 0.09 in
Data Beam Span 8.5 ft Reaction 1 LL 907# Reaction 2 LL 393#
Beam Wt per ft 9.57# Reaction 1 TL 2290# Reaction 2 TL 1227#
Bm Wt Included 81 # Maximum V 2290#
Max Moment 5011 '# Max V(Reduced) 1831 #
TL Max Defl L/240 TL Actual Defl L!864
LL Max Defl L/360 LL Actual Defl L/>1000
Attribufes Section in' Shear in' TL Defl in LL Defl
Actual 73.83 39.38 0.12 0.03
Critical 52.81 13.27 0.43 0.28
Status OK OK OK OK
Ratio 72% 34% 28% 9%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1139 207 1.6 625
Adiustments CF Size Factor 1.100
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point TL Distance Par Unif Ll Par Unif TL Start End
B= 1356 3.5 300 H=480 0 3.5
50 I =80 3.5 8.5
I
H �
Pt loads: Q
0 0
R1 =2290 R2= 1227
SPAN=8.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
. �� o
� BeamChek v2009licensed to: WellerConsulting Engineers, P.C. Reg#5234-65779
, PLAN 1442 ROOF FRAMING
B 1 Date: 3/19/10
Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.5 in� R2=2.5 in� (1.5) DL Defl= 0.27 in Recom Camber=0.40 in
Data Beam Span 17.0 ft Reaction 1 LL 956# Reaction 2 LL 956#
Beam Wt per ft 9.11 # Reaction 1 TL 1607# Reaction 2 TL 1607#
Bm Wt Included 155# Maximum V 1607#
Max Moment 6832'# Max V(Reduced) 1418#
TL Max Defl L/240 TL Actual Defl L/387
LL Max Defl L/360 LL Actual Defl L/783
Attributes Section in' Shear in TL Defl in LL Defl
Actual 75.00 37.50 0.53 0.26
Critical 29.70 7.71 0.85 0.57
Status OK OK OK OK
Ratio 40% 21% 62% 46%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2760 276 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 113 Uniform TL: 180 =A
Uniform Load A
0 0
R1 = 1607 R2= 1607
SPAN= I7FT
Uniform and partial uniform loads are Ibs per lineal ft.
� v� �
� BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
. PLAN 1442 MAIN FLOOR FRAMING
TYPICAL JOIST Date: 3/19/10
Selection 2x 10 HF#2 @ 16 in oc Lu =0.0 Ft
Conditions NDS 2005, Repetitive Use
Min Bearing Area R1= 1.1 in2 R2= 1.1 inz (1.5) Dl Defl= 0.10 in
Data Beam Span 13.0 ft Reaction 1 LL 347# Reaction 2 LL 347#
Beam Wt per ft 0# Reaction 1 TL 433# Reaction 2 TL 433#
Bm Wt Included 0# Maximum V 433#
Max Moment 1408'# Max V(Reduced) 382#
TL Max Defl L/240 Tl Actual Defl L/426
LL Max Defl L/360 LL Actual Defl L/586
Attributes Section in' Shear in' TL Defl in LL Defl
Actual 21.39 13.88 0.37 0.27
Critical 15.72 3.82 0.65 0.43
Status OK OK OK OK
Ratio 73% 28% 56% 61%
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 1075 150 1.3 405
Adiustments CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 53 Uniform TL: 67 =A
Uniform Load A
0 �
R1 =433 R2=433
SPAN= 13 FT
Uniform and partial uniform loads are Ibs per lineal ft.
� v12
. ,
BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
' PLAN 1442 MAIN FLOOR FRAM�NG
TYPICAL BEAM Date:3/19/10
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.0 in' R2=3.0 in' (1.5) DL Defl= 0.02 in
Data Beam Span 6.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500#
Beam Wt per ft 7.87# Reaction 1 TL 1899# Reaction 2 TL 1899#
Bm Wt Included 47# Maximum V 1899#
Max Moment 2848'# Max V(Reduced) 1411 #
TL Max Defl �/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in' TL Defl in LL Defl
Actual 49.91 32.38 0.06 0.04
Critical 31.64 11.76 0.30 0.20
Status OK OK OK OK
Ratio 63% 36% 18% 20%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1080 180 1.6 625
Adiustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:500 Uniform TL: 625 =A
Uniform Load A
0 0
R1 = 1899 R2= 1899
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.