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LATERAL BRACING OF MOMENT FRAME BEAMS INLIGHT-FRAMED WOOD BUILDING
A Thesis submitted to the faculty of San Francisco State University
In partial fulfillment of the requirements for
the Degree
Master of Science In
Engineering: Structural/Earthquake Engineering
byNadia Makoor
San Francisco, California May 2016
At>3G
iC
Copyright by Nadia Makoor
2016
CERTIFICATION OF APPROVAL
I certify that I have read Lateral Bracing o f Moment Frame Beams in Light-Framed Wood Buildings by Nadia Makoor, and that in my opinion this work meets the criteria for approving a thesis submitted in partial fulfillment of the requirement for the degree Master of Science in Engineering: Structural/Earthquake Engineering at San Francisco State University.
Associate Professor of Department
Christopher Wenshen Pdfig, Ph.D.Professor of Department
LATERAL BRACING OF MOMENT FRAME BEAMSIN LIGHT-FRAMED WOOD BUILDINGS
Nadia Makoor San Francisco, California
2016
Current code has two requirements for the strength and stiffness of lateral bracing of moment frame beams. These requirements can be easily achieved for a rigid diaphragm, however the stiffness requirement is difficult to satisfy in a flexible diaphragm for example a light-framed wood diaphragm. The objective of this research is to explore the threshold when the beam will be engaged into lateral torsional buckling, and if the diaphragm in a light-framed wood building can deliver forces large enough to induce lateral torsional buckling. The findings from this research will improve current practice in the seismic retrofit of light-framed wood buildings and enable professional engineers to determine whether this lateral bracing is necessary or not.
I certify that the Abstract is a correct representation of the content of this thesis.
Date
ACKNOWLEDGEMENTS
I would like to thank my family and friends for the consistent encouragement throughout my graduate studies. I would also like to thank my advisor Professor Chen for pushing me and always expecting the best from me through both my undergraduate and graduate studies. Lastly I would like to thank FTF Engineering and all my coworkers there for being extra supportive, flexible to my schooling schedule, always answering any questions, and advising in better solutions.
TABLE OF CONTENTS
1. List o f Figures....................................................................................................... vii2. List of Appendices............................................................................................... viii3. Introduction........................................................................................................... 14. Existing Problems................................................................................................ 75. Experimental Design............................................................................................ 106. References............................................................................................................. 147. Appendix A ........................................................................................................... 158. Appendix B........................................................................................................... 329. Appendix C ........................................................................................................... 45
vi
LIST OF FIGURES
Figures Page1. Bottom Flange Brace........................................................................................... 12. Torsional Buckling.............................................................................................. 13. Simpson Strong Frame Beam to Column Connection .............................. 64. Soft Story Residential......................................................................................... 75. Moment Diagram of a Moment Frame Beam.................................................. 106. Moment Diagram of a Cantilevered Beam....................................................... 117. Experimental Set-Up.......................................................................................... 118. AISC Loading Protocol, AISC Chapter J......................................................... 12
vii
LIST OF APPENDICES
Appendix PageA. Existing Building Example Calculations.......................................................... 15B. Moment Frame Design for Experiment............................................................ 32C. Diagram of Experimental Members................................................................... 45
1
I. I n t r o d u c t io n
1.1 BACKGROUND
The purpose of this research is to acquire a better understanding of the forces
developed in the braces of moment frame beams.
When forces act on the moment frame, depending on how long the span of the beam is, the
frame may experience torsion if the columns are not bending perfecdy in-plane.
Figure 2: Torsional Buckling
Bracing the beam insures that the frame stays in-plane. In the case of shorter beams where
the unbraced length, Lb, is smaller than the length required to insure the plastic moment, Lp,
bracing is not needed because the section is expected to achieve its plastic moment.
However, for beams longer than Lp, the sections may be subjected to out-of-plane bending
(flexural buckling, FB) and twisting (torsional buckling, TB). Furthermore, if a section is not
compact, flange local buckling (FLB) or web local buckling (WLB) may occur before the
beam reaches its plastic moment capacity.
2
1.2 SOFT STORY RETROFIT
In 2013, the City and County of San Francisco enacted Ordinance 66-13, which added
Chapter 34B to the San Francisco Building Code. It has been enforced by the Department of
Building Inspections to ensure the safety of residents and the resilience of the older, wood
framed buildings with a soft story condition. The ordinance, in one of the phases, specifically
targets Type V wood-framed buildings of three or more stories or two stories over a basement
or underfloor area that has any portion extending above grade, containing five or more
residential dwelling units where the construction permit was issued before January 1, 1978,
and where the building has not yet been seismically strengthened to meet or exceed the
standards of Building Code Section 1604.11 or its previous provisions within 15 years prior to
the enactment of Chapter 34B.
Many of these retrofits include a moment frame in large openings for example garage
openings. Engineers are placing these frames in buildings without fully understanding how it
would behave in the event of an earthquake. This is largely due to that fact that the same design equations are used for both flexible and rigid diaphragms, and most of the research that has occurred over the years has targeted larger steel or concrete buildings. These diaphragms behave very differendy, yet the same code provisions are used for both. In the case of a rigid diaphragm, such as a concrete slab over a metal deck, the stiffness requirement specified in
AISC 341-10 equation A-6-8 can be easily achieved. The slab itself is used to brace the top
flange of the beam, and a kicker is placed at the bottom flange angled up into the slab. This
way the load path is complete with both the brace and its connection into the diaphragm
satisfying the stiffness requirement. However in the case of a flexible diaphragm, such as a
light-framed wood diaphragm, which is the majority of the residential buildings, the load path
cannot be completed because it is impossible to achieve the stiffness requirement through the diaphragm.
1.3 CODE PROVISION
Understanding these failure modes will help in understanding the code requirements
in the American Institution of Steel Construction (AISC 360-10) and the Seismic Design
Manual (AISC 341-10). In high seismic regions, the code doesn’t allow for non-compact
sections to be used which automatically eliminates the concerns of FLB and WLB occurring
before the beam reaches its plastic moment. To prevent FB and TB or a combination of the
two which is referred to as lateral-torsional buckling (LTB), chapter E3.4b in AISC 341-10
lists bracing requirements for strength and stiffness. It states that “beams shall be braced to
satisfy the requirements for highly ductile members in Section D1.2b.” This section has the
same requirements as the moderately ductile members do for the flexural strength of the
braces, but it requires that the braces be spaced closer for highly ductile members. Therefore continuing into Section D1.2c, the code describes the strength requirements of the braces at the plastic hinge locations. Both flanges of the beam must be laterally braced, or the cross section must be torsionally braced. For lateral bracing at each flange at the plastic hinge
locations, the required strength, Pu, of each brace shall be:
(AISC Dl-4a) Pu = 0.06R yFyZ /h 0 (Eq. 1-1)
3
where Ry is the ratio of the expected yield stress to the specified minimum yield stress, Fy is
the yield strength (ksi), Z is the plastic section modulus (in 3), and h0 is the distance between
flange centroids (in).
The required strength of torsional bracing, Mu, at the plastic hinge locations shall be:
(AISC Dl-5a) Mu = 0.06RyFyZ (Eq. 1-2)
The stiffness requirements are specified in Appendix 6.3.1b of AISC 360-10 which can be
expressed as following for the plastic hinge locations:
(AISC A-6-8) o _ 1 ( i m r Cd\ (Eq. 1-3)- * n ^ 7 7
where <f> is 0.75, Q is 1.0 except for when the brace closest to the inflection point in a beam is subject to double curvature bending is 2.0, Mr is the required flexural strength (kip-in), and Lb is the unbraced length (in).
1.4 EXISTING PROBLEM
This research is specifically pin-pointing moment frames installed into light-framed
wood buildings and addresses questions such as whether the forces that the frame will experience are large enough to cause any out-of-plane bending or lateral torsional buckling in the beam? More specifically, can a wood diaphragm at its highest capacity transfer forces large enough to the moment frame to cause lateral torsional buckling? If not, are the braces
necessary? Ideally, in the code there would be separate checks for a flexible diaphragm and a
rigid diaphragm, of which a definition already exists to differentiate the two, in order to
determine whether lateral bracing of the beams is required.
4
Although a lot o f experimental data has been reported for the behavior of moment
frames under monotonic or cyclic lateral loads, most o f them have been focused on steel
framed buildings or buildings with concrete diaphragms. Prior research has shown that a
braced and unbraced moment frame has similar behavior up to 4 percent drift (Malley, 1998)
Currendy buildings are designed for no more than a 2.5 percent drift per CBC 1604.3. This
raises the questions of whether the bracing is still necessary, and if so, would 6 percent of the
strength of the flange be excessive in the case of light-framed wood buildings?
Most of the experimentation conducted for the behavior of moment frames was done
for concrete and steel buildings, but little to no research has been done in regards to light
framed wood buildings. This becomes an issue in the case of retrofits, for example as
mentioned the Soft Story Mandate that has been put out by the city o f San Francisco, when
engineers are designing moment frames for these light-framed wood buildings not fully
understanding their behavior.
Simpson Strong Tie though has created a frame they call the Strong Frame. The
purpose of this frame was to bypass the out-of-plane bracing requires because not only does
the code require 6 percent of the flange force, but it also has a stiffness requirement that is impossible to achieve in a wood diaphragm. Their solution is similar to the idea behind the Reduced Beam Section (RBS) connection, but instead of connecting the beam to the column, a structural “fuse” is used.
5
6
Figure 3: Simpson Strong Frame Beam to Column Connection
This fuse is designed with a reduced section and is a completely separate piece from the
column and the beam. This allows designers to use a larger and heavier beam since the strong
column weak beam requirements are no longer applicable. A larger beam does not need to be
braced out-of-plane.
Instead of bypassing the code requirements, once this research has been conducted,
the results will show if the out-of-plane bracing is really needed in the case of these light
framed wood buildings. If not, then the same requirements would apply for the rest o f the
pre-qualified connection design expect the section of stability bracing of beams.
II. E x i s t i n g p ro b le m s
2.1 PRACTICAL EXAMPLE
7
This can be better understood by the following practical example. This building is a
typical San Francisco residential building that qualified for the Soft Story Ordinance. See Figure 4 below for reference.
Figure 4: Soft Story Residential
The building has a base shear of 36.8 kips which was calculated using the lateral force
procedure found in ASCE 7-10 Chapter 12. See page 18 in Appendix A. The code level forces
are calculated to check if the building meets the code minimum, but the design is done by
using a maximum of 130% of the strength of the story above per AB-107. First the strength
of all the levels are calculated based on the allowable strengths of the existing materials found
in the IEBC Table 8-8A. See page 19 in Appendix A. In this particular example, an A4 analysis
was conducted which is in the IEBC Chapter A4, therefore none of the non-conforming
materials in the soft story, as known as the target story, can be considered into calculating the
strength of that level. In other words, if there is no existing lateral system, the strength of the
target story is considered to be zero. In these cases, if the strength of the story above is greater
than the values distributed from the lateral force procedure, than only the strength of the story
above is considered in calculating the required strength of the target story to design the lateral
system. For this example the strength of the story above is greater than the code level forces,
therefore to begin the distribution of forces, 85 percent of the strength of the story above was
used. This is due to the fact that the target story strength must be within the limits of 80
percent to 130 percent of the strength of the story above per AB-107.
The forces are then distributed to each line of resistance based on their tributary area.
See page 20 in Appendix A. The forces distributed to the moment frame are 14 kips to the
first floor and 2.3 kips to the basement level. The members are sized based off a drift controlled design. See page 21 in Appendix A. Once the beam size is determined then the required bracing can be determined. For this example a W12x45 beam was used which has a required brace strength of 12.26 kips. See page 22 in Appendix A. A steel tube HSS member
was used as the brace which meets both the strength and stiffness requirement, but this brace
is being connected into a wood diaphragm. This diaphragm cannot meet the stiffness
requirement in order to complete the load path.
8
This is a typical example of many frames that have been designed and installed into
buildings without meeting the prescribed requirements. The experimental set-up is designed
to understand the out-of-plane behavior of the beam, and determine whether the bracing is
needed or not in the cases of wood framed diaphragms.
9
III. E x p e r i m e n t a l d e s i g n
3.1 PURPOSE
This experiment is designed to find the real out-of-plane forces when lateral torsion
buckling is induced. As an added point o f validation, the threshold of lateral torsional buckling
will be mathematically derived and also compared to the maximum forces a wood framed
diaphragm can deliver. Once all of this data is gathered, it will be made clear if the lateral
bracing of the moment frame beams is necessary or not. If both the calculated values and the
experimental values are less than the maximum capacity of a wood framed diaphragm, then
the bracing is not necessary. If either of the values is greater than the diaphragm’s maximum
capacity, then the varying conditions of this will be analyzed and summarized.
3.2 EXPERIMENTAL SET-UP
The set-up is quite simple. In order to induce the same moments in the beam to
column connection as shown in Figure 5, the beam will be treated as a cantilever element at
half of the calculated length as shown in Figure 6.
10
Figure 5: Moment Diagram of a Moment Frame Beam
11
Figure 6: Moment Diagram of a Cantilevered Beam
The beam will then have the same fixed connection to the column as a typical Special
Moment Frame (SMF) would. The whole assembly will be inverted on its side so that the actuator can connect to the tip of the beam as shown in Figure 7.
Figure 7: Experimental Set-Up The lightest, compact W8 section will be used which is a W8x21 for the beam, and a W8x40
will be used for the column to meet the strong column weak beam requirements, see
calculation in Appendix B and detailed drawings in Appendix C. For each test cycle, the
actuator will push the system to a preset drift limit based on the AISC loading protocol
shown in Figure 8.
4b. Loading Sequence for Beam-to-Column Moment ConnectionsQualifying cyclic tests of beam-to-column moment connections in special and intermediate moment frames shall be conducted by controlling the interstory drift angle. 0, imposed on the test specimen, as specified below;
12
(1) 6 cycles at 0 ■ 0.00375 rad
(2) 6 cycles at 0 ■ 0 005 rad
(3) 6 cycles at 0 "0 0075 rad
(4) 4 cycles at 0 ■ 0.01 rad
(5) 2 cycles at 0 • 0.015 rad
(6) 2 cycles at 0 ■ 0.02 rad
(7) 2 cycles at 0 ■ 0.03 rad
(8) 2 cycles at 0 » 0.04 rad
Continue loading at increments of 0 * 0 0 1 rad, with two cycles of loading at each step
Figure 8: AISC Loading Protocol, AISC Chapter J
Data readings will be taken at the beam flange extremities to measure the amount of
displacement that occurred out-of-plane. Each drift limit will have a maximum force which
will be compared to the maximum forces a wood framed diaphragm can produce. These
maximum values will be for all nailing types, plywood thicknesses, and block and unblocked cases which can be seen in NDS Table 4.2. High load diaphragms will also be included into the data sample.
The International Code Council (ICC) describes the requirements of a cyclic test.
Section 2205A.4.2 Appendix S defines inelastic rotation as,
“The permanent or plastic portion of the rotation angle between a beam and
the column is measured in radians. The inelastic rotation shall be computed
based upon an analysis of the test specimen deformations. Sources of inelastic
rotation include yielding of members and connectors, yielding of connection
elements and slip between members and connection elements. For beam-to-
column moment connections in special moment frames, the inelastic rotation
is represented by the plastic chord rotation angle calculated as the plastic
deflection of the beam at the center of its span divided by the distance between
the center o f the beam span and the centerline of the panel zone of the beam-
to-column connection.”
The acceptance criteria of such test specimens is stated as,
“Sustaining the required strength, interstory drift angle and inelastic rotation
requirements for the special moment frame for at least two complete loading cycles
without exhibiting rapid strength deterioration.”
It classifies Rapid Strength Deterioration as,
“A mode of behavior characterized by a sudden loss of strength. In a cyclic test with
constant or increasing deformation amplitude, a loss of strength of more than 50
percent of the strength attained in the precious excursion in the same loading
direction.”
13
14
IV. R e f e r e n c e s
Malley, J. O. (1998). SAC Steel Project: Summary of Phase 1 testing investigation results, Engineering Structures, Volume 20 (Issues 4—6), Pages 300-309. ISSN 0141-0296, http://dx.doi.org/10.1016/S0141-0296(97) 00033-3
International Code Council. (2012). International building Code (1st ed.).International Code Council. (2012). International Existing Building Code (1st ed.).American Society of Civil Engineers. (2010). Minimum Design Loads for Buildings and Other
Structures (3rd ed.).American Institute of Steel Construction. (1927). Steel Construction Manual (14th ed.).American Institute of Steel Construction. (2013). Seismic Design Manual (2nd ed.).City and County of San Francisco Department of Building Inspection. (2013). San Francisco
Building Code Chapter 34B
City and County of San Francisco Department of Building Inspection. (2016). Administrative
Bulletin A B -107, Application of Engineering Criteria in SFBC Chapter 34B, Seismic
Strengthening of Soft Story Wood Framed Buildings
Applied Technology Council. (2012). FE M A P-807 Seismic Evaluation and Retrofit of Multi-Unit
Wood-Frame Buildings With Weak First Stories
15
5.1 APPENDIX A
Building Dead Load Weights
Roof Item PSF2x8 @ 16" o.c. 2
(Separate Ceiling) 2x6 @ 16" o.c. 1.5Felt 5-ply 2.5Insulation 0.5
Plaster Ceiling 10Plywood 1/2" 1.5
Misc. 220
Floor Item PSF2x10 @ 16" o.c. 2.5
Plaster Ceiling 10Hardwood finish 3
Sub-Floor 3/4" 2.5Misc. 2
20
(E) Interior Wall Item PSF2x4 @ 16" o.c. 1
Plaster 1" 8Plaster 1" 8
Misc. 320
Building Live Load Weights
Roof 20 psfFloor 40 psf
Floor - Market Item PSF2x10@ 16"o.c. 2.5
Sub-Floor 3/4" 2.5Ceramic Tile 3/4" on Mortar Bed 1/2" 16
Misc. (Mech. Units) 9W
(E) Exterior Wall Item PSF2x6@ 12"o .c . 1.9
Wood Siding 3Plaster 1" 8
_________________ Misc. 3.1_
17Areas & Lengths
FLOORS
LevelFloorArea Weight
RoofArea Weight
TotalArea Weight
ft2 psf ft2 psf ft2 lbsRoof 0 0 2422 20 2,422 48,4403rd Floor 2,422 20 0 0 2,422 48,4402nd Floor 2,414 20 0 0 2,414 48,2801st Floor 2,228 30 0 0 2,228 66,840
WALLS
Level(E)
InteriorN-S
(E)Interior
E-W
WallWeight
(E)Exterior
N-S
(E)Exterior
E-W
WallWeight
WallHeight Weight Weight/
Area
ft ft psf ft ft psf ft lbs psfRoof 0 0 0 0 0 0 0 0 03rd Floor 159 131 20 63 59 16 11 85,272 352nd Floor 159 131 20 63 59 16 11 85,272 351st Floor 49 38 20 122 53 16 16 72,512 33
Seismic Weights
Level Floorlbs
WallsAbove
lbs
WallsBelow
lbsTOTAL
Weight/Areapsf
Roof 48,440 0 42,636 91,076 383rd Floor 48,440 42,636 42,636 133,712 552nd Floor 48,280 42,636 36,256 127,172 531st Floor 66,840 36,256 0 103,096 -
455,056
ASCE 7-10 STATIC LATERAL FORCE PROCEDURE
Determine Seismic Coefficients:Risk Category: II Table 1.5-1
Importance Factor: 1.00 Table 1.5-2Latitude: 37.7716
Longitude: -122.435Ss = 1.5 USGS Web AppSi = 0.686
Site Class: D (A -F )Fa = 1.00 (Table 11.4-1)Fv = 1.50 (Table 11.4-2)R = 6.5 Plywood Shear Walls (Table 12.2-1)Q = 3 Plywood Shear Walls (Table 12.2-1)
s DS = 1.00
Sdi = 0.69Seismic Design category: D (Table 11.6-1 and 11.6-2)
Determine Approximate Fundamental Period (12.8.2):System c t X
All Other Buildings 0.02 0.75
Building Height hn = 42.50 FeetT = 0.33 Seconds
T < 0.70 Sec, therefore Ft = 0
Determine Cs(12.8):Cs = SD1/ ( T x R / l ) = 0.317 (12.8-3) (Constant Velocity portion of RS)
Design base shear need not exceed:Cs = SDS / (R/l) = 0.154 (12.8-2) (Constant Acceleration Portion or RS)
Cs = SD1x T L /[T 2 x(R /l)] = N/A (12.8-4) (Long Period Transition)Design base shear shall not be less than:
Cs = 0.5 S1/ ( R / I ) = 0.053 (12.8-6)CONCLUSION:
Cs = 0.154V = 0.154 W For LRFD (Strength) Design
0.7V = 0.108 w For ASD DesignP = 1 Reliability and Redundancy Factor
Determine Vertical Distribution:k = 1.00 (Exponent related to period)
Story Height Weight wxhx Cvx Fx 0.7pFx 0.75*(0.7p1st Floor 0.00 103,096 0 0.00 0 0 02nd Floor 17.50 127,172 2,225,510 0.22 15,415 10,790 8,0933rd Floor 30.00 133,712 4,011,360 0.40 27,784 19,449 14,587Roof 42.50 91,076 3,870,730 0.38 26,810 18,767 14,075
W = V =
455,05670,009
10,107,600 Check: 70,009 49,006 36,755
19Material Allowable
Allowable lAllowable Interior Wall Allowable__________________________________________________________________ per side (plf) Wall Type Description__________________________________per side
a Plaster on wood or metal lath, value per side 200 3Q(Wood Siding 100
Note: Values based on NDS Table 4.3D and California Historial Building Code Table 8.8A
N-S
Wall Type 1 2 N-S Total Allowable
ft ft lbs3rd Floor 98 112 63,0002nd Floor 97 103 60,0001st Floor 79 50 38,700
Story
StoryForce
0.75*(0.7rFx)(ib)
StoryShear
0.75*(0.7rFx)(lb)
BEFORE RETROFIT AFTER RETROFIT
N-S Fv (Ib) D/C
% of story above
N-S Fv (Ib) D/C
% of story above
3rd Floor 14,075 14,075 63,000 0.22 63,000 0.222nd Floor 14,587 28,662 60,000 0.48 0.95 60,000 0.48 0.951st Floor 8,093 36,755 38,700 0.95 0.65 63,630 0.58 1.06
Total = 36,755
E-W
Wall Type 1 2E-W Total Allowable
ft ft lbs3rd Floor 17 125 42,6002nd Floor 17 134 45,3001 st Floor 3 36 11,700
Story
StoryForce
0.75*(0.7rFx)(Ib)
StoryShear
0.75*(0.7rFx)■!bi
BEFORE RETROFIT "" "AFTERRETROFIT
E-WF v(lb ) D/C
% of story above
E-W Fv (Ib) D/C
% of story above
3rd Floor 14,075 14,075 42,600 0.33 42,600 0.332nd Floor 14,587 28,662 45,300 0.63 1.00 45,300 0.63 1.061 st Floor 8,093 36,755 11,700 3.14 0.26 46,843 0.78 1.03
Total = 36,755
2 Plaster on wood or metal lath, value per side 200 300Plaster on wood or metal lath, value per side 200
Exterior WallWall Type Description
SEISMIC FORCES AND DESIGN
Target Story Target Story
TribSeismic Force
(lbs)
Seismic force From Seismic force Total Wall Story ReductionWallType
RatingLine Area Diaphragm From Directly Seismic Length, L Stress (plf) Height, Hs H/L L/H Factor (adjusted for D/C
(ft2) Transfer (lbs) Above (lbs) Force (lbs) (ft) (ft) (2L/H) H/L)
1 st Floor Walls (Design for 80% of Story Strength above: 0.8x60000# = 48000# > 36874#)1 1,167 23,205 0 0 23,205 20 1,160 18 0.88 1.14 1.00 SIN 1.5 1,414 0.824 1,247 24,795 0 0 24,795 25 992 18 0.70 1.43 1.00 SIN 1.5 1,414 0.70
2,414 48,000 0 0 48,000Basement_________________________________________________________________________________
1 . 0 0 23,205 23,205 61 380 10 UFP CLIP4 - 0 0 24,795 24,795 38 653 10 UFP CLIP
0 0 0 48,000 48,000
East - West Direction
Target Story Target Story
TribSeismic Force
(lbs)
Seismic force From Seismic force Total Wall Story Reduction Wall RatingLine Area Diaphragm From Directly Seismic Length, L Stress (plf) Height, Hs H/L UH Factor Type (adjusted for D/C
(ft2) Transfer (lbs) Above (lbs) Force (lbs) (ft) (ft) (2L/H) H/L)
K)O
1st Floor Walls (Design for 85% of Story Strength above: 0.85x45300# = 38505> 36755#)A 891 14,212 0 0 14,212 22 646 18 MOMENT FRAMEB 1,053 16,796 0 0 16,796 15 1,120 18 1.17 0.86 1.00 SIN 1.5 1,414 0.79C 470 7,497 0 0 7,497 10.5 714 18 1.67 0.60 1.00 SIN 2 870 0.82
2,414 38,505 0 0 38,505
Basement________ (Design for 0.7*0.75*Cs*First story Weight (0.75*0.7*0.154*103096=8335#) and design load from story above)A 611 2,286 0 14,212 16,498 22 750 10.00 MOMENT FRAME
A.5 821 3,071 0 0 3,071 10 307 10.00 1.00 1.00 1.00 SIN 6 340 0.90B 400 1,496 0 16,796 18,293 15 1,220 10.00 0.67 1.50 1.00 SIN 1.5 1,414 0.86C 296 1,107 0 7,497 8,604 10 860 10.00 1.00 1.00 1.00 SIN 2 870 0.99
C.1 100 374 0 0 374 20 19 10.00 UFP CLIP2,228 8,335 0 38,505 46,840
Determine Vertical Distribution:
Story Height 0.75(0.7pFx) 0.75(Story Shear) Story Strength Weight(lb) Area 0.75*0.7*Cs*W/ AreaBasement - - - - - - -1st Floor 0 0 36,755 11,700 103,096 2,228 3.74
2nd Floor 18 8,093 36,755 45,300 127,172 2,414 4.263rd Floor 30 14,587 28,662 42,600 133,712 2,422 4.46
Roof 43V =
14,07536,755
14,075 - 91,076 2,422 ■
North - South DirectionDetermine Vertical Distribution:Story Height 0.75(0.7pFx) 0.75(Story Shear) Story Strength Area
Basement - - - - -
1st Floor 0 0 36,755 38,700 2,2282nd Floor 18 8,093 36,755 60,000 2,4143rd Floor 30 14,587 28,662 63,000 2,422
Roof 43 V =
14,07536,755
14,075 - 2,422
SMF Reduced Beam Section Moment Connection (RBSJRef. AISC Seismic Design Manual 2th Ed. AISC 341-10, AISC 358-10 Prequalified Connections for SMF and IMF
21Second Floor
W 12x45 Column: W 14x53 General:Bay Width = 16.5 ft (center line to center line) L1 = 18 ft (column below bm) Steel: ASTM A992/A992M, A1011
L = 15.3 ft (face of col) L2 = 0 ft (column above bm) HSLAS Grade 55 (380)No. Bms 1 No. Cols 1 Fy = 50 ksi
A = 13.1 in.2 A = 15.6 in.2 Fu = 65 ksid = 12.1 in. d = 13.9 in. Cpr accounts Cpr = (Fy+Fu)/(2Fy) <1.2 ANSI/AISC 358 Eq. 2.'tw = 0.335 in. tw = 0.37 in. for strain = 1.15bf = 8.05 in. bf = 8.06 in. hardening Ry = 1.1 Table A3.1, AISC 341tf = 0.575 in. tf = 0.66 in. E = 29,000 ksik = 1.08 in. k = 1.25 in.
Sx = 57.7 in.d ki = 1 in. Gravity Loads (1.2D + ^ L + 0.2S):Zx = 64.2 in.J Zx = 87.1 in/1 Pu = 0 kips mid-span pt loadry= 1.95 in Wu = 1 kips/ft
h/tw = 29.6 PU1 = Pu2 =Pc =
00
309
kips <Col. below kips <Column above kips
Beam Limitations Per section 5.3.1, AISC 358-10:1. Profile limitation specific to connection type W 12x45 OK2. Max depth for SMF - W36 W12x45 OK3. Beam Weight < 300 PLF OK4. Beam flange tf < 1.75" t,= 0.575 OK5. Span/Depth Ratio > 7 L/d = 15.21 OK6. Width-Thickness per AISC Seismic OK7. Lateral Bracing per 5.3.1.7, at d/2 beyond the end of the RBS OK
farthest from the face of the column8. Protected zone: beam btwn face of column & end of reduced beam section cut farthest from face of column
Ref. Table 1-3, AISC 341-10, 2nd edition
Ref. Table D1.1, AISC 341-10 per 9.D.D1.1b Lb = 0.086rvE/Fv = per D1.2b
Column Limitations Per section 5.3.2, AISC 358-10:1. Profile limitation specific to connection type W 14x532. Beam to be connected to the flange of the column3. Max depth for SMF - W36 W14x536. Width-Thickness per AISC Seismic
bf, rbs = 2(R-c)+ bf - V[R2-(b/3)2] = 5.67= bt rbs /(2*tf) = 4.93
Ahd = 0.3*V[E/Fy] = 7.22
OKOKOK
Ref. Table 1-3, AISC 341-10, 2nd edition
Af<Ahd Flange OK Ref. Table D 1.1, AISC 341-10
7. Lateral Bracing per AISC 341 section 9.7
Aw = h/tw = AM =2.45*V[E/Fy] =
29.6059.00 Aw<Ahd Web OK
OK
AISC 358-10 Section 5.8 - Design Procedure:Step 1: Select RBS Parameters:
ANSI/AISC 358 Eq. 5.8-1 0.5b, = ANSI/AISC 358 Eq. 5.8-2 0.65d = ANSI/AISC 358 Eq. 5.8-3 0.1b, =
4.037.870.81
<a << b << c <
0.75 b, = 0.85 d = 0.25 b, =
6.0410.292.01
a = 5 b = 10 c= 2
R = (4c2+b2)/(8c) = 7.25
Step 2: Compute Plastic Section Modulus at RBS:Zrbs = Zx -2*c*tb,*(d-tb,) = 38 in.3 ANSI/AISC 358 Eq. 5.8-4
Step 3: Compute Mpr at RBS:Mpr = CprRyF yZRBS = 2,384 kip-in 198.7 kip-ft ANSI/AISC 358 Eq. 5.8-5
Step 4: Compute Shear force at RBS:Sh =
L' = L-2a-2(b/2) = Vpr + Vgravjty VRBS = 2Mpr/L'+wuL72 + PJ2= Vpf - Vgravrty V RBS = 2Mpr/L'-wuL72 - PJ2=
10.0013.6835.922.2
inftkipkip
Step 5: Compute probable moment at face of column:M, =Mpr + Vrbs * Sh =
M’f =Mpr + Vrbs * Sh =2,7432,606
kip-inkip-in
229217
kip-ftkip-ft
ANSI/AISC 358 Eq. 5.8-6
Step 6: Compute plastic moment of beam ZbRyFy:
Mpe = RyFyZxBM = <|)dMpe =
4>d =
3.5313.531
1
kip-in 294.3 kip-in 294 ductile limit state
kip-ftkip-ft
ANSI/AISC 358 Eq. 5.8-7
ANSI/AISC 358 Section 2.4.1
Step 7: Check M f < </>Mpe:D/C = M,/((|)dMpe) = 0.78 <1.0, OK ANSI/AISC 358 Eq. 5.8-8
OKOKOK
Step 8: Determine required Shear Strength Vu of beam and beam web-to-column connection:
Vu = VRBS + wuSh = 37 kips ANSI/AISC 358 Eq. 5.8-9
22Step 9: Design beam web-to-column per section 5.6:
Height of Weld Access Hole Hh = maxfof, 3/4") + 3/8" = 1.13dbe = db-2(Hh + tbf)= 8.7
<|>Vn = 0.9*0.6*Fy*dbe*tbw = 79D/C = 0.47
dmin = Vu/^O.STyUCv) = 3.65
kips< 1.0, OKinmin remaining web depth between weld access holes
OK by inspection AISC Specification Section G2.1
Step 10: Check for continuity Plates:Use Continuity Plates.
Step 11: Check column-beam relationship limitations according to section 5.4:(1) Panel Zone per AISC 341-10 E3.6e:
6e.1: Ref Spec. J10.6, Effect of Panel Zone deformation Vc = (Mf+Mf’) / (hb/2+h,/2) = 50
Ru = lM f / ( d b-t,)-Vc= 415
Pr / Pc = 0.00J10.9: (pRn = cp*0.6*Fy*dc*tw = 154
Ru> <pRn: Column-web doubler plate is required
Size Web Doubler PlateDoubler Plate tp) = 0.75
6e.3: - 0.37(dz+ wz)/90 = 0.26
t > (dz + wz)/90 OKt= 1.12
not considered on frame stability: kip
kip Required Strength of Panel ZonePr/Pc < 0.4 Use eq'n J10-9
kip Available Shear Strength of Panel Zone
Q: t=thickness of column web OR doubler plate per pg 9.1-40 E3.6e.(2)tp* [Ru /(0.6*Fy(dc)]-tw = 0.62
tp> tp min OK
(2) Check Column-Beam Moment Ratio per AISC 341-10 E3.6' Beams
AISC Provisions Eq. E3-7 in (Combine tw and doubler plate thickness if doubler plate is plug welded to web)
ColumnsIMuv = (VRBS) (a+b/2+dc/2) = 608 kip-in Col Above Mpc =Zx(Fy-PUc/Ag) = 0 kip-in
ZMpb = IM pr+ I M uv = 2,992 kip-in Col Below Mpc =Zx(Fy-Puc/Ag) = 4,355 kip-inZMpb = IM pr+ I M uv = 249 kip-ft I M pc = 4,355 kip-in
I Mpc / 1 Mpb = 1.46 > 1.0, OK ZMpC = 363 kip-ft
Step 8: Lateral Bracing of Beams:1. Spacing of Braces:
Lbmax= 0.086ryE/Fy
use Lb =
8.113
6.00
ftbracesft
ANSI/AISC 358 Section D1.2b
OK
2. Brace Strength (AISC Seismic Design Manual Section D1,2C)M rLRFD= RyFyZRBS AISC 341 Eq. D1-6a
= 2,073 kip-inMrASD = RyFyZRBS /1.5 AISC 341 Eq. D1-6b
= 1,382 kip-in
Outer Braces - Plastic Hinge BracingPbrLRFD= 0.06RyFyZRBS/ho
10.79Pbr asd = 0.06(RyFyZRBS /1,5)/ho
7.20Center Braces - Nodal Lateral Bracing
Cd = 2.0PbrLRFD= 0.02RyFyZCd/ho
12.26Pbr ASD = 0.02(RyFyZ /1,5)Cd/ho
8.17
3. Brace Stiffness (AISC 14th Spec. App. 6, Eq. A.6-8)Pbr = (1/<t>) 10MrCd / (Lbh0) = 33
Brace angle = 8.79
AISC 341 Eq. D1-4a kipsAISC 341 Eq. D1-4b kips
AISC 360 App. 6 Eq. A-6-7 kipsAISC 360 App. 6 Eq. A-6-7 kips
kips/in AISC 360 App. 6.3.1b
SMF Reduced Beam Section Moment Connection (RBS)Ref. AISC Seismic Design Manual 2th Ed. AISC 341-10, AISC 358-10 Prequalified Connections for SMF and IMF
23First Floor
Beam:Bay Width =
L = No. Bms
A = d =
tw =bf = tf = k =
Sx =
W 12x4516.5 15.3
1
13.112.1
0.3358.05 0.575 1.08 57.7
Column: W14x53ft (center line to center line) ft (face of col)
L1 = L2 =
No. Cols
A = d =
tw = bf =tf = k =ki =
10182
15.6 13.9 0.378.06 0.66 1.25
1
ft (column below bm) ft (column above bm)
Cpr accounts for strain
hardening
Steel: ASTM A992/A992M, A1011 HSLAS Grade 55 (380)
Fy = 50 ksi
Fu = 65 ksiCpr = (Fy+Fu)/(2Fy) <1.2 ANSI/AISC 358 Eq. 2.4.3-2
= 1.15Ry = 1.1 Table A3.1, AISC 341E = 29,000 ksi
Gravity Loads (1.2D + f,L + 0.2S):Zx = 64.2 in.J Zx = 87.1 in.J Pu = 0 kips mid-span pt load
ry = 1.95 in wu = 1 kips/fth/tw = 29.6 Pu1 = 0 kips <Col. below
Pu2 = 0 kips <Column abovePC = 587 kips
Beam Limitations Per section 5.3.1, AISC 358-10:1. Profile limitation specific to connection type W 12x45 OK Ref. Table 1-3, AISC 341-10, 2nd edition2. Max depth for SMF - W36 W 12x45 OK3. Beam Weight < 300 PLF OK4. Beam flange tf < 1.75" t,= 0.575 OK5. Span/Depth Ratio > 7 L/d = 15.21 OK6. Width-Thickness per AISC Seismic OK Ref. Table D1.1, AISC 341-10 per 9.D.D1.7. Lateral Bracing per 5.3.1.7, at d/2 beyond the end of the RBS
farthest from the face of the columnOK Lb = 0.086rvE/Fv = per D1.2b
8. Protected zone: beam btwn face of column & end of reduced beam section cut farthest from face of column
Column Limitations Per section 5.3.2, AISC 358-10:1. Profile limitation specific to connection type W 14x53 OK Ref. Table 1-3, AISC 341-10, 2nd edition2. Beam to be connected to the flange of the column OK3. Max depth for SMF - W36 W 14x53 OK6. Width-Thickness per AISC Seismic
bf, rbs = 2(R-c)+ b, - V[R2-(b/3)2] = 5.67 in= bf rbs /(2*tf) = 4.93 in= 0.3*V[E/FyJ = 7.22 Af<Ahd Flange OK Ref. Table D1.1, AISC 341
Aw ~ h/tw = 29.60AM = 2.45*V[E/Fy] = 59.00 Aw<Ahd Web OK
7. Lateral Bracing per AISC 341 section 9.7 OK
AISC 358-10 Section 5.8 - Design Procedure:Step 1: Select RBS Parameters:
ANSI/AISC 358 Eq. 5.8-1 0.5bf = ANSI/AISC 358 Eq. 5.8-2 0.65d = ANSI/AISC 358 Eq. 5.8-3 0.1b, =
4.037.870.81
< a << b << c <
0.75 b, = 0.85 d = 0.25 b, =
6.0410.292.01
a = 5 in b = 10 in c = 2 in
R = (4c2+b2)/(8c) = 7.25 in
OKOKOK
Step 2: Compute Plastic Section Modulus at RBS:Zrbs = Zx -2*c*tbf*(d-tbf) = 38 in.d ANSI/AISC 358 Eq. 5.8-4
Step 3: Compute Mpr at RBS:Mpr = CprRyF yZRBs = 2,384 kip-in 198.7 kip-ft ANSI/AISC 358 Eq. 5.8-5
Step 4: Compute Shear force at RBS:s h =
L’ = L-2a-2(b/2) = Vp, + Vgravfty VRBS = 2Mpr/L'+wuL'/2 + PJ2= Vpr - Vgravrty V'rbs = 2Mpr/L'-wuL72 - PJ2=
10.0013.6835.922.2
inftkipkip
Step 5: Compute probable moment at face of column:Mf =Mpr + Vrbs * Sf, —
M', —Mpr + V'rbs * S^ —2,7432,606
kip-inkip-in
229217
kip-ftkip-ft
ANSI/AISC 358 Eq. 5.8-6
Step 6: Compute plastic moment of beam ZbRyFy:
Mpe = RyEyZxBM = 4>dMpe =
4>d =
3.5313.531
1
kip-in 294.3 kip-in 294 ductile limit state
kip-ftkip-ft
ANSI/AISC 358 Eq. 5.8-7
ANSI/AISC 358 Section 2.4.1
Step 1: Check M f < <t>Mpe :
D/C = Mf/(<J>dMpe) = 0.78 <1.0, OK ANSI/AISC 358 Eq. 5.8-8
Step 8: Determine required Shear Strength Vu of beam and beam web-to-column connection:Vu = VRBS + wuSh = 37 kips ANSI/AISC 358 Eq. 5.8-9
Step 9: Design beam web-to-column per section 5.6:Height of Weld Access Hole Hh = max(tbf, 3/4") + 3/8" = 1.13
dbe = db - 2(Hh + tbf) = 8.7<|)Vn = 0.9‘ 0.6‘ F/dbe‘ tbw = 79
D/C = 0.47dmin = Vu/(4>*0. 6*FytwCv) = 3.65
inkips<1.0, OKinmin remaining web depth between weld
s holes
OK by inspection AISC Specification Section G2.1
Step 10: Check for continuity Plates:Use Continuity Plates.
Step 11: Check coiumn-beam relationship limitations according to section 5.4:(1) Panel Zone per AISC 341-10 E3.6e:
6e.1: Ref Spec. J10.6, Effect of Panel Zone deformation not considered on frame stability:Vc = (Mf+Mf') / (hb/2+ht/2) = 32 kip
Ru = iM f / (db-tf)-Vc = 432 kip Required Strength of Panel Zone
Pr /P c = 0.00 Pr/Pc < 0.4 Use eq'n J10-9J10.9: q>Rn = cp*0.6*Fy*dc*tw = 154 kip Available Shear Strength of Panel Zone
Ru> q>Rn: Column-web doubler plate is required
Size Web Doubler PlateDoubler Plate tp, = 0.75 in
6e.3: tc* = 0.37 in(dz+ wz)/90 = 0.26 in
t > (dz + wz)/90 OKt= 1.12
Q: t=thickness of column web OR doubler plate per pg 9.1-40 E3.6e.(2)tp* [R u/(0 .6*Fy(dc)]-tw = 0.67
tp> tp min OK
AISC Provisions Eq. E3-7 in (Combine tw and doubler plate thickness if doubler plate is plug welded to web)
(2) Check Column-Beam Moment Ratio per AISC 341-10 E3.6e:Beams
£Muv = (VRBS) (a+b/2+dc/2) = 608 kip-in Col Above Mpc =Zx(Fy-PUc/Ag) = 4,355 kip-inZM pb= IM pr+ I M uv = 2,992 kip-in Col Below M ^ =Zx(Fy-Puc/Ag) = 4,355 kip-inZM pb= I M pr+I M uv = 249 kip-ft SMpe = 8,710 kip-in
Z Mpc / S Mpt, = 2.91 >1.0, OK SMpe = 726 kip-ft
Step 8: Lateral Bracing of Beams:1. Spacing of Braces:
Lbmax = 0.086ryE/Fy
use Lb =
B.11 3
6.00
ftbracesft
ANSI/AISC 358 Section D1.2b
2. Brace Strength (AISC Seismic Design Manual Section D1.2C) MrLRFD= RyFyZRBS
2,073MrAsD= RyFyZRBS /1.5
1,382
Outer Braces - Plastic Hinge BracingPbrLRFD= 0.06RyFyZRBS/ho
10.79
AISC 341 Eq. D1-6a kip-inAISC 341 Eq. D1-6b kip-in
AISC 341 Eq. D1-4a kips
5 = 0.06(RyFyZRBS /1.5)/ho AISC 341 Eq. D1-4b7.20
Center Braces - Nodal Lateral BracingCd =
PbrLRFD =2.0
0.02RyFyZCd/ho12.26
kips
AISC 360 App. 6 Eq. A-6-7 kips
D = 0.02(RyFyZ /1,5)Cd/ho AISC 360 App. 6 Eq. A-6-7J.17
3. Brace Stiffness (AISC 14th Spec. App. 6, Eq. A.6-8)Pbr = (1/<t>) 10MrCd/ (Lbh0) =
Brace angle =33
8.79
kips
kips/indegrees
AISC 360 App. 6.3.1b
25
26
IllRISA
Hot Rolled Steel Section SetsLabel Shape Type Design List_____ Material Design Rules A[in2] lyy [in4] Izz [in4] J [in4]
1 COL. W 14x53 Column Wide Flange A992 Typical 15.6 57.7 541 1.942 1st Floor BM. W 12x45 Beam Wide Flange A992 j Typical 13.1 50 348 1.263 2nd Floor BM. W 12x45 Beam Wide Flange A992 Typical 13.1 50 348 1.26
Concrete Section Sets _______________________________________________________________ Label Shape Type Design List Material Design Rul.. A[in2] lyy [in4] Izz [in4] J pn4]I 1 | C0NC1A ^RECT12X8| Beam | Rectangular |Conc3000... | Typical | 96 I 512 1 1152 11187.84
Hot Rolled Steel Design Parameters________________________________________________________Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp botfft] L-torq... Kyy Kzz Cb Function
1 M1 COL. 10 Lbyy Lateral2 M2 COL. 10 Lbyy Lateral3 M3 1st Floor BM. 16.5 Lbyy Lateral4 M4 2nd Floor B... 16.5 Lbyy Lateral5 M5 COL. 18 Lbyy Lateral6 M6 COL. 18 Lbyy Lateral
Joint Boundary ConditionsJoint Label X fk/inl Yfk/inl Z [k/inl X Rotfk-fl/radl Y Rot[k-ft/radl Z Rot.|k-lt/radl
1 N1 Reaction Reaction Reaction Reaction Reaction Reaction2 N2 Reaction Reaction Reaction Reaction Reaction Reaction3 N4 Reaction4 N3 Reaction5 N5 Reaction6 N6 Reaction
Basic Load CasesBLC Description _________ Category__________X Gravity Y Gravity Z Gravity Joint Point Distribut... Area(Me...Surfaced
1 Earthquake Load EL 22 Dead Load DL -1 13 Live Load LL I ! I ! 1
Load CombinationsDescription Solve PDeltaSRSSB.. Fac. B.. Fac. B... Fac. B ... Fac..B. Fac. B. Fac..B... Fac..B... Fac..B... Fac..B... Fac...
1 5) (1.2+02Sds)D ... Yes Y DL 1.4 EL 1 j LL .52 5) (12+0.2Sds)D Yes Y DL 1.4 EL -1 LL .53 7) (0.9-0.2Sds)D +.. Yes Y DL .7 EL 14 7) (G.9-0,2Sds)D - E Yes Y DL .7 EL 115 5) (12+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5} (1.2+0.2Sds)D Y DL 1.4 EL -3 LL .57 7) (0.9-0.2Sds)D +.. Y DL .7 EL 38 7) (0.9-G.2Sds)D -... Y DL .7 EL -3
27
IllRlSA
Joint Loads and Enforced^ Displacements (BLC 1 : Earthquake Load}Joint Label L.D.M Direction Magnitude[(k,k-ft), (in,rad), (k*sA2/ft.
1 N3 L X 2.52 N5 L _ . X .......... 14
Member Distributed Loads_____________________________________________________________________________ Member Label__________ Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location [ft,%] End Location [ft, %]
No Data to Print...
Joirrt Coordinates and TemperaturesLabel_____________ X [ft]_______ Y [ft]_______ Z [ft]_______ Temp [F] Detach From Diap.
L J _ j N1 0 0 0 02 N2 16.5 0 0 03 N3 0 10 0 04 N4 16.5 10 0 05 N5 0 28 0 06 N6 16.5 28 0 0
Member Section ForcesLC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo... z-z Mo..
1 1 M1 1 -13.248 8.186 0 0 0 73.5942 2 -13.433 8.186 0 0 0 53.133 3 -13.619 8.186 0 0 0 32.6664 4 -13.805 8.186 0 0 0 12.2025 5 -13.991 8.186 0 0 0 -8.2626 1 M2 1 19.469 8.33 0 0 0 73.917 2 19.283 8.33 0 0 0 53.0868 3 19.097 8.33 0 0 0 32.2629 4 18.911 8.33 0 0 0 11.43810 5 18.726 8.33 0 0 0 -9.38711 1 M3 1 1.226 -8.038 0 0 0 -69.30212 2 1.226 -8.295 0 0 0 -35.61413 3 1.226 -8.553 0 0 0 -.86514 4 1.226 -8.81 0 0 0 34.94615 5 1.226 -9.068 0 0 0 71.81816 1 M4 1 7.05 -7.29 0 0 0 -63.36217 2 7.05 -7.547 0 0 0 -32.76118 3 7.05 -7.805 0 0 0 -1.09719 4 7.05 -8.062 0 0 0 31.62820 5 7.05 -8.32 0 0 0 65.41521 1 M5 1 -5.953 6.911 0 0 0 61.04??.. 2 -6.287 6.911 0 0 0 29.93923 3 -6.622 6.911 0 0 0 -1.16124 ........ 4 -6.956 6.911 0 0 0 -32.26225 5 -7.291 6.911 0 0 0 -63.36226 1 M6 1 9.658 7.103 0 0 0 62.43227 2 9.324 7.103 0 0 0 30.4728 3 8.989 7.103 0 0 0 -1.49229 4 8.655 7.103 0 0 0 -33.45330 5 8.32 7.103 0 0 0 -65.41531 2 M1 1 19.468 -8.339 0 0 0 -74.058
28
llR IS A
Member Section Forces (Continued}LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo z-z Mo..,
32 2 19.282 -8.339 0 0 0 -53.2133 3 19.096 -8.339 0 0 0 -32.36234 4 18.91 -8.339 0 0 0 -11.51535 5 18.724 -8.339 0 0 0 9.33336 2 M2 1 -13.246 -8.176 0 0 0 -73.44837 2 -13.432 -8.176 0 0 0 -53.00738 3 -13.618 -8.176 0 0 0 -3256639 4 -13.804 -8.176 0 0 0 -12.12540 5 -13.99 -8.176 0 0 0 8.31641 2 M3 1 -1.277 9.068 0 0 0 71.89842 2 -1.277 8 81 0 0 0 35.02443 3 -1.277 8.553 0 0 0 -.78744 4 -1.277 8.295 0 0 0 -35.53745 5 -1.277 8.038 0 0 0 -69.22546 2 M4 1 -6.937 8.32 0 0 0 65.51647 2 -6.937 8.062 0 0 0 31.72848 3 -6.937 7.805 0 0 0 -.99749 4 -6.937 7.547 0 0 0 -32.66150 5 -6.937 7.29 0 0 0 -63.26351 2 M5 1 9.657 -7.116 0 0 0 -62.56452 2 9.322 -7.116 0 0 0 -30.54453 3 8.988 -7.116 0 0 0 1.47654 4 8.653 -7.116 0 0 0 33.49655 5 8.319 -7.116 0 0 0 65.51656 2 M6 1 -5.952 -6.898 0 0 0 -60.90957 2 -6.286 -6.898 0 0 0 -29.86658 3 -6.62 -6.898 0 0 0 1.17759 4 -6.955 -6.898 0 0 0 32.2260 5 -7.289 -6.898 0 0 0 63.26361 3 M1 1 -14.795 8.22 0 0 0 73.67462 2 -14.888 8.22 0 0 0 53.12463 3 -14.981 8.22 0 0 0 32.57464 4 -15.074 8.22 0 0 0 12.02465 5 -15.166 8.22 0 0 0 -8.52766 3 M2 1 17.905 8.287 0 0 0 73.75967 2 17.813 8.287 0 0 0 53.04168 3 17.72 8.287 0 0 0 32.32269 4 17.627 8.287 0 0 0 11.60470 5 17.534 8.287 0 0 0 -9.11571 3 M3 1 1.239 -8.291 0 0 0 -69.91672 2 1.239 -8.42 0 0 0 -35.44973 3 1.239 -8.549 0 0 0 -.45274 4 1.239 -8.677 0 0 0 35.07675 5 1.239 -8.806 0 0 0 71.13676 3 M4 1 6.999 -7.543 0 0 0 -63.86877 2 6.999 -7.672 0 0 0 -32.48678 3 6.999 -7.801 0 0 0 -.57379 4 6.999 -7.93 0 0 0 31.8780 5 6.999 -8.058 0 0 0 64.84581 3 M5 1 -6.875 6.959 0 0 0 61.38982 2 -7.042 6.959 0 0 0 30.07583 3 -7.21 6.959 0 0 0 -1.23984 4 -7.377 6.959 0 0 0 -32.55485 5 -7.544 6.959 0 0 0 -63.868
29
IllRISA_______Member Section Forces (Continued}
LC Member Label Sec_____ Axialfk] y Shearfk] z Shearfkl Torque|K-ftl y-y Mo... z-z Mo..86 3 M6 1 8728 7.048 0 0 0 62.0287 2 8.561 7.048 0 0 0 30.30488 3 8.393 7.048 0 0 0 -141289 4 8.226 7.048 0 0 0 -33 12990 5 8.059 7.048 0 0 0 -64.84591 4 M1 1 17.904 -8.297 0 0 0 -73.90792 2 17.811 -8.297 0 0 0 -53.16593 3 17.718 -8.297 0 0 0 -32.42394 4 17.626 -8.297 0 0 0 -11.6895 5 17.533 -8.297 0 0 0 9.06296 4 M2 1 -14.794 -8.211 0 0 0 -73.52997 2 -14.887 -8.211 0 0 0 -53.00298 3 -14.979 -8.211 0 0 0 -32.47499 4 -15.072 -8.211 0 0 0 -11.947100 5 -15,165 -8211 0 0 0 8.58101 4 M3 1 -1.265 8.806 0 0 0 71.215102 2 -1.265 8.677 0 0 0 35.155103 3 -1.265 8.549 0 0 0 -.374104 4 -1.265 8.42 0 0 6 -35.372105 5 -1.265 8.291 0 0 0 -69.839106 4 M4 1 -6.988 8.058 0 0 0 64.946107 2 -6.988 7.93 0 0 0 31.971108 3 -6.988 7.801 0 0 0 -.473109 4 -6.988 7.672 0 0 0 -32.387110 5 -6.988 7.544 0 0 0 -63.769111 4 M5 1 8.727 -7.061 0 0 0 -62.153112 2 8.559 -7.061 0 0 0 -30.378113 3 8.392 -7.061 0 0 0 1.397114 4 8.225 -7.061 0 0 0 33.172115 5 8.058 -7.061 0 0 0 64.946116 4 M6 1 -6.874 -6.946 0 0 0 -61.259117 2 -7.041 -6.946 0 0 0 -30.002118 3 -7.208 -6.946 0 0 0 1.255119 4 -7.376 -6.946 0 0 0 32.512120 5 -7.543 -6.946 0 0 0 63.769
MemberAJSC 14th(360-10): LRFD Steel Co</e ChecksLC Member Shape UC Max Locfft] Shear UC Locffl Dir phi*Pnc[k] phi*Pnt[k] phi*Mny... phi*Mnz... Cb Eqn
1 1 M1 W 14x53 .235 0 .053 0 y 528.092 702 82.5 326.625 1.801 H1-1 b2 11 M2 W 14x53 .245 0 .054 0 y 528.092 702 82.5 326.625 1.821 m m3 1 M3 W 12x45 .301 16.5 .075 16.5 y 278.176 589.5 71.25 240.75 2.275 H1-1b4 1 M4 W 12x45 .284 16.5 .068 16.5 y 278.176 589.5 71.25 240.75 2.264 H1-1b5 1 M5 W 14x53 .199 18 .045 0 y 279.115 702 82.5 326.625 2.265 H1-1b6 1 M6 W 14x53 .215 18 .046 0 y 279.115 702 82.5 326.625 2.263 H1-1b7 2 M1 W 14x53 .245 0 .054 0 y 528.092 702 82.5 326.625 1.82 H1-1 b8 2 M2 W 14x53 .234 0 .053 0 y 528.092 702 82.5 326.625 1.803 H1-1b9 2 M3 W 12x45 .300 0 .075 0 y 278.176 589.5 71.25 240.75 2.278 H1-1 b10 2 M4 W 12x45 .278 0 .068 0 y 278.176 589.5 71.25 240.75 2.269 H1-1b11 2 M5 W 14x53 .215 18 .046 0 y 279.115 702 82.5 326.625 2.263 H1-1b12 2 M6 W 14x53 .199 18 .045 0 y 279.115 702 82.5 326.625 2.265 H1-1b13 3 M1 W 14x53 .236 0 .053 0 y 528.092 702 82.5 326.625 1.806 H1-1 b14 3 M2 W 14x53 .243 0 .054 0 y 528.092 702 82.5 326.625 1.816 H1-1b15 3 M3 W 12x45 .298 16.5 .072 16.5 y 278.176 589.5 71.25 240.75 2.273 H1-1 b
30
IllRISAMember AISC 14th(360-10): LRFl3 Steel Code Checks (Continued}
LC Member Shape UC Max Loc[ft] Shear UC Locfftl Dir phi*Pnc[k] phi*Pnt[k] phi*Mny... phi*Mnz... Cb Eqn16 3 M4 W 12x45 .282 16.5 .066 16.5 y 278.176 589.5 71.25 240.75 2.267 H1-1b17 3 M5 W 14x53 .201 18 .045 0 y 279.115 702 82.5 326.625 2.265 H1-1 b18 3 M6 W 14x53 .213 18 .046 0 y 279.115 702 82.5 326.625 2.264 H1-1b19 4 M1 W 14x53 .243 0 .054 0 y 528.092 702 82.5 326.625 1.815 H1-1 b20 4 M2 W 14x53 .236 o .053 0 y 528.092 702 82.5 326.625 1.807 H1-1b21 4 M3 W 12x45 .297 0 .072 0 y 278.176 589.5 71.25 240.75 2.276 H1-1 b22 4 M4 W 12x45 .276 0 .066 0 y 278.176 589.5 71.25 240.75 2.272 H1-1b23 4 M5 W 14x53 .213 18 .046 0 y 279.115 702 82.5 326.625 2.264 H1-1 b24 4 M6 W 14x53 .201 18 | .045 0 v 279.115 702 82.5 326.625 2.265 H1-1b
31
IllRISA
Load CombinationsDescription Solve PDeltaSRSSB. Fac..B.. Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac...
1 5) (1.2+0.2Sds)D ... Yes Y DL 1.4 EL 1 LL .52 5) (1.2+0.2Sds)D «... Yes Y DL 1.4 EL -1 ' LL .53 7) (0.9-0.2Sds)D +.. Yes Y DL .7 EL 14 7) (0.9-0.2Sds)D - E Yes Y DL .7 EL -15 5) (1.2+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5) (1 -2-K).2Sds)D - . Y DL 14 EL -3 LL .57 7) (0.9-0.2Sds)D +.. Y DL .7 EL 38 7) (0.9-0.2Sds)D -... Y DL .7 EL ~3
Joint DeflectionsLC _______ Joint Label________ X [in] Y [in] Z pn] X Rotation [rad] Y Rotation [rad] Z Rotation [rad]
1 1 N1 0 0 0 0 0 02 1 N2 0 0 0 0 0 03 1 N3 .337 .005 0 0 0 -3.748e-034 1 N4 .337 -.006 0 0 0 -3.701e-035 1 N5 1.612 .008 0 0 0 -3.508e-036 1 N6 1.607 -.012 0 0 0 -3.393e-037 2 N1 0 0 0 0 0 08 2 N2 0 0 0 0 0 09 2 N3 -.337 -.006 0 0 0 3 713e-0310 2 N4 -.337 .005 0 0 0 3.736e-0311 2 N5 -1.612 -.012 0 0 0 3.408e-0312 2 N6 -1.607 .008 0 0 0 3,493e-0313 3 N1 0 0 0 0 0 014 3 N2 0 0 0 0 0 015 3 N3 .337 .005 0 0 0 -3.737e-0316 3 N4 .336 - 006 0 0 0 -3.708e-0317 3 N5 1.611 .009 0 0 0 -3.481e-0318 3 N6 1.606 -.011 0 0 0 -3.417e-0319 4 N1 0 0 0 0 0 020 4 N2 0 0 0 0 0 021 4 N3 -.337 -.006 0 0 0 3.72e-0322 4 N4 -.336 .005 0 0 0 3.726e-0323 4 N5 -1.611 -.011 0 0 0 3.431 e-0324 4 N6 -1.606 .009 0 0 0 3.467e-03
5.2 APPEN DIX B
SMF Welded Unreinforced Flange Connection (WUF-W)Ref. AISC 14th Ed., AISC 341-10 Seismic Provisions and AISC 358s1-11 Prequalified Connections for SMF and IMF
33
Beam: W8x21 Column: W8x40 General: Steel: ASTM A992/A992M, A1011L = 10 ft (face of a L = 6 feet HSLAS Grade 55 (380)
No. Bms 1 No. Cols 2 Fy = 50 ksiA = 6.16 in / A = 11.7 Fu = 65 ksid = 8.28 in. d = 8.25 in. Cpr = 1.4 Ch. 8.7, AISC 358tw = 0.25 in. tw = 0.36 in. Ry = 1.1 Table A3.1, AISC 341bf = 5.27 in. bf = 8.07 in. E = 29,000 ksiiicoII 0.56 in.k = 0.7 in. k = 0.954 in. GRAVITY LOADS (1.2D + f,L + 0.2S)
Sx= 18.2 in.J k! = 0.8125 in. Pu = 0 kips mid-span pt loadZx= 20.4 in." Zx = 39.8 in.J wu = 0 kips/ftry = 1.26 in Pm = 12.5 kips <Col. below
Pu2 = 1.74 kips <Column abovePc = 853 kips
Beam Limitations Per 8.3.1, AISC 358-s1:2. Max depth for SMF - W36 W8x21 OK3. Beam Weight < 150 PLF OK4. Beam flange tf < 1.00" tf = 0.4 OK5. Span/Depth Ratio > 7 U6 = 14.49 OK6. Width-Thickness per AISC Seismic OK Ref. Table 1-3, AISC Seismic Design Manual7. Lateral Bracing per 341 sect. 9.8, at d from face of col OK
Column Limitations Per 8.3.2, AISC 358-s1:3. Max depth for SMF - W36 W8x40 OK6. Width-Thickness per AISC Seismic OK Ref. Table 1-3, AISC Seismic Design Manual7. Lateral Bracing per 341 sect. 9.7 OK
AISC 358-05s1 Section 8.7 - Design Procedure:Step 1: Compute Mpr at Plastic Hinge Location:
Mpr = 1,571 kip-in
Step 2: Set Plastic Hinge location at face of column:Sh = 0.00 in
Step 3: Compute shear force at face of column:Vh = 26 kips
Step 4: Check Column-Beam Moment Ratio per 8.4:Beams (Section 8.4,358) Columns (E3.4a, 341)
Mv = Vh x dc/2 = 108 kip-in Col Above Mpc = 1,984Z (Mpr +MV) = 1,679 kip-in Col Below Mpc = 1,947
Number of Beams: 1 \ SMpc = 3,9322 Mpb = 1,679 kip-in
I Mpc / 1 Mpb = 2.34 >1.0, OK
34Step 5: Check Panel Zone per AISC 341-10 Ch. E3. 6e & 6g:
Doubler Plate tp] = 0.5 inE3.6e.3: Effect of Panel Zone deformation not considered on frame stability:
Vu = SMf / (db - tbf) - Vc = 176 kipsPr /P c = 0.01 if < 0.4, Use eq'n J10-9 per specifications. |f >0.4, use Eq’n J10-10 per
J10.9: (|)Vn = 213 kips specifications.D/C = 0.83 <1.0, OK
tcw = 0.36 inDoubler Plate tpi = 0.5 in
t = 0.86 in (Combine tw and doubler plate thickness if doubler plate is plug welded to web)(dz+wz)/90= 0.16 in
t > (dz + wz)/90 OK
Step 6: Check beam design Shear Strength:Vu = Vh = 26 kips Beam shear corresponding to Mpr
Height of Weld Access Hole Hh = max(tbf, 3/4") + 3/8" = 1.13 indbe = db - 2(Hh + tbf) = 5.23 in
(|>Vn = 0.9*0.6*Fy*dbe*tbw = 35 kipsD/C = 0.74 <1.0, OK
Step 7: Check for continuity Plates: Use Continuity Plates.
Step 8: Lateral Bracing of Beams:1. Spacing of Braces:
Lb = 0.086ryE/Fy = 5.24 feetL - 2d = 8.62 feet (dist. between stiffener/brace at end of RBS)
2. Brace Strength (AISC Seismic Design Manual Section D1.2C)
Inside BracesPbr = 0.02MrCd/ho = 2.85 kips (LRFD)
0.7Pbr= 1.99 kips(ASD)
Mr = RyZxFy = 1,122 kip-in
O CL
II 1.0
zr
oII CL II 7.88 in
Outside BracesPbr = 0.06MrCd/ho = 8.54 kips (LRFD)
0.7Pbr = 5.98 kips (ASD)
3. Brace Stiffness (AISC 14th Spec. App. 6, Eq. A.6-8) Pbr= (1/<l>) 10MrCd / (Lbh0) = 18 kips/in
35
36
IllRISA
Hot Rolled Steel Section SetsLabel Shape Type Design List Material Design Rules A[in2] lyy [in4] Izz [in4] J pn4]
1 COL W8x40 Column Wide Flange A992 Typical 11.7 49.1 146 1.122 I BM W8x21 Beam Wide Flange A992 Typical 6.16 9.77 75.3 .282
Concrete Section Sets______________________________________________________________________ Label Shape Type Design List Material Design Rul A[in2] lyy [in4] Izz [in4] J [in4]j 1 j GB |CRECT30... | Beam | Rectangular |Conc3000... | Typical | 720 I 34560 I 54000 |68567.04j
Hof Rolled Steel Design ParametersLabel Shape Length [ft] Lbyy[ft] Lbzz[ft] Lcomp topfft] Lcomp botfft] L-torq... Kyy Kzz Cb Function
1 M1 COL 8 Lateral2 M2 COL 8 Lateral3 M3 BM 6 Lbyy Lateral
Joint Boundary ConditionsJoint Label X fk/inl Yfk/inl Z Ik/in| X RoUk-ft/radl Y Rot[k-fl/radl Z Rot.fk-ft/racH
1 N1 Reaction Reaction Reaction2 N2 Reaction Reaction Reaction3 N3 Reaction4 N4 : Reaction
Basic Load CasesBLC Description _________ Category__________ X Gravity Y Gravity Z Gravity Joint Point Distribut.. Area(Me...Surface(.
1 Earthquake Load EL 12 Dead Load DL -13 Live Load LL
Load CombinationsDescription Solve PDeltaSRSSB. Fac..B... Fac..B. Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac...
1 5) (1.2+0.2Sds)D ... Yes Y DL 1.4 EL 1 LL .52 5}(1.2+Q.2Sds)D Yes Y DL 1.4 EL -1 LL .53 7) (0.9-0.2Sds)D +... Yes Y DL .7 EL 14 7) (0.9-0.2Sds)D - E Yes Y DL 7 EL -15 5) (1,2+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5) (12+G2Sds)D - Y DL 1.4 EL -3 LL .57 7) (0.9-0.2Sds)D +.. Y DL .7 EL 38 7) (G.9-0.2Sds)D -... Y DL .7 EL -39 1.14D + 0.7.E Y DL 1.14 EL .710 1.14D-0.7.E Y DL 1.14 EL - 711 0.46D + 0.7E Y DL .46 EL .712 0.46D - 0.7E Y DL .46 EL -.713 1.1D + 0.525E + 0... Y DL 1.1 EL .525 LL .7514 1.1D - 0.525E +0.... Y DL 1.1 EL -.525 LL .7515 1.0D + E + 0.5L Y DL 1 EL 1 LL .516 1.0D - E + Q.5L Y DL 1 EL li,; LL .517 1.0D+E Y DL 1 EL -118 1.0D-E Y DL 1 EL ~1
37
IllRISA
Joint Loads and Enforced^ Displacements (BLC 1 : Earthquake Load)__________________________ _______________ Joint Label____________________ L,D,M_________ Direction____ Magnitude[(k,k-ft), (in,rad), (k*sA2/ftI 1 i N3 [ L I X I 11
Member Distributed^ Loads_________________ Member Label__________ Direction Start Mag nitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location [ft, %]
No Data to Print...
Joint Coordinates and TemperaturesLabel_____________ X [ft]_______ Y [ft]_______ Z [ft]_______ Temp [F] Detach From Diap.
1 N1 0 0 0 02 N2 6 0 0 03 N3 0 8 0 04 N4 6 8 0 0
Member Section ForcesLC Member Label Sec Axialfkl y Shearfk] z Shear[k] Torque [k-ft] y-y Mo... z-z Mo...
1 1 M1 1 -14.141 5.5 0 0 0 02 2 -14.252 5.5 0 0 0 -113 3 -14.364 5.5 0 0 0 -22.0014 4 -14.475 5.5 0 0 0 -33.0015 5 -14.587 5.5 0 0 0 -44.0016 1 M2 1 15.209 5.505 0 0 0 07 2 15.097 5.505 0 0 0 -11.0118 3 14.986 5.505 0 0 0 -22.0229 4 14.874 5.505 0 0 0 -33.03310 5 14.763 5.505 0 0 0 -44.04311 1 M3 1 5.361 -14.586 0 0 0 -44.00112 2 5.361 -14.63 0 0 0 -2208913 3 5.361 -14.674 0 0 0 -.11114 4 5.361 -14.718 0 0 0 21.93315 5 5.361 -14.762 0 0 0 44.04316 2 M l 1 15.208 -5516 0 0 0 017 2 15.097 -5.516 0 0 0 11.03118 3 14.985 -5.516 0 0 0 22.06319 4 14.874 -5.516 0 0 0 33.09420 5 14.762 -5.516 0 0 0 44,12621 2 M2 1 -14.141 -5.491 0 0 0 022 2 -14.252 -5.491 0 0 0 10.98123 3 -14.363 -5.491 0 0 0 21.96324 4 -14.475 -5.491 0 0 0 32.94425 5 -14.586 -5.491 0 0 0 43.92626 2 M3 1 -5.629 14.763 0 0 0 44.12627 2 -5.629 14.719 0 0 0 22.01428 3 -5.629 14.675 0 0 0 -.03229 4 -5.629 14.631 0 0 0 -22.01230 5 -5.629 14.587 0 0 0 -43.92631 3 M1 1 -14.404 5.502 0 0 0 032 2 -14.46 5.502 0 0 0 -11.00533 3 -14.515 5.502 0 0 0 -22.0134 | 4 -14.571 5.502 0 0 0 -33.014
38
IllRISA_______Member Section Forces (Continued}
LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo z-z Mo..35 5 -14.627 5.502 0 0 0 -44.01936 3 M2 1 14.938 5.5 0 0 0 037 2 14.882 5.5 0 0 0 -1138 3 14.826 5.5 0 0 0 -22.00139 4 14.771 5.5 0 0 0 -33.00140 5 14.715 5.5 0 0 0 -44.00241 3 M3 1 5.357 -14.626 0 0 0 -44.01942 2 5.357 -14.648 0 0 0 -22.06343 3 5.357 -14.67 0 0 0 -.07544 4 5.357 -14.692 0 r o 0 21 94745 5 5.357 -14.714 0 0 0 44.00246 4 Ml 1 14.937 -5.51 0 0 0 047 2 14.882 -5.51 0 0 0 11.02148 3 14.826 -5,51 0 0 0 22.04249 4 14.77 -5.51 0 0 0 33.06350 5 14.714 -5.51 0 0 0 44.08451 4 M2 1 -14.403 -5.493 0 0 0 052 2 -14.459 -5.493 0 0 0 10.98653 3 -14.515 -5.493 0 0 0 21.97254 4 -14.571 -5.493 0 0 0 32.95855 5 -14.626 -5.493 0 0 0 43.94356 4 M3 1 -5 633 14.715 0 0 0 44.08457 2 -5.633 14.693 0 0 0 22.02858 3 -5.633 14.671 0 0 0 .00459 4 -5.633 14.649 0 0 0 -21.98660 5 -5.633 14.627 0 0 0 -43.943
Member AJSC 14th(360-10): LRFD Steel Code ChecksLC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir phi*Pnc[k] phi*Pnt[k] phi*Mny. phi*Mnz... Cb Eqn
1 1 M1 W8x40 .309 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1 b2 1 M2 W8x40 .312 8 .062 0 ¥ 448.398 526.5 69.375 149.25 1.667 H1-1b3 1 M3 W8x21 .588 6 .238 6 y 218.275 277.2 21.337 76.5 2.269 H1-1b4 2 M1 W8x40 .312 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1b5 2 M2 W8x40 .308 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1 b6 2 M3 W8x21 .587 0 .238 0 y 218.275 277.2 21.337 76.5 2.274 H1-1b7 3 M1 W8x40 .309 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1 b8 3 M2 W8x40 .311 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1 b9 3 M3 W8x21 .588 0 .237 6 y 218.275 277.2 21.337 76.5 2.27 H1-1 b10 4 M i W8x40 .312 3 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1b11 4 M2 W8x40 .308 8 .062 0 y 448.398 526.5 69.375 149.25 1.667 H1-1 b12 4 M3 W8x21 .586 0 .237 0 y 218.275 277.2 21.337 76.5 2.275 H1-1b
39
IllRISA
Load CombinationsDescription Solve PDeltaSRSSB... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac...
1 5) (1.2+0.2Sds)D ... Yes Y DL 1.4 EL 1 LL .52 5) (1,2+02Sds)D -. Yes Y DL 1.4 EL m LL .53 7) (0.9-0.2Sds)D +.. Yes Y DL .7 EL 14 7) (0.9-0.2Sds)D - E Yes Y DL .7 EL «i5 5) (1.2+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5) (12+02Sds)D Y DL 1.4 EL -3 LL .57 7) (0.9-0.2Sds)D +.. Y DL .7 EL 38 7) (0.9-0.2Sds)D -... v DL .7 EL -39 1.14D + 0.7.E Y DL 1.14 EL .710 1.14D - 0.7.E Y DL 1.14 EL -.711 0.46D + 0.7E Y DL .46 EL .712 0.46D - 0.7E Y DL .46 EL -.713 1.1D + 0.525E + 0... Y DL 1.1 EL .525 LL .7514 1.1D ~ 0.525E +0.... Y DL 1.1 EL -.525 LL .7515 1.0D + E + 0.5L Y DL 1 EL 1 LL .516 1 .0 D -E + 0 .5 L Y DL 1 EL -1 LL .517 1.0D+E Y DL 1 EL -118 1.0D-E Y DL 1 EL -1
Joint DeflectionsLC _______ Joint Label________ X [in] Y [in] Z pn]_____ X Rotation [rad] Y Rotation [rad] Z Rotation [rad]
1 1 N1 0 0 0 0 0 -1.198e-022 1 N2 0 0 0 0 0 -1.195e-023 1 N3 .929 .005 0 0 0 -4.494e-034 1 N4 .926 -.005 0 0 0 -4.461 e-035 2 N1 0 0 0 0 0 1.198e-026 2 N2 0 0 0 0 0 1.194e-027 2 N3 -.929 -.005 0 0 0 4.48e-038 2 N4 -.926 .005 0 0 0 4.474e-039 3 N1 0 0 0 0 0 -1.197e-0210 3 N2 0 0 0 0 0 -1.195e-0211 3 N3 .929 .005 0 0 0 -4.489e-0312 3 N4 .926 -.005 0 0 0 -4.463e-0313 4 N1 0 0 0 0 0 1.198e-0214 4 N2 0 0 0 0 0 1.194e-0215 4 N3 -.929 -.005 0 0 0 4.483e-0316 4 N4 -.926 .005 0 0 0 4.47e-03
41
IllRISA
Hot Rolled Steel Section SetsLabel Shape Type Design List Material Design Rules A[in2] lyy [in4] Izz [in4] J pn4]
1 COL W8x40 Column I Wide Flange A992 I Typical 11.7 I 49.1 146 1.12 J2 I BM f W8x21 Beam J Wide Flange m m Typical 6.16 I 9.77 75.3 .282 j
Concrete Section Sets______________________________________________________________________Label Shape Type Design List Material Design Rul... A[in2] lyy [in4] Izz [in4] J pn4]
| 1 | GB |CRECT30...| Beam I Rectangular |Conc3000... | Typical | 720 I 34560 | 54000 |68567.04l
Hot Rolled ̂Stee[ Design ParametersLabel Shape Length [ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp botfft] L-torq... Kyy Kzz Cb Function
1 M1 COL 6 jLateral2 M2 BM 6 ................... I..... Lbyy..... [Lateral
Joint Boundary ConditionsJoint Label Xfk/inl Yfk/in] Z |k/inl X Rotfk-fl/radl Y Rot[k-fl/rad1 Z Rot.|k-(t/radl
1 N1 Reaction Reaction Reaction2 N2 Reaction Reaction Reaction3 N3 Reaction4 N4 Reaction I
Basic Load CasesBLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut... Area(Me... Surface(...
1 Earthquake Load EL 12 Dead Load DL -1 ■ ■13 Live Load LL
Load CombinationsDescription Solve PDeltaSRSSB... Fac..B. Fac..B... Fac. B... Fac. B Fac..B Fac. B... Fac. B... Fac..B... Fac..B... Fac...
1 5) (1.2+0.2Sds)D ... Yes Y DL 1.4 EL 1 LL .52 5} (1.2+0.2Sds)D Yes Y DL 1.4 EL -1 LL .53 7) (0.9-0.2Sds)D +.. Yes Y DL .7 EL 14 7) (0.9-0.2Sds)D - E Yes Y DL .7 EL -15 5) (1.2+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5) (12+02Sds)D Y DL 11.4 EL -3 LL .57 7) (0.9-0.2Sds)D +... Y DL .7 EL 38 7) (0.9-0.2Sds)D -... Y DL .7 EL -39 1.14D + 0.7.E Y DL 1.14 EL .710 m m m w M Y DL i l l EL -.711 0.46D + 0.7E Y DL .46 EL .712 0.46D - 0.7E Y DL .46 EL -.713 1.1D + 0.525E + 0... Y DL 1.1 EL .525 LL .7514 1.1 D - Q.525E + 0.... Y DL 1.1 EL -.525 LL .7515 1.0D + E + 0.5L Y DL 1 EL 1 LL .516 1 .0 D -E + Q.5L Y DL 1 EL -1 LL .517 1.0D+E Y DL 1 EL -118 1.0D-E Y DL 1 EL -1
42
IllRISA
Joint Loads and Enforced Displacements (BLC 1_ : Earthquake Load}__________________________Joint Label L.D.M Direction Maqnitude[(k,k-ft), (in,rad), (k*sA2/ft..
1 I N4 I L I X I 11
Member Distributed^ Loads_____________________________________________________________________________ Member Label__________ Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location [ft, %]
No Data to P rin t...
Joint Coordinates and TemperaturesLabel_____________ Xfffl Yfftl Z jft] TempfFl Detach From Diap..
1 N1 0 0 0 02 N2 6 0 0 03 N3 3 0 0 04 N4 3 6 0 0
Member Section ForcesLC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo... z-z Mo...
1 1 M1 1 -5.5 -10.746 0 0 0 02 2 '5.5 -10.83 0 0 0 16.1823 3 -5.5 -11.089 0 0 0 -33.5184 4 5.5 -11.173 0 0 0 -16.8225 5 5.5 . -11.256 0 0 0 06 1 M2 1 0 -11001 0 0 0 07 2 .044 -11.001 0 0 0 16.5028 3 .088 >11.001 0 0 0 33.0039 4 .132 -11.001 0 0 0 49 505
I I 5 .176 -11001 0 0 0 66.00711 2 M1 1 5.5 11.256 0 0 0 012 2 5.5 11173 0 0 0 -16.82213 3 5.5 11.089 0 0 0 -33.51814 4 -5.5 10.83 0 0 0 16.18215 5 -5.5 10.746 0 0 0 016 2 M2 1 0 11001 0 0 0 017 2 .044 11.001 0 0 0 -16.50218 3 .088 11.001 0 0 0 -33.00319 4 .132 11.001 0 0 0 -49.50520 5 .176 11001 0 0 0 -66.00721 3 M1 1 -5.5 -10.873 0 0 0 022 2 -5.5 -10.915 0 0 0 16.34?"23 3 -5.5 -11.045 0 0 0 -33.25924 4 5.5 -11.086 0 0 0 -16.66125 5 5.5 -11.128 0 0 0 026 3 M2 1 0 -11.001 0 0 0 027 2 .022 -11.001 0 0 0 16.50128 3 .044 -11.001 0 0 0 33.00229 4 .066 -11.001 0 0 0 49.50330 5 .088 -11.001 0 0 0 66.00331 4 M1 1 5.5 11.128 0 0 0 032 2 5.5 11.086 0 0 0 -16.66133 3 5.5 11.045 0 0 0 -33.25934 4 -5.5 10.915 0 0 0 16.341
43
IllRISA_______Member Section Forces [Continued
LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo... z-z Mo...35 5 -5.5 10.873 0 0 0 036 4 M2 1 0 11.001 0 0 0 037 2 .022 11.001 0 0 0 -16.50138 3 .044 11001 0 0 0 -33.00239 4 .066 11.001 0 0 0 -49.50340 5 .088 11.001 0 0 0 -66.003
Member AISC U thg& M O ^ LRFD Stee[ Code ChecksLC Member Shape UC Max Locfftl ShearUC Locfftl Dirphi*Pncfkl phi*Pnt|kl phi*Mny... phi*Mnz... Cb Eqn
1 1 M1 W8x40 .230 3 .126 6 y 481.03 526.5 69.375 149.25 1.322 H1-1 b2 1 M2 W8x21 .863 6 .177 0 y 218.275 277.2 21.337 76.5 1.667 H1~1b3 2 M1 W8x40 .230 3 .126 0 y 481.03 526.5 69.375 149.25 1.322 H1-1 b4 2 M2 W8x21 .863 6 .177 0 y 218.275 277.2 21.337 76.5 1.667 H1~1b5 3 M1 W8x40 .228 3 .125 6 y 481.03 526.5 69.375 149.25 1.319 H1-1b6 3 M2 W8x21 .863 6 .177 0 y 218.275 277.2 21.337 76.5 1.667 H‘1-1b7 4 M1 W8x40 .229 3 .125 0 y 481.03 526.5 69.375 149.25 1.319 H1-1 b8 4 M2 W8x21 .863 6 .177 0 y 218.275 277.2 21.337 76.5 1.667 H1-1b
44
IllRISA
Load CombinationsDescription Solve PDeltaSRSSB... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac.. B... Fac..B... Fac.. B... Fac..
1 5) (1,2+0.2Sds)D ... Yes Y DL 1.4 EL 1 LL .52 5)(1.2*0.2Sds)D «... Yes Y . DL 1.4 EL -1 LL .53 7) (0.9-0.2Sds)D +.. Yes Y T DL .7 EL 14 7) (G.9-Q.2Sds)D - E Yes Y 1 DL .7 EL 4 j5 5) (1.2+0.2Sds)D ... Y DL 1.4 EL 3 LL .56 5) (1.2+0.2Sds)D -... Y DL 1.4 EL -3 LL .57 7) (0.9-0.2Sds)D + .. Y DL .7 EL 38 7) (0.9-0.2Sds)D - ... Y DL .7 EL -39 1.14D + 0.7.E Y DL 1.14 EL .710 1/14D-Q.7.E Y DL 1.14 EL -.7 I11 0.46D + 0.7E Y DL .46 EL .712 0.46D - 0.7E Y DL .46 EL -.713 1.1D + 0.525E + 0... Y DL 1.1 EL .525 LL .7514 1.1 D - 0.525E + 0.... Y DL 1.1 EL -.525 LL .7515 1.0D + E + 0.5L Y DL 1 EL LL .516 1.0D - E + 0.5L Y DL 1 EL -1 LL .5 j17 1.0D+E Y DL 1 EL -118 1.0 D-E Y DL 1 EL m |
Joint DeflectionsLC _______ Joint Label________ X [in] Y[in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad]
1 1 N1 0 0 0 0 0 2.694e-042 1 N2 0 0 0 0 0 3.458e-043 1 N3 0 -.001 0 0 0 -1.797e-034 1 N4 .952 -.001 0 ! 0 0 -1.812e-025 2 N1 0 0 0 0 0 -3.458e-046 2 N2 0 0 0 0 0 -2.694e-047 2 N3 0 -.001 0 0 0 1.797e-038 2 N4 -.952 -.001 0 0 0 1.812e-G29 3 N1 0 0 0 0 0 2.885e-0410 3 N2 0 0 0 0 0 3.267e-0411 3 N3 0 0 0 0 0 -1.797e-0312 3 N4 .952 0 0 0 0 -1.812e-0213 4 N1 0 0 0 0 0 -3.267e-0414 4 N2 0 0 0 0 0 -2.885e-0415 4 N3 0 0 0 0 0 1.797e-0316 4 N4 -.952 0 0 0 0 1.812e-02
5.3 APPENDIX C
ELEVATION
Scale: 3 / 4 ” = 1’ - 0 "
as
BEAMW8x21 Scale: 3 / 4 ” = 1’ - 0 ”
1 /4
COLUMNW8x40 Scale: 3 / 4 ” = 1 * -0 "
3 S ID E S \_________J Y P . y 1 /4 | / '
CONNECTORW6x25
□ C
% " STIFF. PL
Scale: 1 - 1 / 2 ” = 1 - 0 ”
-P̂\Q
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