HomeMy WebLinkAboutB11-0496 REV02 Steel Vertical Bracing Designs approved /�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/19/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 25
Load and Geometric Parameters
Load,p � 152.0 kip
Angle,6 60.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W16X26
Beam Depth,db I 15.70
Beam Web Thickness,tw,b 0.25
Beam Flange Thickness,tf,b 0345
Beam Distance,k 0.747
Column HSS8X8X.625
Column Area,A 16.n
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.58�
Half Beam Depth,eb 7.8� in
Half Column Depth,e� 4.__ in
Connection Length to Beam,Ib 2�. ; in
Connection Length to Column,I� 5.00 in
Distance to Centroid of Beam Connection,a 13.°3 in
Distance to Centroid of Column Connection,(3 2.�� in
Distance from Work Point to Connection Centroid,r 2G in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 1F,. kip
Axial Force on Column Connection,H� 2� kip
Axial Force on Beam Connection,Vb 5:� kip
Shear Force on Beam Connection,Hb �U%'..> kip
Weld Properties
Area per Inch of Weld at Column Connection,A� E;!.;�; inZ/in
Area per Inch of Weld at Beam Connection,Ab 53,, inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 2.i ksi
Shear Stress on Column Connection,f�,� 1.`- ksi
Resultant Stress on Column Connection,f�,� 3.'' ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 1.�- ksi
Resultant Stress on Beam Connection,f�,b 2.". ksi
Required Weld Size at Beam Connection,wb in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ in
71
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/19/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 26
Load and Geometric Parameters
Load,p � 184.0 kip
Angle,6 42.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W12X19
Beam Depth,db I 12.20
Beam Web Thickness,tw,b 0.235
Beam Flange Thickness,tf,b 0.35
Beam Distance,k 0.65
Column HSS12X8X.625
Column Area,A 21.0
Column Depth,H 12.0
Column Width,B S.0
Wall Thickness,t� 0.58�
Half Beam Depth,eb 6.7-�" in
Half Column Depth,e� 6.i__ in
Connection Length to Beam,Ib 1.'..' in
Connection Length to Column,I� 16.00 in
Distance to Centroid of Beam Connection,a �;,> in
Distance to Centroid of Column Connection,(3 8.-' in
Distance from Work Point to Connection Centroid,r 1S� in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 7� kip
Axial Force on Column Connection,H� 58 kip
Axial Force on Beam Connection,Vb 5° kip
Shear Force on Beam Connection,Hb 6=.=: kip
Weld Properties
Area per Inch of Weld at Column Connection,A� ;��.;�; inZ/in
Area per Inch of Weld at Beam Connection,Ab 24,, inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 1.< ksi
Shear Stress on Column Connection,f�,� 2.< ksi
Resultant Stress on Column Connection,f�,� 3.�`: ' ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 2.+.: ksi
Resultant Stress on Beam Connection,f�,b 3. ' ksi
Required Weld Size at Beam Connection,wb " " in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ _ in
72
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/15/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 27
Load and Geometric Parameters
Load,p � 184.0 kip
Angle,6 42.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W16X26
Beam Depth,db I 15.70
Beam Web Thickness,tw,b 0.25
Beam Flange Thickness,tf,b 0345
Beam Distance,k 0.747
Column HSS12X8X.625
Column Area,A 21.0
Column Depth,H 12.0
Column Width,B S.0
Wall Thickness,t� 0.58�
Half Beam Depth,eb 7.8� in
Half Column Depth,e� 6.i__ in
Connection Length to Beam,Ib 15.: - in
Connection Length to Column,I� 16.00 in
Distance to Centroid of Beam Connection,a �" in
Distance to Centroid of Column Connection,(3 8.-' in
Distance from Work Point to Connection Centroid,r 2:l in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 6E? kip
Axial Force on Column Connection,H� 5° kip
Axial Force on Beam Connection,Vb 6✓ ' kip
Shear Force on Beam Connection,Hb , ...'':. kip
Weld Properties
Area per Inch of Weld at Column Connection,A� ;��.;�; inZ/in
Area per Inch of Weld at Beam Connection,Ab 31.' inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 1.4: ksi
Shear Stress on Column Connection,f�,� 2. ksi
Resultant Stress on Column Connection,f�,� 2.' ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 2.:: ksi
Resultant Stress on Beam Connection,f�,b 3.:'. ksi
Required Weld Size at Beam Connection,wb " in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ in
73
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/15/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 28
Load and Geometric Parameters
Load,p � 184.0 kip
Angle,6 42.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W16X26
Beam Depth,db I 15.70
Beam Web Thickness,tw,b 0.25
Beam Flange Thickness,tf,b 0345
Beam Distance,k 0.747
Column HSS8X8X.625
Column Area,A 16.n
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.58�
Half Beam Depth,eb 7.8� in
Half Column Depth,e� 4.i__ in
Connection Length to Beam,Ib 15. - in
Connection Length to Column,I� 12.00 in
Distance to Centroid of Beam Connection,a � in
Distance to Centroid of Column Connection,(3 E.-' in
Distance from Work Point to Connection Centroid,r 1F? in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� SE? kip
Axial Force on Column Connection,H� 3c. kip
Axial Force on Beam Connection,Vb 7✓ kip
Shear Force on Beam Connection,Hb _„! kip
Weld Properties
Area per Inch of Weld at Column Connection,A� c�4.�r;; in�/in
Area per Inch of Weld at Beam Connection,Ab 31.," inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 1.4: ksi
Shear Stress on Column Connection,f�,� 2.<: ksi
Resultant Stress on Column Connection,f�,� 2.`: ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 2.+.: ksi
Resultant Stress on Beam Connection,f�,b 3. ksi
Required Weld Size at Beam Connection,wb " in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ in
74
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/19/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 29
Load and Geometric Parameters
Load,p � 154.7 kip
Angle,6 40.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W12X14
Beam Depth,db I 11.90
Beam Web Thickness,tw,b 01
Beam Flange Thickness,tf,b 0.225
Beam Distance,k 0.525
Column HSS8X8X.500
Column Area,A 13."s
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.4fi;
Half Beam Depth,eb 5.4� in
Half Column Depth,e� 4.i__ in
Connection Length to Beam,Ib 1W+.: in
Connection Length to Column,I� 15.00 in
Distance to Centroid of Beam Connection,a J. " in
Distance to Centroid of Column Connection,(3 r.i in
Distance from Work Point to Connection Centroid,r lr.._ in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 64; kip
Axial Force on Column Connection,H� 3=_; kip
Axial Force on Beam Connection,Vb 5� ' kip
Shear Force on Beam Connection,Hb 6-;.;= kip
Weld Properties
Area per Inch of Weld at Column Connection,A� ;;!.;�; inZ/in
Area per Inch of Weld at Beam Connection,Ab 27, inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� L: ksi
Shear Stress on Column Connection,f�,� L< ksi
Resultant Stress on Column Connection,f�,� 2.: ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 2.:: ksi
Resultant Stress on Beam Connection,f�,b 3.�: ksi
Required Weld Size at Beam Connection,wb " in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ in
75
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/19/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 30
Load and Geometric Parameters
Load,p � 200.0 kip
Angle,6 41.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W12X16
Beam Depth,db I 12.00
Beam Web Thickness,tw,b 0.22
Beam Flange Thickness,tf,b 0.265
Beam Distance,k 0.565
Column HSS8X8X.625
Column Area,A 16.n
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.58�
Half Beam Depth,eb 6.(F1" in
Half Column Depth,e� 4.__ in
Connection Length to Beam,Ib 15.' - in
Connection Length to Column,I� 16.00 in
Distance to Centroid of Beam Connection,a � in
Distance to Centroid of Column Connection,(3 8.-' in
Distance from Work Point to Connection Centroid,r 1F? in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 84i kip
Axial Force on Column Connection,H� 4= kip
Axial Force on Beam Connection,Vb 6� ' kip
Shear Force on Beam Connection,Hb 73.;. kip
Weld Properties
Area per Inch of Weld at Column Connection,A� ;��.;�; inZ/in
Area per Inch of Weld at Beam Connection,Ab 30.. inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 1.: ksi
Shear Stress on Column Connection,f�,� 2. ksi
Resultant Stress on Column Connection,f�,� 3.�` ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 2.�' ksi
Resultant Stress on Beam Connection,f�,b 3.: ksi
Required Weld Size at Beam Connection,wb " " in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq _ in
76
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 31
Load and Geometric Parameters
Load,p � 200.0 kip
Angle,6 41.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.875 in
Column HSS8X8X.625
Column Area,A 16.�t
Column Depth,H 8.0
Column Width,B 8.0
Wall Thickness,t� 0.5g1
Half Column Depth,e� 4.f1� in
Connection Length to Column,I� 11.00 in
Connection Length to Baseplate,lyP 9.(�!!
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 15�' Ikip
Shear Force on Baseplate Connection,HbP I 13: kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � 44.t inz/in
Area per Inch of Weld at Baseplate Connection,AbP 18.{; inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3.< �ksi
Required Column Connection Weld Size,w� I 0.2,°' in
Required Gusset Plate Thickness to Match Weld,tp,� � 039< in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP I.` ksi
Required Baseplate Connection Weld Size,wbp 03�87 in
Required Gusset Plate Thickness to Match Weld,YP yP 0.83) in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,Yp feq (?�?:. in
77
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 32
Load and Geometric Parameters
Load,p � 154.7 kip
Angle,6 53.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.875 in
Column HSS8X8X.625
Column Area,A 16.�t
Column Depth,H 8.0
Column Width,B 8.0
Wall Thickness,t� 0.581
Half Column Depth,e� 4.00 in
Connection Length to Column,I� 7.00 in
Connection Length to Baseplate,lyP �.C^^
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� � 93 �kip
i
Shear Force on Baseplate Connection,HbP I 12� kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � Zg., inz/in
Area per Inch of Weld at Baseplate Connection,AbP 18.{ inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3., �ksi
Required Column Connection Weld Size,w� I 0.2� in
Required Gusset Plate Thickness to Match Weld,tp,� � 038: in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP 6." ksi
Required Baseplate Connection Weld Size,wbp 032i; in
Required Gusset Plate Thickness to Match Weld,YP yP OJH<< in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,Yp feq (?-+�< in
78
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 33
Load and Geometric Parameters
Load,p � 154.7 kip
Angle,6 53.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.875 in
Column HSS16X8X.625
Column Area,A 25.7
Column Depth,H 16.0
Column Width,B 8.0
Wall Thickness,t� 0.581
Half Column Depth,e� S.f�C in
Connection Length to Column,I� 7.00 in
Connection Length to Baseplate,lyP a'T.C^^
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� � 93 �kip
i
Shear Force on Baseplate Connection,HbP I 12� kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � Zg., inz/in
Area per Inch of Weld at Baseplate Connection,AbP 34.{ inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3., �ksi
Required Column Connection Weld Size,w� I 0.2� in
Required Gusset Plate Thickness to Match Weld,tp,� � 038: in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP 3.. ksi
Required Baseplate Connection Weld Size,wbp 0.17"_. in
Required Gusset Plate Thickness to Match Weld,YP yP 0.41', in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,Yp feq 0.�'.": in
79
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 34
Load and Geometric Parameters
Load,p � 224.0 kip
Angle,6 43.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 1.000 in
Column HSS16X8X.625
Column Area,A �S.✓
Column Depth,H 8.0
Column Width,B 16.0
Wall Thickness,t� 0.,��:
Half Column Depth,e� 4.f1� in
Connection Length to Column,I� 12.00 in
Connection Length to Baseplate,lyP 9.(�!!
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 16 Ikip
Shear Force on Baseplate Connection,HbP I 152 kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � 48.t inz/in
Area per Inch of Weld at Baseplate Connection,AbP 18.{ inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3.< �ksi
Required Column Connection Weld Size,w� I 0.2�`> in
Required Gusset Plate Thickness to Match Weld,tp,� � 033: in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP 8. ksi
Required Baseplate Connection Weld Size,wbp OAU : in
Required Gusset Plate Thickness to Match Weld,YP yP 0.976 in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,Yp feq �in
80
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 35
Load and Geometric Parameters
Load,p � 184.0 kip
Angle,6 42.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.875 in
Column HSS12X8X.625
Column Area,A 21.fl
Column Depth,H 12.0
Column Width,B 8.0
Wall Thickness,t� 0.581
Half Column Depth,e� 5.f1� in
Connection Length to Column,I� 10.00 in
Connection Length to Baseplate,lyP 13.F�n
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 13E; Ikip
Shear Force on Baseplate Connection,HbP I 12� kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � 40.t inz/in
Area per Inch of Weld at Baseplate Connection,AbP 26.{ inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3.< �ksi
Required Column Connection Weld Size,w� I 0.23:;: in
Required Gusset Plate Thickness to Match Weld,tp,� � 033: in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP 4.:" ksi
Required Baseplate Connection Weld Size,wbp 0.22:. in
Required Gusset Plate Thickness to Match Weld,YP yP 0.54� in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,tp,feq �in
81
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 8/20/2014 Job no. 14.043
Subject Gusset to Column By CJ Calculation no. 36
Load and Geometric Parameters
Load,p � 184.0 kip
Angle,6 42.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.875 in
Column HSS8X8X.625
Column Area,A 16.�t
Column Depth,H 8.0
Column Width,B 8.0
Wall Thickness,t� 0.581
Half Column Depth,e� 4.f1� in
Connection Length to Column,I� 10.00 in
Connection Length to Baseplate,lyP 9.F�!!
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 13E; Ikip
Shear Force on Baseplate Connection,HbP I 12� kip
Weld Properties
Area per Inch of Weld at Column Connection,A� � 40.t inz/in
Area per Inch of Weld at Baseplate Connection,AbP 18.{ inZ/in
Column Weld Sizing
Shear Stress on Column Connection,f�,� � 3.< �ksi
Required Column Connection Weld Size,w� I 0.23:;: in
Required Gusset Plate Thickness to Match Weld,tp,� � 033: in
Baseplate Weld Sizing
Shear Stress on Baseplate Connection,f�bP 6.`' ksi
Required Baseplate Connection Weld Size,wbp 032_ in
Required Gusset Plate Thickness to Match Weld,YP yP OJBC in
Gusset Plate Thickness Requirement
Required Gusset Plate Thickness,Yp feq (�-+�<:; in
82
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C O N 5 U L T I N G E N G f N E E R 5
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Notes - 36ksi plate specified. OK per ASCE 7-10 section 12.4.3.3
(beam web without stiffener is less than 120% stressed). Our
interpretation of the intent of the code is to avoid a shear failure
since that is a non-ductile mechanism; consequently we believe
a beam web stiffener is appropriate.
84 , '
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C O N S U L T I N G E N G I N E E R S
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IVIARTIN/IVIARTIN
C�NSUI.iING ENC'i1NFFHS
CONSTRUCTIOFI ENGINEERING SERVICES
17e199�4'JFS–Ct3�.F.hX l4VFN�..1F,I p.MF'.vnnr,,Cr.�1�7R.•'J7i7 R�.".�'I.5
Digitally signed by Chuck Kay r.a,aira ;n�..=�i.,;�c�n n���,arin,an.nRnh:,,cr:�
Ch u c k Ka y Datea20I14.05.22 13 43:13-06'00'
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- - - - i � - - i �
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-- L3-6 L3-6" L3-12" � � CONN Connection
- / Typ � i i \ � � i �
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BOTTOM BOTTOM BOTTOM ENGR En ineer Steel Connection
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°� g W3-5/16 0� W3 1/4 5 W3-5/16 S FBG Flare Bevel Groove(Weld)
�i �i �
�m �` � L1 =11" � � � i i L1 =16" � , , L1 =17" i , A FLG Flange
� �i �i � � 55 � � � 3C-30 ,�,`O � ' � L1 =25" ' ' �`S L1 =27�,
� � � L2=19" � � �i �i L2=8" � �� ' L2=19' FS Far Side
t� � � L2=8" i � � ��-� GA Gage or Gauge
L3=6" L3=6" � L3=12" i �
L3=13" � � L3=13"
� � � , � i � � �
� i HORIZ Horizontal
� i W14x26 LEVEL 3 � LFRC Lateral Force Resisting Component
� �� � � �� - - � - � - �� — - - -i—��
_ '
w�zx�a \ LEVEL 3 �\, W12x14 W12x22 LEVEL 3 � w�2X�s LEVEL_3 � �
� � i i — 23'-01/2" � — - - - —i i i <� �, � 23-01/2 - -� � i 23-01/2 � �i ; i � 23'-01/2° ��v �ong�eg vertical
LLH Lon Le Horizontal
� � � � � � � � � � � � i i i � � LSLT Lon Slotted Hole
� � � i TOP i i i � � TOP i i TOP TOP LEFT i i TOP RIGHT 9
� � � � T1 =5l8" � � � � � � ' T1 =5/8" � � � ' � ' OH 0 osite Hand
i i i i i i , i i i i i T1 =5/8" T1 =5/8" i , �i i T1 =5/8" pP
� � OVS Oversized
� � � � i W1 =W2=114 i i i � � � � � W1 =W2=1/4 i i ! ' W1 =W2=1/4 W1 =W2=1/4 � � i � W1 =W2=1/4
� ' � ti�s' ' � � � � ' �� y ' ' � � � ��' � � � ' yS � ' PJP Partial Joint Penetration Weld
� i i � s�, � i i W3=5116 S's i i W3=5116 i i �S'6, � � i W3=5/16 W3=1/4 i � S6 i i W3=1/4 d" � )
� � � fs� ' � L1 =12,; � � � ' ��'�s� � ' ' L1 =14" � � � ��' / � ' L1 =16" L1 =25" � ; � �6�'3i � i i L1 =27" � RAD Radius
iri i i �'� i �� L2=13 �� �� �i �� ���� i i L2=7" �i �� � ��:� i i L2=19" L2=8" �i i 8 �i �i L2=7" � RET Return
� � ' � ' � L3=9" � � � ' ' ' L3=6" � � \ i ; L3=12" L3=13" � � � �
° i i � � i �i �i �i �i � i i �i �i \ i � i ! �i �i � SCHED Schedule
, i , � � L3=13" � SC Slip Critical
d- i i i i i i i � � � i i BOTTOM � � ���� i i i i
� i i i i i i i � i i i i �i �i
BOTTOM i � BOTTOM BOTTOM LEFT i � BOTTOM RIGHT
� SSLT Short Slottetl Hole
o i i � i i � i i i i i i i i i � i �
N , T1 =5/8' � R T1 =5/8" T1 =3/4" T1 =5/8" i i T1 =5/8" N STD Standard
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CQHSTRUCTION LEADEItS
PCL Initial Submittal Review Notes
Strata - Vail
PCL Proiect No. 5001410
Subcontractor: Zimmerman
Submittal #: 05120-08 Date: 9/30/2014
Revisions: Revision Dates:
Specif'ication Section: 05120— Structural Steel
Item Description: Vertical Brace Connection Design
Action: For Approval
Variance Request (Y/N): If so,why?:
Notes•
Reviewed By: Chuck Kay
�REVIEWED ❑ FURNISH AS CORRECTED
❑ REJECTED ❑ REVISE AND RESUBM[T
❑ SUBMIT SPECIFIED ITEM
CHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN
CONCEPT OF THE PEOJECT AND GENERAL COMPLIANCE WITH THE
W FORMATION GIVEN IN THE CONTRACT DOCUMENTS ANY ACTION
SHOWN IS SURJBCT T01'HH REQUIRh:MHN"I'S 01�'I'HE PI.ANS AND
SPECIF[CATIONS.CONTACTOR IS RESPONSIBLCFOR D[MENSIONS
WH1CH SHFlLL BE CONFIRMED AND CORRELATED AT TNE JOB SITE:
FA6RICATION PROCGSSGSAND THCHNIQUGS OF CONSTRUCTION;
COORDINATION OF HIS WORK WITH THAT OF ALL OTHER TRADES;
AND TI18 SATISFACTORY PG2FORMANCE OF Ill5 WORK.
Monroe & Newell
Engineers,Inc.
DATE 1O�OZ/ZO14 BY: �rmu-�
PCL CONSTRUCTION SERVICES, INC.
953 S.FxorrTn�E R�WEST,Su�Te 302,VniL,CoLOxn�o A 1652
TELEr��oNE:(970)470-6044
� PCL Construction Services Inc. x New Submittal
� SubmittalC�'overC�heet Date: 9/30/2014
BResubmittal
Project: Strata-Vail
To: OZ Architecture From: PCl Construction Services,in�. Submittal No' 05120-08
3003 Larimer Street 953 5 Frontage Rd West Contractor Project No:5001410 '
Denver,CO 80205 Suite 302
Vail,CO 81657 Previous Submittal No:
SPECIFICATION SECTION NO.&DESCRIPTION(Cover only one section with each submittal)
05120 - Structural Steel
CONTRACT REF.DOCUMENT PRIORITY STATUS CODES ACTION TAKEN
Description of Item Submitted A-Immediate Response A-Approved
Item T e,size,model number,etc. Submittal T e Spec Paragraph Drawing Sheet
( yp � Yp Number Number B'Respond within 10 days B-Approved as Noted
C-Respond within 15 days C-Revise and Resubmit
a. b. c. e' f' D-Not Approved
1 Structural Steel-Vertical Brace Connection Design Action 1.4.8 B
2
3
4
S
6
7
8
9
10
CONTRACTOR REMARKS: Reviewed without Comments A/E REMARKS:
Please see attached PCL Submittal Review Notes Page.
CONTRACTOR'S CERTIFICATION:
1@ertifyC�hat[�h eC�aboveC�ubmittedOtems[�aveC�eenC�e vie wed[�]nC�Netail,C�re[a�orrect,[�an dG�nnO
general@onform ancedvithC�h eC�on tract[�ra wingsCahnd[�pecificationsC�xcep tC�sC�btherwise�
nntad
NAME AND SIGNATURE OF CONTRACTOR REPRESENTATIVE: NAME AND SIGNATURE OF REVIEWING AUTHORITY: Date:
Chuck Kay
OReviewed Without Exceptions
C h u ck Ka Digifally signetl by CFUCk Kay
Y Con[act Into cmkay@pcl com
Date:2�14.05.22 13'43:13-06'00'
,�J� —_ • ���'��—_ ' V �/� �V�
� _ , �50�'�luh.A�C���z�4l�ot�iir��cyr�a�nc��i��i�rir.c�
\ �^ _�-"_ " �
...,;�.,r;`rK,: �
201 East 58th Auenue,Denuer, Colo. 80216/303-2940180/FAX 303-292-5013
i
TO: PCL Construction DATE: 9/25/2014
SUBJECT: Submittal#8
ATT`N: Chuck Ka ZMI JOB N0.241 - Strata
We are forwarding: � Enclosed herewith ❑ Under separate cover
For: � Approval ❑ Erection ❑ File&Distribution
❑ Information Request ❑ Your Review ❑ Field Measurement
❑ Resubmit ❑ Price&Delivery ❑ Return of Approval
❑Revised ❑Other:
(void previousreleases)
Via: ❑Quick Silver ❑ls`Class Mail ❑U.P.S.
❑Fed Ex �Email ❑Other:
Drawing Number:
SC-30
SC-32
Calculations
MARTIN/MARTIN
711 � 1A/I�I uVL L2 MIN CONSULTING ENGINEERS
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CONSLJLTING E�*IGINEERS
STRATA VAIL
VERTICAL BRACE CONNECTION DESIGN
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STRUCTURAL CALCULATIONS
MARTIN/MARTIN Project No. 14.0430.S.01
Table of Contents
Narrative Page 1
Design Loads Page 2
Brace Connection Key Page 3
Brace to Gusset Calculations Pages 4-8
Gusset to Column and Beam Calculations Pages 9-12
Gusset to Beam Calculations Pages 13-17
Cap Plate Calculations Page 18
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/'� MARTI N / MARTI N
/ `/ CON5ULTING ENGINEERS
Notes on Design&Detailing of Vertical Bracing Connections:
• Loads provided by contract documents are service-level and based on a load
combination that includes a 75%transient load factor.
• Lateral load resisting system is ordinary concentric braced frames
• Connection loading criteria is based on amplified seismic loading
Design approach:
1. Brace connection to gusset (including net tension rupture on brace, weld to gusset,
block shear on gusset, base metal rupture on gusset, tension rupture on gusset and
compression buckling on gusset).
2. Gusset to beam/column design (including uniform force method of load distribution,
gusset plate design and welds to coluinn/beam).
3. Design of HSS column wall plastification
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 1 of 18 09/24/2014
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 2 of 18 09/24/2014
VERTICAL BRACE CONNECTION DESIGN LOADS
mp i ie eismic w o . Expected Tensile
Brace Size Area Load Load factor Strength Demand Remarks
(in1) (kips) (kips) (kips) (kips) (kips)
HSS4x4x1/2 6.02 17 34 45 387.7 45.3
HSS4x4x1/2 6.02 22 44 59 387.7 58.7
HSS5x5x3/8 6.18 34 68 91 398.0 90.7
HSS5x5x1/2 7.88 37 74 99 507.5 98.7
HSS5x5x1/2 7.88 57 114 152 507.5 152.0
HSS5x5x1/2 7.88 58 116 155 507.5 154.7
HSS5x5x1/2 7.88 69 138 184 507.5 184.0
HSS5x5x1/2 7.88 76 152 203 507.5 202.7
HSS6x6x3/8 7.58 57 114 152 488.2 152.0
HSS6x6x3/8 7.58 64 128 171 488.2 170.7
HSS6x6x3/8 7.58 67 134 179 488.2 178.7
HSS6x6x1/2 9.74 75 150 200 627.3 200.0
HSS6x6x1/2 9.74 80 160 213 627.3 213.3
HSS6x6x1/2 9.74 84 168 224 627.3 224.0
Load per S7.0. Note,
some braces upsized.
= Load * 2
= Amplified seismic load / 0.75
= Ag * Fy * Ry
= Minimum of ASL w/o 0.75 factor
and expected tensile strength
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 3 of 18 09/24/2014
HSS4x4x0.5 to gusset(45.3)kip.xls
HSS Brace to Gusset Plate - Welded
Documentaion Sheet
User Information:
ProjectName: StY3t3 Vall
Project Nurnber: 14.043
Engineer:CJ
nate: September 24,2014
�
Design Assumptions: � �
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1)Weld capacities were determined nsing AISC I4th I'dition. Ty � / FACE OF
� �%� �j�� SUPPORT
Design Limitations: � ��
1)HSS brace materials are limited to ASOOA Grade 39 and ASOOB Grade 46 steeL � � � �
/
2)Plate matenals are limited to A36,A572 Grade 50,and A913 steel. ��.� I G
3)Brace members are Iimited to HSS sections.
4)Only axial brace forces are considered. � � EACH SIDF
5)A 1/3 stress increase is NOT incorporated in the design equations. T�� D L OF GUSSE I
6)User must verify that sufficient Whitmore section is available in gusset plate.
nSS BRACE TO GUSSET PL.ATE – WELDED
References:
1)AISC ASD 14th Ldition.
CHL:CK�D: 20-Aug
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 4 of 18 09/24/2014
HSS4x4x0.5 to gusset(45.3)kip.xls
HSS Brace to Gusset Plate - Welded strata va��
14.043
Crite�ia/Parameter Input �i cJ
09/24/14
Stress Ratio:
Allowable Stress Ratio= 1.00
Brace Member:
Long Side of HSS Against Gusset Plate(YES or NO)= YES
AISC Name= HSSSXSX2500 HSS4X4X.5000
HSSSXSX.1875
HSS4.SX4.SX.2500 Ag= 6.36 inZ
HSS4.SX4.SX.1875 t= 0.50 in
[HSS4X4X.5000�
HSS4X4X3750 wll= 4.00 in
HSS4X4X3125 wsl= 4.00 in
HSS4X4X.2500
HSS4X4X.1875 Material= A500B I�
Fy= 46 ksi
Fu= 58 ksi
Gusset Plate:
Thickness,TG= �.625 in
Material= A36 ��
Fy= 36 ksi
Fu= 58 ksi
Applied Brace Load:
Axial Tension,T= 45.3 k
Axial Compression,C= 45.3 k
PROCEED TO BRACE CONNECTION SHEET
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 5 of 18 09/24/2014
HSS4x4x0.5 to gusset(45.3)kip.xls
HSS Brace to Gusset Plate -Welded sr��ar�va��
I 4.043
Brace Member to Gusset Plate �i c�
09/24/14
Brace Member to Gusset Plate Weld: HSS4X4X.5000
Min.Weld Length= 4.00 in,E.S.,E.S.
Weld Length,L= 6.00 in,8.5.,E.S.
Electrode Coefficiwt CI= 1.00
LoadCoe�cient,C= 0.928 k/(inin/I6)
Weld Size Required,D= 2.03 in/16,F..S.,E.S.
Weld Size,D= 4 in/16,E.S.,E.S.
H�el�o.l:.
50.8"/u Stress Ratio
Brace Member-Gross Area:
Ax= 636 in�
F[= 27.6 ksi P= 1755 k
N>=T or C,member�ross arca o.k.
2�+.8"/o Stress Ratio
Braee Member-Net Area:
Reduc[ion CoefGcient,U= 0.75
An= 5.61 in�
Ft= 29.0 ksi P= 122.0 k
P>=T,member net arca o.l:.
37.1% Stress Ratio
Brace Member-Block Shear:
Lv= 6.00 in
� �LV '
A.�= 12.00 in`
� Fv= 17.40 ksi P= 208.8 K
N>=T,membcr o.l:.fm�block shcar
Brace BlOCk Sheor Failure (Top View� 21.7'% StressRatio
Gusset Plate-Buckling and Gross Area:
Buckling: Gusset PI.Unbraced Length,LI= 12.15 in
K= 1.00
r= 0.18 in �
K*LI/r= 6727 � �
i ��/ Wa
c�= tzc i �
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Fa= I6J1 ksi ,�
Area of Gusset Piate Required,Ag= 2.71 in�
Whihnore Width Required,Wg= 4.34 in
Whitmore Section Geometry
Gross Area: Ft= 27.6 ksi
Area oFGusset Pia[e Required,Ag= 2.10 in�
Whihnore Widtli Required,Wg= 3.36 in
Whi[mor¢Width Required,WG= 4.34 in
Uscr:reril'�°vufiicicnt gussef plate Iength is available lo satisfy Whihnorc requiremenls.
Gusset Plate-Block Shear:
Lv= 6.00 in
'�-��� A.�= 7.50 in'
Fv= 77.40 kai
�-� Lt= 4.00 in
Lt pi= 250 in'
Ft= 21.60 ksi P= 1845 k
P>=1�,p1Ate u.k.Tur block shenr
Gusset Plote Block Sheor Follure 24.6% StressRario
PNOCbJ?D'PO Rb,SUI.'I'S SHN;I?'1'
Results(inches where applicable):
'L'= 6A0 'TG'= U.63
'D'= 4 'WG'= 4.34
Page 3 of 19
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 6 of 18 09/24/2014
HSS4x4x0.5 to gusset(58.7)kip.xls
HSS Brace to Gusset Plate - Welded strata va��
14.043
Crite�ia/Parameter Input �i cJ
09/23/14
Stress Ratio:
Allowable Stress Ratio= 1.00
Brace Member:
Long Side of HSS Against Gusset Plate(YES or NO)= YES
AISC Name= HSSSXSX2500 HSS4X4X.5000
HSSSXSX.1875
HSS4.SX4.SX.2500 Ag= 6.36 inZ
HSS4.SX4.SX.1875 t= 0.50 in
[HSS4X4X.5000�
HSS4X4X3750 wll= 4.00 in
HSS4X4X3125 wsl= 4.00 in
HSS4X4X.2500
HSS4X4X.1875 Material= A500B I�
Fy= 46 ksi
Fu= 58 ksi
Gusset Plate:
Thickness,TG= �.625 in
Material= A36 ��
Fy= 36 ksi
Fu= 58 ksi
Applied Brace Load:
Axial Tension,T= 58.7 k
Axial Compression,C= 58.7 k
PROCEED TO BRACE CONNECTION SHEET
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 7 of 18 09/24/2014
HSS4x4x0.5 to gusset(58.7)kip.xls
HSS Brace to Gusset Plate -Welded sr��ar�va��
I 4.043
Brace Member to Gusset Plate �i c�
09/23/14
Brace Member to Gusset Plate Weld: HSS4X4X.5000
Min.Weld Length= 4.00 in,E.S.,E.S.
Weld Length,L= 6.00 in,8.5.,E.S.
Electrode Coefficiwt CI= 1.00
LoadCoe�cient,C= 0.928 k/(inin/I6)
Weld Size Required,D= 2.64 in/16,F..S.,E.S.
Weld Size,D= 4 in/16,E.S.,E.S.
H�el�u.l:.
65J"/u Stress Ratio
Brace Member-Gross Area:
Ax= 636 in�
F[= 27.6 ksi P= 1755 k
N>=T or C,member�ross arca o.k.
33.3"/o Stress Ratio
Braee Member-Net Area:
Reduc[ion CoefGcient,U= 0.75
An= 5.61 in�
Ft= 29.0 ksi P= 122.0 k
P>=T,member net arca o.l:.
J8.1% Stress Ratio
Brace Member-Block Shear:
Lv= 6.00 in
� �LV '
A.�= 12.00 in`
� Fv= 17.40 ksi P= 208.8 K
N>=T,membcr o.l:.fm�block shcar
Brace BlOCk Sheor Failure (Top View� 28.1'/ StressRatio
Gusset Plate-Buckling and Gross Area:
Buckling: Gusset PI.Unbraced Length,Ll= 18.00 in
K= 1.00
r= 0.18 in �
K*LI/r= 99.65 � �
i ��/ Wa
c�= tzc i �
i
Fa= 13.02 ksi )�
Area of Gusset Piate Required,Ag= 4.51 in�
Whihnore Width Required,Wg= 7.21 in
Whitmore Section Geometry
Gross Area: Ft= 27.6 ksi
Area oFGusset Pia[e Required,Ag= 2.72 in�
Whihnore Widtli Required,Wg= 4.35 in
Whitmor¢Width Required,WG= 7.21 in
Uscr:reril'�°vufiicicnt gussef plate Iength is available lo satisl'y Whihnorc requiremenls.
Gusset Plate-Block Shear:
Lv= 6.00 in
'�-��� A.�= 7.50 in'
Fv= 77.40 kai
�-� Lt= 4.00 in
Lt pi= 250 in'
Ft= 21.60 ksi P= 1845 k
P>=1�,pl.�te u.k.Tur block shenr
Gusset Plote Block Sheor Follure 31.R% StressRario
PNOCbJ?D'PO Rb,SUI.'I'S SHN;I?'1'
Results(inches where applicable):
'L'= 6A0 'TG'= U.63
�n�= a �wG�= 7.21
Page 3 of 19
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 8 of 18 09/24/2014
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 9/23/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 37
Load and Geometric Parameters
Load,p � 453 kip
Angle,6 45.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W16X31
Beam Depth,db I ��.9p
Beam Web Thickness,tw,b 0.275
Beam Flange Thickness,tf,b 0.44
Beam Distance,k 0.842
Column HSS6X6X.375
Column Area,A 7.6
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.349
Half Beam Depth,eb 7.9� in
Half Column Depth,e� 4.i__ in
Connection Length to Beam,Ib 1%?, in
Connection Length to Column,I� 12.00 in
Distance to Centroid of Beam Connection,a f ' in
Distance to Centroid of Column Connection,(3 E.-' in
Distance from Work Point to Connection Centroid,r 1S� in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� 1: kip
Axial Force on Column Connection,H� �. kip
Axial Force on Beam Connection,Vb 18 kip
Shear Force on Beam Connection,Hb �kip
Weld Properties
Area per Inch of Weld at Column Connection,A� c�4.�r;; in�/in
Area per Inch of Weld at Beam Connection,Ab 37,:. inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 0.: ksi
Shear Stress on Column Connection,f�,� 0.' ksi
Resultant Stress on Column Connection,f�,� 0.+: ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 0.+.: ksi
Resultant Stress on Beam Connection,f�,b 0. ksi
Required Weld Size at Beam Connection,wb - in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq in
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 9 of 18 09/24/2014
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 9/23/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 37
Beam Web Local Yielding
Available Strength,Rn/f2 � u.:- �kip
Utilization,Vy/(R�/S2) �I oKAv
Beam Web Local Crippling
Bearing Length to Beam Depth Ratio,Ib/db 1.'lt�r
Available Strength,R„/f2 7� kip
Utilization,Vb/(R„/f2) 01<AY
HSS Punching Shear
Maximum Gusset PlateThickness,tPmax �in 01<AY
H55 Plastification(Assumes U=0.95)
Resultant Force on Column Connection,P� 1� kip
Chord-Stress Interaction Parameter,Qf 0.3'
Available Strength,R�/f2 3� kip
UYilizdYion�P��(R��f2) 0.5�-, 01<AY
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 10 of 18 09/24/2014
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 9/23/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 38
Load and Geometric Parameters
Load,p � 453 kip
Angle,6 55.0
Specified Weld Size,w 0.2500 in
Specifed Gusset Plate Thickness,tP 0.625 in
Beam W16X31
Beam Depth,db I ��.9p
Beam Web Thickness,tw,b 0.275
Beam Flange Thickness,tf,b 0.44
Beam Distance,k 0.842
Column HSS6X6X.500
Column Area,A 9.7
Column Depth,H 8.0
Column Width,B S.0
Wall Thickness,t� 0.4fi;
Half Beam Depth,eb 7.4� in
Half Column Depth,e� 4.__ in
Connection Length to Beam,Ib 19;,, in
Connection Length to Column,I� 4.00 in
Distance to Centroid of Beam Connection,a 10.21 in
Distance to Centroid of Column Connection,(3 2.(`;? in
Distance from Work Point to Connection Centroid,r 1;' in
Required Forces(Uniform Force Method)
Shear Force on Column Connection,V� f kip
Axial Force on Column Connection,H� 1C kip
Axial Force on Beam Connection,Vb 2(i kip
Shear Force on Beam Connection,Hb �kip
Weld Properties
Area per Inch of Weld at Column Connection,A� �3.;:;; inZ/in
Area per Inch of Weld at Beam Connection,Ab 3g,:. inz/in
Column Weld Sizing
Tensile Stress on Column Connection,ft,� 1.: ksi
Shear Stress on Column Connection,f�,� O.s ksi
Resultant Stress on Column Connection,f�,� 1.'' ksi
Required Weld Size at Column Connection,w� in
Beam Weld Sizing
Tensile Stress on Beam Connection,ft,b ksi
Shear Stress on Beam Connection,f�,b 0.+.:i ksi
Resultant Stress on Beam Connection,f�,b O.z" ksi
Required Weld Size at Beam Connection,wb - in
Gusset Plate Weld and Thickness Requirements
Required Weld Size,Wfeq in
Required Gusset Plate Thickness,tP,feq in
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 11 of 18 09/24/2014
/�� MARTIN / MARTIN
C�N S l7 L T I N G E N G I N E E R 5
Title Strata Vail Date 9/23/2014 Job no. 14.043
Subject Gusset to Beam and Column By CJ Calculation no. 38
Beam Web Local Yielding
Available Strength,Rn/f2 � , �kip
Utilization,Vy/(R�/S2) Cs,' OKAY
Beam Web Local Crippling
Bearing Length to Beam Depth Ratio,Ib/db 1.2Z'+.
Available Strength,R„/f2 7G ' kip
Utilization,Vb/(R„/f2) 01<AY
HSS Punching Shear
Maximum Gusset PlateThickness,tPmax �in 01<AY
H55 Plastification(Assumes U=0.95)
Resultant Force on Column Connection,P� 1_' �kip
Chord-Stress Interaction Parameter,Qf 0.3'
Available Strength,R�/f2 1) kip
UYilizdYion�P��(R��f2) 0.6+.:, 01<AY
Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 12 of 18 09/24/2014
�;�:,.����:� ���������
C O N S U L T I N G E N G I N E E R 5
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 13 of 18 09/24/2014
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CONSULTING ENGINEERS
Title `jTQ�T� t�/�i L Date � /L�`Zol� Jobno. j�•�73``�'
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 14 of 18 09/24/2014
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 15 of 18 09/24/2014 -
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 16 of 18 09/24/2014
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 17 of 18 09/24/2014
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Title ST��T� ✓/}I 1.- Date �, /Z�rZD ►4 Job no. ��.�'Q� °
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Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 18 of 18 09/24/2014