Loading...
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 �_ m �� �� � � ��� ��� � _.�___�_____---- M.. _ C O N S U L T i N G E N G I N E E R 5 /�� ;3 � �� � �� �� � � ,_ Title „�� ����`�� ���� �°� Date ����' . � � )ob no. � � � � > n� Subject ��g2 . ��� �����' � � By � � Sheet � of `� � ..��.���„�� ��� � � ���� � ���� ����� ���'� ����� � � �� � � �� .� � � � , '� ����� � �����'����� ` � . a � �� � � � � ��-��x�.��� � � � ' � � �� � � � , � � � �� � � � \ �� � � � : � � , � � � , � ; � � f �����,��� ������� � ��� ��� �"� ���� �� �" ��� < � .�, � .x , �$ ��x��� �� � -- !���� � � ����= ���� ���' " �� � � l � � � � � ��� � � � � � � � � '#��;`'��� ������� ����"�������� �"�� f�,'��-� d�., � .���.�,� �,��'�"� ������� ���`� �' � ��,�t� �°° �"°� � ���� � ��� � � ��� �'��� ���J� � �t�.� �� �—; ���;�° �' � L���B��-� � � ��.�:�� �, � �"'���� � a��. ,��(�„� � �. � �� � �� �� �� � `� ��� r� � � ������� _._ _. �- �-�- -�-_ � � . �� �� ��, � ��� :� � '�� � ��� � ,� � 1''� � - �� �� ��� �� �`"`��� � �� ���� 83 � �._ "�� ___�.. _���"�_� ' C O N 5 U L T I N G E N G f N E E R 5 Title � 1����� �f�') � Date ��� ����� Job no. �������� Subject ������. � ' ;� By �.� � Sheet�of �, ��f.,�1��� ��'��� ��������� � �� �� � � �-�`�=°� � � 7 �,��i"��� ���'����` "�'� �F`�� �� � �. �,�� � ��ff ry .°° � ��� r`�� � l�; �� � �a�'�� ";«��' � ��� � s� :�� �°�a' �.", 3 °^��a;.�` �.:. � ,� �a' �� � � ��,� ���� � � � � ����� ���.� 4 � � � � � �� � �' �` �� ' �, � sw:� � .� ����'� �� � �f��� � � � �� �� ���� � � �@ � � �� � �,� �� ��� � j�'�#�� � !`�� °�Y-���� � � � � � � ��������,�'� €��� �°� `°�°� � ° � � � � � , _ � � � ���. ��� ,��:���. x.� �� �� � ��� � ��€� ������� � - �"�� ,� � � i � � � �w � ,,� �. ��`� s�`�� g 9�°����a � , � — �, �. � � � � ����� � �� �. � �°7 � � ,� �� ._��.�,. � `�x ��� s� � g ,��� � /, � �'W ��;� � � ��� ������ � 9 � � � � ° �� s� � � ��,'�� �..°�.���'°��'.�-�—� ��� � �� � �� � ����'��" � �. �� �� � �� �� ���'��� ��;��� ,��`�� 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 , ' � �'� _�� ���� � --,__., __ _ . C O N S U L T I N G E N G I N E E R S ��� �. �_ � �`� �, �,�� a�� � Trtle "%� � M �`" � � � Date �;�� `�'�.�.��;�Job no. � �� ��� �� Subject �� �,��3�d�.t� � � � - � By � Sheet of � ��� � ����� ��� �����, � � ��� f�� �`��� ���:��� � �` a �,,..: �' ��, � � � �����j.`�� p�;� ���� �� �� � � �� ,a��, pm�� g .� �s�+.w �� 2.�� � �,��3 €���,�6"�9 2 .g C�'� �3mn&`�'_'�3� . .r�.,.. r � � �. ... . . ... . . . . .. . ... . . ..... . . .. ...... .. A . . . . .... ... . .. . ......... . . .. . .. ... ........ .. . . . . .... ..... . ...... ...�. � �,�. ���"� .� �� .::� .������. . � . . "..� . . �.. . ......... ... .... ...... .. .. . ...... ........ ..... . .. . . . .. . . .. ....... . ......... ..... .. �b �7�� �'. ��w'�u.r�.'���,� 3��'+°� � �� �".�. � . . . . . .. .. . . . . .� . t � g� � — � � ��i�$ �� � C� � ���' �� °"� '����� � _ � ��'��`"����` � �° � � �� r . ... , � �. ^ ���,�- �"'�'�"��"� � �' ������� ��°�� � /"_�°�'�' �� � � � �'��°� � � �: .�-� ���� � � ��� 85 � � �� � ����� CONSULTING ENGINEERS Title ��j��- '�d� ���� � � Date �;�''�� �� ��'� )ob no. � �m ��'� � Subject � �� ��� �,�,�,,� �, By �.� Sheet of � �� � � !� � �� ��� � '� � �t��'� � � �tl � ����°��ffi � � ��,� �,�� � � ��� + ,_ ,� ���� ��-�:�,�.�.-�. �.-�}..-� � � � � ���� � ��� # � ,�' ,,��'����� � ` s -� � `�`�� ��+ � � ,�� � ��� _���?� �� � � ;���y� �, ,�� ° � ���`� � � ua b� � � � �� f�'����� � ��=; �'�� �` ���� � �" '°��t� �_:,�� �' � � ���-��� � ,� '� � �' �;� � :. � � � ��� � ������ �� ���� �� �� �� � � � � ��� ������������ ���� � ���� �� ��. ���� ��� ��� ��v�� � � ��«����. �� � � , � �,: ���� � _ � - � � � �� ���� ���.:� � � ���� �� � . �,�� ��;� ��": � $ � �.� �� � ���' � � � �.������ � �� �� ��`°` � �-so � �� �. ����i'?�w`3��-�.,;��`"� 3 ...�°�`�' �� �'���+�#� � � �� � ���:�-��'���"��� �c�'.��`�'°���� ' � . . �...�:�«-.� .s�?�.�.._ ... _.,. � 3� � . � � . . - �v .�,. �r _ . . � „ q `� � � �� � �P��� � � �.£. � � . �.... . .. . . �Y� . . .. � 5 6"�.. . ... � . . .. . .. .... . . . . �.... .... a� �"� � � ���.�� �� ���� � ti g�r',i ,s' �� s � . .�,.o�.,a�,i �^s ��,�: � �,� '��,-"; � � . . f� ' -s"' � �,� ��-e�'G, . �, g � � .. . x ; � . . . . , . . ,�.t.,�,nz�+..z„e�+,'�^°;..�.�" . . . . . . . ... ....... � ° . _ . r�.»r,..�r-�ers. . ... ..w.4�:��. . ... .. . . . . .. . . . .. .. . .. .. ........ . .... .. . . .. .. ... . .. . . ..... .... .. .... .. ....... ..... ... 86 ' . 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' W10x12 ROOF `� W12x14 W14x26 ROOF W10x12 ROOF � W16x26 ROOF - - - - 71'-7'�J - - - � � 71'-7" -� - - � � 71'-7° - - -� � 71'-7'� � �� � � � � � � � � � � � / T�P 5�8„ A ; �� �� TOP i i TOP TOP LEFT �i ; � � TOP RIGHT � _ � \ / T1 =5l8" � � _ �� T1 =5/8" � ' T1 =5/8" � ti - - �i �i ti T1 -5/8 � � s � W1 -W2-114 iy � s � � � � � � c1'sr - d'�, � � W1 =W2=1/4 i cP� i i W1 =W2=114 W1 =W2=1/4 � � � � � .t� W3-1/4 �'-/- / � � W3=1/4 fsr � ' - W3=1/4 � ' � 'S' W3=W�=1/4 _ S � -t�,,� L1 =g�� sr��� f� i i W3 5/16 � SS z � �v � � s � L1 =13" � � � �� _��� L1 =18 �� � \ '�S.� L1 =22" — L2=11" �i �i � i i 3i - - A 8 � - AISC 14TH EDITION V � L3=g,� i i L2-8" � / i i L2=13" L2-6" i ; L2-6„ _ �� �� �� � � � L3-6 � � _ �� L3=7 i ' L3=7 � L3-6 \ / ii ii i / � � i �� � � Q BOTTOM y �i �i i i i �/ �� BOTTOM BOTTOM LEFT ,� BOTTOM RIGHT - , , BOTTOM LL T1 -5/8 i / i i T1 =5/8" i � _ �� � T1 =5/8" i �� T1 =5l8" � � T1 5l8 � W1 =W2=114 i i _ _ � � _ _ � � _ � � i i W1 =W2=114 '� � i i W1 =W2=1/4 W1 W2-114 �� �, W1 -W2-1/4 � W3 1/4 -� �`} _ .� A� . i i W3=114 ' ��` / ' � W3=5/16 W3=114 i 3\� W3=1/4 N o�} L1 -6 `� , i i � � � � i � Z � D�+ - �� `� _ +�' _ � � i i L1 =12 �, i = L1 14" 5 L1 15" �, � � _ p,+ �� � i i L1 11" 5 � � � �n L2- " 5 � 9 5 i i = � i i i 5 L2 8" - L2= �` L2=4" �J / � 6�� L2-12" � � _ L3=6" �' „ i � „ i � � TYP �i �i � L3=6 � � L3=6" L3=7 i L3=7" � � i i �i �i i i i i � � � � � SC-30 �i �i � � �i �i � \ ! i i i � \ � � � � / � w U 9 � � � � � w e ', W12x14 LEVEL 6 _ _ _ w�2X�a W12x26 ' _ _LEVEL 6 _ _ w�2X�a _ LEVEL 6 _ _ � ; W�2X22 LEVEL 6 � = - - ' -' ' ' � 57'-101/2" �� �� ', 57'-10112° - � ; 57'-101/2" ��, ; 57'-101/2" Z � �q � � � �/ ii ii ii � i � � I..L � � � TOP TOP / i i TOP TOP LEFT � � TOP RIGHT � T1 =5l8" � � i �i T1 =5l8" ; ; T1 =5/8" T1 =5/8" �i i � � T1 =5/8" � � - - - - i � - - i � - - - W1 -W2-1/4 W1 -W2-1/4 = _ _ _ W1 W2 1/4 ti y W1 W2 1/4 'S' W1 W2 1/4 � - 'S'�, � d'�, �� �� i cf� i i � i �'S6 _ �s� � W3=1/4 � s��-� i i W3=1/4 � � d'�, � � � W3=5/16 W3=114 i � A �'6�. � W3=114 W � _ �- L1 =9" ���'i� � �i �i L1 =16" ' � �-�'f- ' ' L1 =11" L1 =24" � \ 3j8 L1 =24" � � i i i i � �� �� � �� � Z N � - � � - � - L2-9 L2-8 � � L2-12 - i - � , L2-9" L2-7" - \ i i � i i i i i � = L3= � _ �� _ � L3 6" 6" � � L3 6" L3=13 i , � � L3-13" Z _ A � � �i �i � � i i i � / - i i I � O - BOTTOM I I BOTTOM i i BOTTOM BOTTOM LEFT i � � BOTTOM RIGHT __ � _ _ , , _ , U � T1 518" T1 5/8" T1 5/8" - - � - - oa i i �v �i �i � � �i �i � i , T1 5l8" i T1 5l8" � ^�� � � W1 =W2=1/4 i � i i W1 =W2=114 � �.�`�' � i i W1 =W2=114 ,' 3\�' �� o��' � g i i o�� ' i � W1 =W2=1/4 i � 6'��0� � � W1 =W2=114 � �� �i �i �o�� . W3=1/4 �.�3�� � � i i W3=1/4 �p�-�- , i i W3=5/16 W3=114 i �,5�' W3=1/4 � �o ,Z.`� L1 =9" c,D��'� � � L1 =16" i ,�5 � i i L1 =11" L1 =25" � � L1 -27" L2=9" `�c' \ �i �i L2=8" � � ; ; L2=12" L2=8" �i / \ L2=7" �-�--� =E � � �, � �m �i �i � ` L3=6" � � �i �i L3=6" ' � i i L3=6" L3=13" � � L3=13" � ��� \ � �m � \ i i � � i i i � � � (� � �_� _ _ _��� / w�2x�a LEVEL 5 _ _ _ w�2X�a w�2X22 ' _ LEVEL 5 _ _ w�2X�a � LEVEL 5 _ _ _��� � w�4X22 _ LEVEL 5 � �° 45'-101/2'� ', 45'-101/2" � � 45'-10112" � � � 45'-101/2'� � Q� � i � ar I � �� �i � � TOP � � i �i TOP , � � TOP TOP LEFT ii �� TOP RIGHT ° T1 =5/8" � � i i T1 =5l8" i � T1 =5l8" T1 =5/8" i � � � T1 =5l8" �� �� �� � y� W1 =W2=114 � �� �� W1 =W2=1/4 � y i i W1 =W2=1/4 W1 =W2=1/4 �� i y W1 =W2=1/4 - ��'� � W3=1/4 � ss � � W3=1/4 � �s' � i � W3=5/16 W3=114 i � SS6 W3=1/4 � - �f L1 =9" \��s�,� � �i �i L1 =16" � �s � i i L1 =14" L1 =25" � i � ��'�3i8 � L1 =27" - `��c� - " `��8 - f� � � - L2=8" i ' L2=7„ L2-9 L2-8" � L2-15" � � i i � i i i �� �� �� �� / � - - _ - _ - L3-13 L3-13 L3 6" i i � E� L3 6 � � L3 9 �i � � � / / \ _- � i � � � i i i i � - � / i i i -- BOTTOM BOTTOM i i BOTTOM BOTTOM LEFT i i ,� BOTTOM RIGHT ° / _ A _ � i i _ �� _ �� I � �� - - - - T1 -5/8 T1 =5/8 T1 5/8" T1 5/8" T1 5/8 � � �i �i � i i i i � � � / � � � � - - - - - - , � i i � � � \ - - ' - - - - - - - � - _ -�- W1 W2 1/4 W1 -W2-114 � W1 W2 1/4 W1 W2-1/4 i \ W1 W2-1/4 o� / �b 3 � i � h � -E 3\ i i i i i 6'� � � °w 0� 1- _ � h = 'I� _ — — _ �� �i �i �5 , W3 1l4 �.�� i i W3-114 �, � � W3 5/16 W3 1/4 i Sg6 W3 1l4 - �` � L1 =9" 55 � � � 1 = " �`�' ' ' L1 =14" L1 =25" � �' � L1 =27" � U _ / � ,�` / � i i L 16 i i i � � � _ � � L2=9" ii ii L2=8" � � i � L2=15" L2=8" i � L2=7" � �� i i �� i - _ _ = L3=13 L3=13" L3 6" L3 6 L3 9" � � i _ _ � � � � / i i i - � � � _ / � � � i � Q - 4 W12x14 LEVEL 4 w�2X�a w�2X22 I LEVEL 4 W12x14 LEVEL 4 w� xzs LEVEL 4 i i i - - - - - - - - - - - - - - - - - - - - - - � � �� � �� � � �� i i � �� � = _ � _ �� _ � _ � _ � i i 34 51/2 34 51/2 34 51/2 � � 34 51/2 r s �i i , � i sd i i �� i TOP i TOP � � TOP TOP LEFT � TOP RIGHT ppp �`�� �i T1 =5/8" � � i �i T1 =5/8" 4 � T1 =5/8" T1 =5/8" �i � T1 =5/8" ADDREU�AT�ON L�ST _ � ,S, W1 =W2=114 ,S, i i W1 =W2=1/4 SC-30 i � W1 =W2=114 W1 =W2=1/4 �i i � � W1 =W2=1/4 AESS Architecturally Exposed Structural Steel - �'s � W3=5/16 `�S� , �� �� W3=114 � � tics� � i i W3=5/16 W3=114 � i yS W3=1/4 BOT Bottom _ � s \ -h � � _ �� A S _ „ s _ _ f = � i i - - L1 25 � 6 L1 27 , _ i i - i k -� � L1 17„ s + � � P m in r n I L1 11" 3 L1 16" 4 6 CJ Co plete Jo t Penet atio We d 00 � � s ( ) , -r f 3 � 8 „ -f- i i - i i / - - - � � - 8 _ - _ L2 L2 7" E� � $�� __ � � � L2 11" �i �i L2-8 SC-30 � � � , L2 19" _ i , CNTR Center(etl) - _ �� i i _ A � , - L3-13 i i L3=13 -- L3-6 L3-6" L3-12" � � CONN Connection - / Typ � i i \ � � i � -- i i i � � 2 � / i � i i DCW Demand Critical Weld A � � i � BOTTOM LEFT BOTTOM RIGHT BOTTOM BOTTOM BOTTOM ENGR En ineer Steel Connection _ 9 � ) SC 30 � � „ � � - i = _ _ _ � 4 - T1 5/8 T1 5/8" � � T1 -5/8" � � T1 5/8" T1 5/8" EOR En ineer of Record � � 9 � ) _ � _ � i i ' �. - - - - � i i _ _ i �E _ _ �b � \ _ _ / W1 -W2-1/4 0 W1 -W2-1/4 -� - - - �,-� / W1 W2 1/4 3\ i i W1 W2 1l4 c, � \ SC 30 , � W1 W2 1/4 �i 3\ ES Each Side - 4 - -E D�'� -E 6'� � � = h - -h i i - `� i i - W3=1/4 i 6� W3=1/4 °� 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 � i i `L i i i i i ; � i i i i '1, � i i i , i i � o � � �'�� / \ � i W1 =W2=1/4 i i i � �, � \ � � W1 =W2=114 i i �'�� / � i � W1 =W2=114 W1 =W2=114 i � 3\� � � i � W1 =W2=114 � STIFF Stiffener � ' ' h}�' , ' � W3=5/16 � � � ' �'��� � ' ' W3=5/16 � � co�-� � ; ; W3=5/16 W3=1/4 �i i gS`O�'�� �i 'i W3=114 T&B Top antl Bottom 0o i i 5 i i i i i i D��1- i i i i g � i .�`' � i L1 =12" i i i � 5`'/ � i L1 =26" i i ,Z,� � � L1 =23" L1 =24" i �� � / � i � L1 =27" VERT Vertical � � � � L2=13" � � � � �� ' � L2=3„ � � � i i L2=11" L2=9" i ! / � � L2=5" W P � i i � \ i i i i i i i i i i i WP Work oint w i i i i L3=g" i i i � � � i L3=6" i i � ' ' L3=12" L3=13" � ' i i L3=13" H i � i i i i � � i � i i � � i � � i i � � Z i i � � i i i i i � � � i i i i i i i i i „� � � � w�zx�s ' ' LEVEL 2 � ' ' w�zx�a � � � wz�xsa ' LEVEL 2 � ' ' w3oxso ; LEVEL 2 _',_, w�2x�s w�sx2s � � LEVEL 2 � _ —� _� � _� _ . � _ _ — _ _ � �_�_ _ _ — REVISIONS J � — – – –i— - – �_ �� . . _ . .– I – – �_ �� - – – I I i n I � �_ n � 11 71/2 � ; � 11 71/2 � � 11 -71/2 , � ' ' 11 71/2 � � � � ' � I I I I � , � I � �� � � , , � � � � N0. S DATE w Q i i i TOP i i i , i i ��` , i i i TOP LEFT TOP RIGHT �� TOP RIGHT � i � TOP TOP i W 0 � i � i — i i TOP LEFT i i � i i i ' i i �� i � i i ° J I T1 =518" T1 =5/8" � T1 =3/4" T1 =5/8 , T1 =5/8 T1 =5/8" i i i i i i , i i i i i , � � i i i i � , i i W1 =W2=1/4 i i T1 =5/8' i i � i W1 =W2=114 i W1 =W2=114 W1 =W2=1/4 i i i i W1 =W2-1/4 W1 =W2-1/4 — i i 'S' i i i i i i i i � \ i i Y'OV`cl i , ��'S'�, � ; � W3=5/16 � � W1 =W2=114 � � / ' W3=5116 � � � � i W3=3/8 W3=5116 � , � �'cP � ' ,5, � W3=5/16 W3=5/16 Q � pp i i f6 i i L1 =16" i i W3=5116 i � i „ i i � i �� i i � �S'�. i �, i i � L1 =28 i i ti L1 =32 L1 =13" f � s i � L1 =14" L1 =16" � � � -�� � � � � �� =sz�� � � tiss � � � � ss � � � ' � sf, , s � � � � AUG 22 2014 i i � i i L2=16" i i i i � S�.S � i L2=7" i i � , 6f�, � i L2=14" L2=16" i � � i s i i L2=14" L2=12" i � i i L3=12" i i L2=4" i i -�ji � i L3=9" i i + � i i i i � i i „ „ � � � L3=12" L3=12" � � � � \� � L3=12 L3=12 � ; : ; �� �� �� L3=g�� i i � 2 � i i i �� � i i �i i , ; i i i � �v� i i i i i i � i i i i i i i i i i i �; BOTTOM BOTTOM RIGHT i , BOTTOM BOTTOM i , BOTTOM LEFT BOTTOM RIGHT � � i i i i � � i i i , i i � � / � i T1 =7l8" i i BOTTOM LEFT i , �� � � T1 =7/8" i i ' ' T1 =1" T1 =7/8" � ' �,� A � � i i T1 =7l8" T1 =7l8" � PR��ECT �4.�43� i i ��`ti / i i i i T1 -7/g" � � � , i i i � i i �A i �L \ i i � i ��- / �� � i W1 =1/4 i i - i � `L � � W1 =114 i i ��`1' � i � W1 =1/4 W1 =1/4 i , c,�' � i �� � i i W1 =114 W1 =114 Z n,P , , ��- , , , , w� _�i4 , , �.'�� ` + � , , , , ��- ��- � , , ISSUE DATE: 08/20/2014 3 i i �'� i �i W3=5/86 �i �i �i i 5�'�� � � i i W2=3/8 i i ��o � i i i � %, � W2=3/8 �5 W2=7/16 W2=3/8 �, , � � -� W2=3/8 W2=3/8 _ W3-5/16 i i � W3-5/16 � � �O , i i W3-5/16 W3=5/16 SC-30 � � � i i �� i i i i - i i ,2°'�' � i � W3=5/16 W3=5116 i i � � � ' ��, � � - L1 =11 - � � � �� -7�� i � � ; '�' \ i i � 0 MARTINIMARTIN 2014 i i i i i i i i / , i � � � L1 =12" L1 =10" i i i i � i i L1 =10" L1 =10" cn ' � � L2-9" � � �� _�" � � � � L2=17" �� �� �� � ' L2=9" L2=3/8" � � , ' � � L2=13" L2=g" w i � i �� L3=12„ � � L2=9�� �� i / � i L3=9" �� �� � L3=14" L3=12" �� i � i � � L3=12" L3=12" `SHEET T�TLE: � � � � � L3-� � ' � � � - ', '' ' LEVEL 1 �' � � � LEVEL 1 O B�C�N G , LEVEL 1 � — - LEVEL 1 � , � - - - - - - - - �,� - - - - - - - - - - - - - - �„ ' - - - - - - - - �„ - - - - - - - - - - - - - - - „ ° � ELEVATIONS Q � Q � � � Q SHEET NUMBER: " BRACE FRAME 1 - LOOKING EAST BRACE FRAME 2 - LOOKING NORTH BRACE FRAME 3 - LOOKING WEST BRACE FRAME 4 � � ° 1 SC-31 2 SG31 3 SC-31 4 SG31 � ��-31 � � IVIARTINf IVIARTIN ' Reviewed Without Exceptions ��4 W2 L2 MIN TYP �°N5�`T�N� FNG�NFFRS CONSTRLICTION FNGINEERINC�SERYICES TYP ES 171f�9,"JFS—CO F4%AVFFI.JF,E AKF'.vnnr,•,rnios;}n�l R`?71.5 1/4 h9ialf�� ;i!;,=91..,1GD hr1'SP.TIh,1:A+1F.Tlh:r.�"hd W3 L3 TYP , ; W3 L3 � � Digitally signed by Chuck Kay 0'�� ,�' ; , ,� ' C� 1 1��,[ �� Contact Info: cmkay@pcl.com � ,' � � ,' �, W1 L1 ��� �� y Date: 2014.05.22 13:43:13-06'00' ' ' � W1 L1 TYP , i , , , , � ,' ,� � � i i „� / �' , � � \ ,'� ,-' � PL 5116x3 ES ; ', ,� � � ', � � CJ� , ' Z , , , i i ,� , , � ' � � � � ' � � � � �� �� 5 6 � ' _ � � � i � � � I i i 7 i � � L , � ,� SC-30 SC-30 � i / � i � v � i � � ,� '� � �'��' �i�� � � � � � �� � AISC 14TH EDITION � � � � - - ' ' � � � � � � � � � � , , i , , � i` , i � �4 � '� � ' � �i � � � r , � , i- i \ ,� � ' , i i � ' � � N �� � � WP � 'i Z � , ' '� ' \ �� ' � � � � , � � , � - �- - - : �' � i i — a NOTES: -` '� � I �� C/� I— a 1, PROVIDE 1/2"ADDITIONAL OVERLAP (BEYOND \ ,-' �'� � � I �� ��� � W U $ REQUIRED WELD L3) BETWEEN BRACE AND GUSSET. A ,-� ,-' � I �, � ��� \, � W = 2, BEGIN HSS SLOT 1" FROM EDGE OF GUSSET PLATE. � '� -� � , I ��, ��� �, `-- GUSSET PL T1, TYP Z O a �' i � � o ' � li � � ` ` 0 �/ � LL � � i e I \ : �� � I � � �`�Q �\ � � - U - � � _ � W � Z N � Z - '7 4• NO SCALE TYPICAL BRACE REINFORCEMENT 1 NO SCALE BRACED FRAME TYP CONNECTION 0 NO SCALE TYPICAL BRACE SLOTS - U °� J - W �E W �� �— � �� APPLIES AT W27 &W30 , � � �o FLOOR BEAMS AND �, � �d ROOF BEAMS \ ' � e� o� Q j � � � _� ' , � , , ,� , , o , , , , v , , �m ' � ,-' ' ��, A , , , , , om I �� � � �� � �� �� � � i � �� �� i � i �o � � �� �� � �� � �� � i�i � � �� � � i i _ �� � i � � � � � i "_ � i \ i � \ �� / i �o �� �� � �. i � i � i -- � , -" � BEAM WEB Q ,, � , , -' � , , � , _ ; , , ,�� �� � � , ,� � � - � , 1/4 TO COLUMN Wp � � � � / ,- W3 L3 MIN TYP ES OF ,� - , — � � , �, -- —_ � , , �E , , / � , i � W3 L3 MIN HSS , � i � o� , , , � � / � � � � � / � � � �� - - � = 1/4 CONN PL TO ,; , ,, , U = , , A , i� � - � � 1/4 COLUMN �� � , � o� � �, � - GUSSET PL T1 — , , � � , , , , � - , , , � — , , , , � � - — — — - � A_ — CENTER ON TUBES � — � �C� , - , / ,� � � ,\ - , , , , , � � � , _ , , � . � _ , , � � _ , � , - � , _ , , WP , / , �, � � e � � _� � � - � � � , , � ,o � \ � - , � � �o '� m� �'� �'� �� � � � -' � � � ABBREVIATION LIST , ,- �� � �� _ � � ,' �� AESS Architecturally Exposetl Structural Steel - � ��� ' ,�� � BOT Bottom -- � �� � P m I te J int Pen tr ti n W I � CJ Co p e o e a o e d 0 0 � 3/8 PL W/ 2 ERECTION BOLTS ( ) \ � ) , E� , � � � ` CNTR Center ed - � � ) � � - � � / , �i ` � / _- � � CONN Connection - � � DCW Demantl Critical Weld � ENGR En ineer Steel Connection � � 9 � ) - � i EOR En ineer of Record _ g � ) = \ � ES Each Side -- � 3� FBG Flare Bevel Groove Weld �} � � � ) -- � FLG Flange �� - FS Far Side �` GA Gage or Gauge 5 NO SCALE BEAM WEB W/O REINFORCEMENT 2 NO SCALE BRACED FRAME INTERSECTION L RCZ LateralnForceResistingComponent LLH Long Leg Horizontal LLV Long Leg Vertical LSLT Long Slotted Hole OH Opposite Hand � APPLIES AT W12-W16 d- PJP Partial Joint Penetration(Weld) versize o FLOOR BEAMS wao Radius � W3 L3 MIN O RET Return o ,' � � � W3 L3 MIN SC Slip Critical � i , ���„ ii � SCHED Schedule � � � , / �4" M I N � SSLT Short Slotted Hole o i � �' ,'� MIN \ 'i ' i / N STD Stantlard N , � � / ' � STIFF Stiffener N i , , , � , ' W1 L� MIN I I ,-' ' 00 00 � ,� ' � � � ' BEAM WEB , / O T&B Top and Bottom � � , W1 L1 MIN i � ____i , vERT vertica� ' �� � � WP Workpoint � �' - ,� 1l4 TO COLUMN , I ,-� / ,�� � i ' � � i � � � � � � � I i i� I i� � � � - � W I I � � , , , ,� I I ,-' i� ,�� � �,o � REVISIONS Q w , , / 1l4 CONN PL TO WP � , , � ,� � ,- � 0 0 �, ; ' 1/A� COLUMN \ I I ,-' /� ,-' W N0. S DATE , � i i � � '� J 2 ERT BR 0 0/2014 I� i � � ' � ' ' � � � -- Q co rova � �- - - � _ � i i , , '' � � ' � 1/4 �,��� ���re� � �,���_ � , �� ,� � WP � � ���TTACHMENT TC: � / — GUSSET PL T1 W i i � � ���NCRETE PER �ii� ,'i Q � o or � � '- � ALIGN W/ EDGE OF � �I�!1� S7 n � � � � � , ` � W2 L2 MIN 0 PROJEC 14.0430 � � , , GUSSET PL / , , - Z , � , , W2 L2 MIN , ISSUE DATE: 08/20/2014 � ��� �� � � Q i � � � � -- , � �, �� �, � 3 8 E T �� J 0 MARTIN/MARTIN 2014 � ' � , , �, Q � �� � �� SHEET TITLE: w �, ` � ' �� TYPICAL BRACING � � � w � � NOTE: WHERE ADJACENT BRACES INTERSECT AT COLUMN CENTERLINE, CONNECTIONS z � SPLICE ONE GUSSET PLATE AND WELD USING 2-SIDED 1/2" FILLET WELDS. � � � � Q SHEET NUMBER: U w �� 6 NO SCALE BEAM WEB REINFORCEMENT 3 NO SCALE BRACED FRAME BASEPLATE - 1 SIDED O SC'3O � i 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 ""� TYP - - 1/4 WZ L2 MIN CONSTRUCTION ENGINEERING SERVICES � � TYP ES 12499 WEST COLFAX AVENUE,LAKEWOOq COLORADO 50215 1/4 MAIN 303 431 6100 MARTINMARTIN COM � W3 L3 TYP �/�� , W3 L3 �� , 1/4 �O�/ � ' // , , - � , � � ,- � � ,�� , , W1 L1 1/4 � ; ' � � , , ' � �' � ' W1 L1 TYP � ' ' � i i i � / ' / � , / \ ,'�� ,-' � PL 5116x3 ES ; ' ,-',�; ,'� � ' ' z CJ� i ' � I I � �� � � I �I � �� ��� � 1 � � � � � � � " � � � � ` 5 6 � � ' - � � ' � , i i ,' ' � /� � z , � ,� SC-30 SC-30 ' i � �i '� % �' (3.� \ ; i �i � � � / � ' - i � � ,�' ,' � '��' �i � � � _ i _ _ AISC 14TH EDITION � O - - , � / � �i 12 ' ,' � � � � �� � � � � � � SC-30 ' ' � , , , � �� , i � , � i � � Q �i �i (� � � , i , � ' �. A ,� i- �- i - - - � Q � � �i � i \ ,� � , i i � � � i i � ' ii i � ' � WP � ' Z , , , � � � i i / ,' , � � �� ' ,' � � � � � � � � - - — � i L — � — a GUSSET PL 5/8 �� ,�� �� �� NOTES: �`�� ��� ' ' �� C� I— ° �' � �'� I ', 1, PROVIDE 1/2"ADDITIONAL OVERLAP (BEYOND � ,-' �'� � � I �� ��, � W U $ 1/4 6� ;'� ,' � � ', REQUIRED WELD L3) BETWEEN BRACE AND GUSSET. � ,- ,- � � � �, � ��, � � � _ 1/4 , , 2, BEGIN HSS SLOT 1 FROM EDGE OF GUSSET PLATE. , � , � , � , GUSSET PL T1, TYP Z O �' , , i i � � 0 �/ � , � i i ` ` � � � LL `e \ ; � I �� � I � _ � � I II ��Q � � � � 0 � � � _ / � w � Z N � Z - � O NO SCALE SPECIAL BRACE CONN 02 7 NO SCALE TYPICAL BRACE SLOTS LI. NO SCALE TYPICAL BRACE REINFORCEMENT 1 NO SCALE BRACED FRAME TYP CONNECTION 0 - U °� J - W �E W �� �- � �� APPLIES AT W27 &W30 , � � �0 1/4 FLOOR BEAMS AND �, � er 1/4 ROOF BEAMS \ ' � ��Q , / _� � � ,� � , o , � � , v � � , �m WP � - - I ,-' ' �, � , , � , E� �\ � ' � � � � �� -' � � om � � , ,- , ,- �, � , ,� � , �o � I � �i � � � i I I I ,' � �� � � � / , � i — I I I �� V � � � � / � i� � � �! � i � i �o � I �� / � �` �� �� � \ i i � i _- - � ,� -� � BEAM WEB '` Q �, -' � , , � , , , _ �� i ; � / � '� � ` '� � - � � ,�� 1/4 TO COLUMN Wp � �� � � -' `/ ,- W3 L3 MIN TYP ES OF _- , � `� ' , `� � , � �i � �i ' �E , � � , i � W3 L3 MIN HSS _ � � �i � , � � � o� � , , , � _ ' � � � , � , � ,� �� - � _ � 1/4 CONN PL TO ,; , , , _ , _ , U � - - „ � _ _ , - � _ � , �, , - 1/4 COLUMN ' i _ , , � �� o� i '� � _� \ , — GUSSET PL T1 , c� _ �i , i , � � � � � _ _ , � - � � � — _ , 5 , � \ i � � � _ � � - - - - � q_ , - CENTER ON TUBES � � - � �C� _ , _ - � , / ,� _ _ _ � �� � � � SC 30 �i . , , �i , , � � , , � � _ � , � . , � _ , � , � � - -_ � � \ � , , - � _ � � ,,_ / � 70 � � e WP , � � �� �i / � i � �-_ � � GUSSET PL 5l8 -' - �,o , \ � - , � � `° I / � m� �' '� �'� �� � � -' � � � ABBREVIATION LIST - 1/4 6 � �� � � � �� _ A � ,' �� AESS Architecturally Exposetl Structural Steel - 1l4 6 ` � � ' '� � � � , BOT Bottom -- � �� � P m I te J int Pen tr ti n W I � CJ Co e o e a o e d p 0 0 � 3/8 PL W/ 2 ERECTION BOLTS ( ) \ � ) , E� , � � � ` CNTR Center ed - � � ) � � - � � / , �i ` � / _- � � CONN Connection - � � DCW Demantl Critical Weld � ENGR En ineer Steel Connection � � 9 � ) - � i EOR En ineer of Record _ g � ) = \ _ ES Each Side � -- � s� � FBG Flare Bevel Groove(Weld) �} � � -- � FLG Flange �� - FS Far Side �` GA Gage or Gauge 11 SPECIAL BRACE CONN 03 5 NO SCALE BEAM WEB W/O REINFORCEMENT 2 NO SCALE BRACED FRAME INTERSECTION L RCZ LateralnForceResistingComponent NO SCALE LLH Long Leg Horizontal LLV Long Leg Vertical LSLT Long Slotted Hole STIFFENER PL 1/2 7 APPLIES AT W12-W16 H pposite Hand � d- PJP Partial Joint Penetration(Weld) versize � � EACH SIDE OF WEB FLOOR BEAMS � RAD Radius � 1/4 / WP — � W3 L3 M I N � SCT si puCriticai � 2-SIDES TYP - - - , / ,� � �� i W3 L3 MIN N SCHED Schedule FOr � 1l4 � , � - , 1/2 I � � , i i ,� �� �4 MIN M SSLT ShortSlotted le pproval � _ � / �i ,�' �,'� M�N � 'i ' i � N STD Stantlard M / / i �" , i i ,'� � � sT�FF stiffener SEP 25 2014 � �_ / - � , -',/,-' W1 L1 MIN � � -' � � � � � - ' BEAM WEB , / � T&B To�and Botto � , W� �� M�N ii____!____i , , VERT Vertical Not For � / , � � �I i I �� �� 1I4 TO COLUMN i �� � �� W WP WOfkp0lnt COriStY'UCt10ri , � � i � � / � ii i � ' � � � / . i � i I I � I i i� i / �J i / , 1/4 � � � , � '� ,- ,' � � ' � � � , , 1/4 CONN PL TO WP \ , , , / , �o � REVISIONS w Q � � CAP PL 3l4 � '� \ 1/4 � � � 1/q� COLUMN \ I I ,-' ,� ,-' W N0. ISSUE DATE � i i i �� 0 0 ` �� � W/(4) 3/4"A325N � �� �`�, � � , � � ', � �� � ,'� � 2 VERT BRACE 08/20/2014 i - . - �� � � ` i � i i � � � BOLTS , � , �, �, GUSSET PL 5/8 I- - - � _ � , Q CONNS � � �� �� � � ' - - � � 3 VERT BRACE 09/23/2014 i 12 � i � � � i� ` i � ��;��� �°�s-t i � rwi��,_ �i � i i � � ' � �`� �� Wp � 1/4 � � — CONNS � sc-so ' � �,� �� � � ���TTACHMENT TC: � i GUSSET PL T1 W � � � � i i i� � � �, _ �, 1/4 6 � , , � ���NCRET� PER � -� � i � � � � i � i / i ' � ' �, �� 1l4 6 I , � ._ � � , �, � ALIGN W/ EDGE OF � �I�!1� S7 n � ' � , ' , � � � � ` W2 L2 MIN 0 PROJECT N0: 14.0430 � , , � , ! ` �, GUSSET PL % Z � � � � , W2 L2 MIN � � � � I , �, � ISSUE DATE. 08/20/2014 i i i � i , �� � Q � � � � _. i � � �� i i � , � , I , � , � � � 3/8 PL W/(2) ERECTION BOLTS � � o MaRTiNiMaRTiN Zo�a , i i � `� ,� � � � I � �� � �� � SHEET TITLE: w � i � ` � � TYPICAL BRACING � � O w NOTE: WHERE ADJACENT BRACES INTERSECT AT COLUMN CENTERLINE � , z � � � SPLICE ONE GUSSET PLATE AND WELD USING 2-SIDED 1/2" FILLET WELDS. � CONNECTIONS Q � � � Q SHEET NUMBER: U w � '� 2 NO SCALE BEARING STIFFENERS OVER HSS COL 9 NO SCALE SPECIAL BRACE CONN 01 6 NO SCALE BEAM WEB REINFORCEMENT 3 NO SCALE BRACED FRAME BASEPLATE - 1 SIDED O SC'3O � � MARTIN/MARTIN C O N 5 U L T I N G E N G I N E E R 5 CONSTRUCTION ENGINEERING SERVICES 12499 WEST COLFAX AVENUE,LAKEWOOD,COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM 10 SC-30 � - - - - � � � � � / � � � V / � / ii � � , . ' ' z / � , � i / � ,���' _ i �i � AISC 14TH EDITION / ' �� � � Q�/ � , LI_ / � � i ,',� � i 9 / � , i i � � SC-30 / � ,' � i � ' ' ' Z N , � — — — — / � ,',� � i � ,'��� i �� � � / � ' � �i �d � � � � � � �',' � � i / , , �.�..� � � A � , , � �i oi� � ,� �' � i � , � � i � W e � � � ,' �� ' ii � — � ��\` � � ' z � � ' i � — � � �� � � �� �� , ,� � � � �/ o ` � � i / I..I_ Q - - ` � ' ,' i i � � , , i _ i � i , i � � ` '� � � � � � _ �; , - � � � v � � � � ,' ' i � U..� � �� � � � i � , _ `� `� � �' � i — � � � � i � � � - � Z N � - - � , I � , , g I � � ,� � I � ' i I � � i�., I � � � i I _ � � i I - i I O �� , I - � _ � r I i � � �� I - � I �o , U � � , � �� 'i , i 2 � ` � � i � � , � i �� � SC-30 �� ��`� i � i � `° i � ` i so � i � I - � I � � � I - i� �� �� I sd I �m I . � �� � I � � ��_ �� - - � I � � � I �m i� � � I � � i �m i -1 � , � I ��_ �',' �� `� i ii 11 - � �� � i - � � � i — SC-30 - � � � � , Q= �i � � � - - - - - - � � - BOTTOM LEFT i � , �� �� i I BOTTOM RIGHT s° �i �� � � � ' i - a� T1 =5/8" '� , � i T1 -5/8" i � i � � � �� �o W1 =W2=1/4 i /� ��� ' i W1 =W2=1/4 i i - - - - - - - - i � �� W3=1/4 �i ;',�� �`��`� � �i W3=114 � �i � � �i � - L1 =16" ' � � � � L1 =20" � i � i � � � � � � i � - L2=9" �i � ' �� �� i ' �i L2=4" �i i � �� �i i - L3=6„ i ,',� �� �� � ' L3=6" i � -_ � -,, i � , � i - , �� i i , i � i � , i , _ �, , _ � i �, , i \ , i i E� ' ` � - - - � _ � � � i _ _ �� '�- _- - - � � �� _ _ �i � �-, � , i i � _ � ,, � I i i I - i� '� I �—_ � —_ -- � / i � � I I �,��, I I � , � I - � - - - - - I _ - � / � � I I 1 � — - - ��i � I I �������, I I , � ��i � I —, � , , I � , _ I —, I I , - I � - A � � , �� I I I I �' I I I I � I I f , � I � i � I i I � I I � V - i I � �%� i � � , I � I I � \ I I � - - - - - - - - - - - - - I I I I I � � � I I I I � I I I I -- I I I � - I - I I I _ � - - - - - - � I � = - - - - � I I I SIM r i 11 s i i i i i i sd 1 i 1 i i o� S�-3° '' '', ' �'� SC-30 SC-30 ABBREVIATION LIST _ AESS Architecturally Exposed Structural Steel - BOT Bottom E� B RAC E F RAM E 5 B RAC E F RAM E 6 CJP Complete Joint Penetration(Weld) - � SC-32 � SC-32 CNTR Center(etl) _ CONN Connection DCW Demand Critical Weld - ENGR Engineer(Steel Connection) - EOR Engineer(of Record) �E ES Each Side �o FBG Flare Bevel Groove(Weld) - FLG Flange �� FS Far Side �` GA Gage or Gauge HORIZ Horizontal LFRC Lateral Force Resisting Component � LLH Long Leg Horizontal LLV Long Leg Vertical � LSLT Long Slotted Hole � OH Opposite Hand N OvS Oversized � � PJP Partial Joint Penetration(Weld) � N N RAD Radius � ` RET Return ti iri Q SCHED Schedule _ SC Slip Critical �`OY• � SSLT Short Slotted le pproval o w STD Standard M (� STIFF stiffener SEP 25 2014 N � � op an otto VERT Vertical Not For � WP Workpoint Construction � L.LJ � z J w � Q REVISIONS � N0. ISSUE DATE W w 00 Q 3 VERT BRACE 09/23/2014 CONNS 0 z I Q —� �J PROJECT N0: 14.0430 ISSUE DATE: 09/23/2014 � 0 MARTIN/MARTIN 2014 u� � w � SHEET TITLE: � Q BRACING Q � ELEVATIONS Z p 0 ¢ L.L SHEET NUMBER: � � � U ° o SC-32 � � � f'�1� R T l I�J / f��'1 �R T I hJ CONSLJLTING E�*IGINEERS STRATA VAIL VERTICAL BRACE CONNECTION DESIGN �/al�, C� 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 ����� � c�o 0 � O O � ♦ * • r emo°°����i► 1 24 SEPTEMBER 2014 For Approval SEP 25 2014 Not For Construction 1 2499 WE5T COLFAX • P.O. BOX 1 S 1 S�O • LAKEWOOD, COLORAD❑ 8021 5 • 303-431-61 ❑❑ /'� 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 a: lbZ #1�3f023dWIZ o�'�ivn = ° ° � Q� °� �. � o� ; - _ � a a` z � �; � � w � �v �o ¢ a ww� s� oo � � � ° �,�_ _�o p N > ��� � � � z� = r� Q= �idn dl�ls ¢�s���� ����� =�a�� ���e ��� �� � _ � =�w �U a � � a e �,mw N Cn S�NIMb2ja N�IS30 N011�3NN0�13�1S bIOZ/EZI60 3Sf12131IH134 aNV 1HA021ddH 210�b0� � Z Z O U i �I � / I � / I / I � � I � � I I � I � � I � I � � I � �M v o z � O � Z V z Z z O p — __ �_ �.�.__�.� \ — _..,M_�._,W..._:...�__.���..�_.M_.— -.� �,.W.- � I \ \ �� � V �� � �� �� I �� � I \ ��, �� V �� /� I \ � / I � � I � � I / �� �� ,� �� I �\ /" � I \ /� ��� I V / I w � � w \ U r�i m �y z z z z O p U () ..__.. ._. ......__.. _ .. ..::.: .. :_.::. _ :�_.'-'.' ::'_::.: _.,_:.:,. wv�e�.ecmo�oz�eais a3iwaa�va sa3 �.aa�vn�vwi�3road a3iroi3a 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: � � �. ,� � —L1 � T� 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 � i 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 Title �"����� �/1� IIb- Date G /�Z'�if��f� Jobno. 1�-`�`��i" TvT�' L!!�-"=rT �a�►�°! �j I Subject V(`� ^r' ��/�"GfP �uh-�rJ �����(' S�`�' BY G � .5hee� of n c� � c�� � ��+ n � ��►��r- � = q5- � k � ! � gn V n! i F o 2� Fo(Z C.�' /t-t�F_'T N�+� C S c 3 �`j G� — �,r'( � � oc - 1 S�.� ,-� � = q�:3� ��-�� C3�°) = �s:� K /�-( � �5.�f���f�J ��g"� � Z�. � K M = 3s.� k � !S',�:� - �.9;.,' - 375 K-', -� Y.. = 2�. � K ,,J,, = Z,S,�� �- qC��S° k- ��,� _ /// ,� /�,�" , -► w�� � �-� r���� /�,. - ,��;z 1,�k)=�-(��E i ��Z ° ll� K � � -r,q ,.,,- � �I � � �r.�° Z'7..��— /, v � o, � 5��,►.����s��e� _ � �� � _ /, ���� ��qK � = z.c� I �, ��.� C�.�C��.��^��1. 4�`� u � � % F� �.4 Er Cr' v� � �'1' Ti-� tClctil �� � � � \ , -- „ �v 7 v/�c�a� ca.��"� e ;���� ,-t c„����b V� � y'��7�� � ��. �,�� �. � � � �— ––� I Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 13 of 18 09/24/2014 ��� � ��-��� �fli,� .:� ��'��w� CONSULTING ENGINEERS Title `jTQ�T� t�/�i L Date � /L�`Zol� Jobno. j�•�73``�' Ric.Wr �oN,�qo Subject '/�R-'r �7R/�`L � CaNnJ �l=,Q�}�°i� �7 By �,. � -51aee� of ��s1�.�1 �0�1'7 �- f����.r i� _ ��.� ��,..i 0 0 �Zo V I�I I FDIZ M F�,l'-C�E �t �TNoi� �5 c 3'' oC a 1�. 5' � � oc = x�,°� '�-, � m ��,�� C�C���� � Z /.3K hl = qs•� � �►� Cc��.°� - � � o�. � .� 2 �,�� �'Zo�;� _ tt.�,�-�) - /�1c�1�-��+ Vv ' � `a• OK l�✓ ' 1. �.� K- � � �� G�lK —��>_ — C�°iej°4 k Z� ��� �./ -r_ �� -r� f� E�}� �� - J(��.�k�Z��S--Asq��Z -� ��.��� � = T�� -' s���5-4k = S"4.2� q0.�� �, J � ,..�, � ���� '.�° �S'A.2°) = �.3�1 � o _ � �5� � c���?, �� .� ��� �. �z� tZ�(z-� ,-,�� /,�� � vc, � �IN � Mun� F� �� c-r w�� n � ►� � �F %4 Cr�s y � �"' ?r�l c k nl�y g = � � k �i �'� a k 5 l O.�.7'��:"_� � �7,�i�I ,-+ `� �,-'°I`° Gi � �r�� �����°r �t- 5°'/� Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 14 of 18 09/24/2014 ��� _�� _ _�_ ._����� C O N S U L T I N G E N G I N E E R S Title �� � '�� � �''�'� � �. Date �� ����°����� Job no. � �s��� � � °:�� � �� Subject �`� � � )������� �''=�:�3�� �.,.m.:��',��`.�xr �:e. BY � � Sheet of �.� _ � � � °�` l�� ��E�� �� � " � ,�� ,�' �3 `��� ����� �� ,� ��,�����_�� 8 `� '��� � � �, , � � -- ,.�' r� �' �� �� � �� � � P�� � �� � �� ,�� ° �`� � ��� � �� �� ��� ����� ���� � ��� � ��'� �'� � ` lm�s � �9 � �, a,�r J � �,� �''j��qp s ���"'� ~�'� ��'��"��aa ��' °��'�€� �� �i�g� �z �,,:�e,�-.�,� � �.. ���,_. . �. � �� � , r. e_ .�,.. , �, �, . � `�..� ������ fr"`� ..��g��"'�� �� � �� � J� � �° i �� � �I� ° ���� � � ° � Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 15 of 18 09/24/2014 - ���������_ ,����°�� CONSULTING EN6INEERS Title a"����� ��'��� Date � ,���,���''+� Jobno. ��-`���� � � .,. <, �°������ � � Subject ��`�'� �`�,��,' ���:�� �'�a�� �a�`�;���� � �� By � � of ���A� �� ��� �����'� � �� ���� ' f� � ����� � � ��� ' ;�� � �,��� ,�:�t���� ��'"��� �,�� '���� � ��s� ':�,� � � � ��'��.x-� ''� � ���'�� ��"� ������ � ��.� � F� = �°��•� � �°°t�3�°���� � ��°� � �. ; �"� "�, < �� � ��.� � �, ���¢� ;�g -� ��'�Q� �� � � �`�, ����r �''�, � ���s � � � �� � �����,� � � � ���,�� ��¢� � � �.����. _ � �.��y»�K� � _ a� �+S 6 Y �'°�� ��� ��� '� �.,�_ . _ -����w��p, �� � ��"�,� �� ������ ��� "� �j. �k � �°°��`�`� �`�,g ��, ��� �; �.�,°�'T'� ��.,._��,,�..:��� � �.,�`.-� � � — � �9� � � /� � � �� � ��� ����,��`�,.� �� � l�� � � , � ������� �� � � � � � � ��., _.��.�.�.�,,�...�,��� r,.���ff ���._x��.��,� . . ����`� ������� � ` �$�� ��. � � . ' r�� � ���:� ,..<_ ^.� � �����=�- � �:-�f ����,;� �� � �x� ~`�� �'4 � f n �"" � � `=�` �'��,� � ��:�c��� �'� ��� � ;�-� '.�^ ?.�' �W e�'.�''�'" � ! ��.'I V Y ��t��� !�� �- .... ���� rJ� ��� �"� d ,. �.�..�-F-,�. . p ywawsn �� � � '�'s.�'„�,A�'s ��� g�� `� .... ,. Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 16 of 18 09/24/2014 ����������_ ����°�� CONSULTING ENGINEERS Title ����' �'��` �� � �'° Date � �����.��� Jobno. ��$���� Subject i�'�'f�=� �,�,'�� � �. ���J �"��`�� �� � By =� � Sheet of � �� � � � �� � ► ���.��� � � � ����� � ���� a������ ���`�``����"" � �� 'i� �� ,��=�;�.-rt�,�,y��� ��,�-�.��.u�,.�>.x..�-,���,�r�: �_ _� �...�,�_.�� �.�����..��...:.� � � �-� � `��� d� "gi ,j�� � ������ .'< ���� � z���, � � ��� ����. �� � �� �_ - �z � g^ . ,��� � � � �.�m � � �*� _ �� �A� _ � p,� � � ,� � �� ��� �� `„"'� � ���+�a�- �' �' � � ��l ��e�°�i 4 �y�, �`� .... :...�.� a ���.'��" �'�'�� ���` �'� �g�� � ���. . - ._.�.. . � - � �� � .g . �. , - _ .._ .. .�,�� � � .�...,.�..._..... ..w__ ,. .._..,...,., ...�. _ . - `�m _ __. e . �4��-,: ' , �m ' �_ ��r�<z,� �'.����� '"i �� �� t� ' � ... . � �� � � �_ f � �� ,�.: � � �-�,._. � �,�„�� � � �� , � �� ,� � ��..,F� � ��. - �"" ��,�.,. �� � R �� ���� � "�� �`� � � � � � s � , ������ ��j"`��'� � ''v �� �`���- �� ��,��`��.� �, ��� �' . �� �'� ��� �g� �.� ���°��„,����,�� �?�`��������.� ,�� �� � ���� � ���� �����.�� -.°�,,;,,���'� '�" qs ��� >�t;;"�' � � �,� � � � � � � �� ��� ���`� �� a�. s � � �°�`' � � �� � � � - ,�-� � ... � ��.., Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 17 of 18 09/24/2014 I'�F����i!'���:����"��� CONSULTING ENGINEERS Title ST��T� ✓/}I 1.- Date �, /Z�rZD ►4 Job no. ��.�'Q� ° Subject �/{-(� �►,._ By C S Sheet of ' 17E`� 1 c�-�I L �� �7 T � �5;3 k. ���C�S°� -{-! °� _�� l� �2 lo,s k /���-�— � I ��' C.rt"�� 7'� j"-�'G�;`vk"��-�" F��'�r°,+ �J� 5 ' ' -� - Z � �� = Z ;� — c�,g �o,�g'�n� = �� (oZ'�'_i � �� _ y �Z.;,� _ ',� 7 �.5�-, �: vSF 3.'��, �.�,�� � C I o.S k�C I.�z�;,> = o, c�I �-, a.� C�.�;�)(5 sks�) �S� C�r� �� 3/4 � 17 i"� �2 7 ST I F'P��/J�� '7`c� � r.��r�Cf lo �"L� W/Q L 4`> [7� r-I�S f�, �/}��I�.J C� � ��-��,�-;� (� ; �°��-�> � �.�� ��� _ � , , . � �- r.�a ���r��'i �,���+�� � ,s..�... --.m.�.,.. ,7E" �/s- '�.c� t�'� "° !���'�� � '(�,�- � ��- 4 '�''�°�� -.'� �'�` � � , � -- I � u � , � — i � - _ . _ _ _ . _ - - - -- - - - �� _- -` _ �- - I — i I I � �I ; : + . , --- , � 1 , . � , � C - -- .- .- - - - __ __- _ - -- --- - , - _ ' ' � _ � Strata Vail-Vertical Brace Connections 2014-9-24.pdf Page 18 of 18 09/24/2014