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B12-0035 STRUCTURAL ENGINEERING CALCS
� - Vxi(, Colorado Denver, Colorndo i� Priscq Colocado ��':'.: ��i:, �.: Monroe � Newell Engiaeers, Inc. STRUCTURAL ENGINEERING CALCULATIONS For: Lionsquare Lodge Phase II/III South Vail, Colorado (M&N Re£ 730912) �. �. .� . � , _ , , ;: � These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or reproduction of these calculations without the expressed written permission of Monroe & Newell Engineers, Inc. is strictly prohibited. **P.E. stamp on sheet applies ro the following calculation pages and indicates that they have been reviewed. This includes all sheeYS attached to this cover. March 6, 2012 www . monroe - newelLcom 70 Benchmark Road . Suite 204 • P . O . 14ox 1597 • Avo � , Colocado 51620 C970) 949-7768 • FAX (970) 949- 4054 � email : avon � mo �roemeweLl . com �y���� � � , Monroe&Newell e�s����,.���. Monroe & Newell En�ineers, Inc. S�`"`�E"�"�"' Avon OfSce 70 Benchmark Road, Suite 204 PO Box 1597,Avou, CO 81620 (970) 949-7768 Phone (970) 949-4054 Fax avon@monroe-newell.com FACSIMILE TRANSMITTAL LETTER Date: January 6, 2006 P8g¢S (including transmittaq: 3 Attention: Mr. Melick Mr. Charles Davis Mr. Lin Grubbs Company: Melick Associates, Inc. Town of Vail Telephone: 303-534-1930 970-479-2100 970-479-9026 Fax: 303-534-1931 970-479-2452 970-4790-2844 From: Peter Monroe o� iU J� Subject: Lionsquare Lodge Phase II & III Project# 0 Enclosed: Report dated January 3, 2006 Message: If tcansmittal is no[as indicated please no[ify sender �`���,i iii�� � 2005 Platinum Sponsor The Colorado Chapter of The American Institute of Arehitects www.m n n roe-newel Lcam Vail,Denver,an�Frisco Offices �� . ,5 - Vail , Colorado - � Denver, Colorado M Dillon , Colorado � ly Monroe 8� Newell Engineers, Inc. January 3, 2006 Melick Associates, Inc. 25107 Genesee Trail Road, Suite 101 Golden, CO 80401 Re: Lionsquare Lodge Phases II and 111, Vail, Eagle County, Colorado (M&N #6640) Dear Mr. Melick: As requested, Monroe & Newell Engineers, Inc. has reviewed the existing structural drawings of the Lionsquare Lodge Phase II and III. The purpose of our review was to determine the structural impact of adding approximately 1400 square feet of space to the building. The addition is planned for four levels on the south side of Phase II of the building. The area is currently an outdoor patio on Levei Four of the eight levet building. Levels five thru eight will be added. The existing buiiding encloses this area on the east, north, and west sides. Addition of the space will add two types of loads to the existing building, verticai loads both live and dead and seismic lateral loads. Lateral loads due to wind will not increase. The structural frame of the existing Phase II where the space is to be added is concrete slab on metal deck on steel joists which are supported on steel beams. The steel beams are supported on steel columns which are supported concrete foundation walis and footings. To accommodate the vertical loads of the additional floor and roof areas reinforcing of ' selected existing steet beams will be necessary. Also, the existing steel columns wili need to be reinforced. The north columns of the addition will probably require ; eniargement of the existing footings supporting them. The south columns are supported on the existing foundation wali and continuous perimeter footing. With the additional load being distributed thru the foundation wall, the footing may be able to accommodate it without enlargement. =�4�� .,... � 2005 Platinum Sponsor ,' The Colorado Chapter of �' The American InstiNte of Amltirects � www . mo�roe-newell . com '� 70 Benchmark Road . Suite 204 . P . O . Box 1597 • Avon , Colorado 81620 I (970) 949- 7768 � FAX (970) 949-4054 . email : avon � monroe-ne�vell . com ��: The lateral loads of the existing Phase II building are supported by stair and elevator core walis. Phase III has a large amount of masonry shear walls in both directions. The existing drawings indicate that Phase ill was connected to Phase II without an expansion joint when it was constructed. The additional stifFness of Phase III actually took lateral load off of the cores in Phase II . We have analyzed the existing and proposed seismic loads on the building. Seismic loading is a function of the building weight. Our calculations indicate that the weight of the proposed addition will add approximately five percent to the weight of Phase il and a smaller percentage to the weight of Phase II and Phase III combined. Therefore, it is our opinion that in accordance with IBC Section 1614. 1seismic reinforcing on the building is not required since the additionai stress to the laterai foad system is less than five percent. If you have any questions or comments, please call. We would be happy to meet at any time to further explain our findings. Very truly yours, MONROE & NEWELL ENGINEERS, INC. ��������� Peter Monroe, P. E. Principal cc: Mr. Charles Davis, Chief Building Official, Town of Vaii Mr. Lin Grubbs — 2080 Meadowbrook Drive Vail, CO 81657 2 l� tc�rarc�c �� Ne�t��ll � I.'va�;ioi•xr:. L.�. ; —?—r•— _ €�itlVankap '-+a"ri. =�me3w � bco� L�[�.mJoRnv'_ II' . 3lL.i 1 li�. ._°,I ' [B• viLre . uv �[cm � LuL�aFc� fi. . O� . 'r3.cam �va Pcoject Name .�ia Date I.ncatiun �' """'"�'� b6N Project # '�. . .. 11�1�11.C- �"�Y111 NG . co�er�ogcoae �� , : _ RoofLoads Dead Load 20 PSf Snom Load 80 VSC Flwc Loads Deod Lond SOPSP Cons'[m�[ion I.nad ?OPSF I,ive Load 40PSP Deck Load DevdLood SOPSF ���� Live Load 20PSF .� $oo�v load IOOPSF 3/s12012 �.� �� �� t� �� � . Monroe & Newell JOe � Engineers, Inc. sHE�rNO. ' { f oF CALCULATED BV ✓°' % v e % � 1 DATE � �' '°� � �° CHECKEDBV� g ,p DATE SCALE ° ' A > �� �&�` �' �`�" ��-. �� � -�-�'w --- � � �j� . _ °TY� _ � °� , � �"" _ , _ � ��� ,�,.�,.� rµw .M .wM . _ � �� __� �._� _.. � �:_,�.��� � � �--- --� � �., u� .. � . µ� w, Y . �� � `� � �� , � � � ��r � � . ��� � � � � � � _ � � ��� - `� �a� � � ' �°, Gc16 °�. z6f `%' �-� � � �. � �'��� �.�� . _.��_��t� �l�r�- �-�. � � 2,e`7 �,� � � �m � t . ' �. � �. � � � _ _� _. _ __ � t � - 6 � n �" � � _ _ 60 � � � � �Q��S�aS� �`' 3. � � ° �. ��7 _ � _ . _ �1 ., -1 �, S � � �. � o� � � f � _ ry , �, ( Z� z�°� �19 �- �1 '1 Tille Block Line 1 Tille : Job # You can changes this area Dsgnr: using the "Settings" menu item Projecl Desc.: and ihen using the 'Printing & Project Notes : Title Block" selection. cdmea�, s miaa zo,z, n a��M Title Block Line 6 Steel Beam Design 'eNEACacc, wc: ,sea-zoos, ve�: s:, 00 ... . i . ae . .... • . � _ � - m - Description : Typ Roof M0t¢f18I-P1'Op@I'11CS �'� _ . Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi 8eam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus : 29,000.0 ksi 8ending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 _ '�. D 0.6 .,.,. .', Span = 17.830 it .. ',. � '�, W12X14 �'�.. � AppliBd LoBds � �� � � � Service loads entered. Load Factors wili be applied for calculations. � � Load for Span Number 1 Unitorm Load � D = 0 60 k/ft, TributaN Width = 7 0 ft DESIGNSUMMARY ' ; ' � � � ' . '. Maximum Bending Stress Ratio = 0.549 : 1 Maximum Shear Stress Ratio = � 0.725 : 1 ��.. � Section used for this span W12X14 Section used for this span W12X74 .. '��� Mu : Applied 23.843 k-ft Vu : Applied 5.349 k ��, ', Mn / Omega : Allowable 43.413 k-ft Vn/Omega : Ailowable 42754 k '�.. Load Combination +D Load Combination +D Location of maximum on span 8.915tt Location of maximum on span 0.000 ft ' Span # where maximum occurs Span # 1 Span # where ma�cimum occurs Span # 1 ' Maximum Deflection '�. Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '�.. '���. Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '�, '�� Max Downward Total Deflection 0.535 in Ratio = 399 '��,. ' Max Upward Totai Deflection 0.000 in Ratio = 0 <180 '. Mauimum Forces & Stresses for Load Combinations' loadCombination ��� MaxShessRatios -� SummaryofMomentValues SummaryofShearValues SegmeniLength SpanN M V Mmax + Mmax - Ma - Max Mnx Mn�Omega Cb Rm VaMax Vnx VndOmega Overall MAXimum Envelope Dsgn. L = 77.83ft 1 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D Dsgn. L = 17.83 N 7 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D+L+H Dsgn. L = 17.83 k 1 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D+L�+H Dsgn. L = 77.83ft 1 0.549 0.125 23.84 23.84 72.50 43.4i 1 .00 1 .00 5.35 71 .40 4275 Overall Maximum Deflections = Unfactored Loads " Load Combination Span Max. "� Defl Location in Span Load Combination Max. "+" Defi Location in Span D Only 1 0.5353 9.004 0.0000 0.000 Vedical Reactions - Uofactored ' support notation : Far iee is w� Values in KIPS Load Combination Support 1 � Suppod 2 _ _ Overall MAXimum 5.349 5.349 D Only 5.349 5.349 Tille Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Pmject Desc.: and then using the "Printing & Project Notes : Title Block" seiection. Prin�ed 5 YIAP 2012, i 1:J8Alvl Title Block Line 6 !Steel Beam Design 'eNeacn�c, iNCr�ses-xoos ve�:s:�.00 ' � _ a • � - o . a ¢ . : DesCfiption : Grider At outside tace ri1 �� N10�Ef181 PlOpEn105 � � _ � _ Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam bracing is defined as a set spacing over all spans E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-OS ' Unbraced Lengths First Brace�starts ai 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 6.0 R . _ __, .,_. ... .. D( 3) ��� 3� D( ]) ..� Span = 15.50 ft �'�,. '��. W12X22 ._ _._ .._ .�.,.� �� AppliBd L03t15 . , �� � � � � Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 2.70 k Q 0.010 fl Point Load : D = 5.30 k C� 6.0 ft, Nnused) Point Load D = 5.30 k � 12.0 ft, (Unused) DESIGN SUMMARV 'r e • � I1 '��. Maximum Bending Stress Ratw � = 0.416 : 1 Maximum Shear Shess Ratio = 0.112 : 1 ��.. i Section used for this span W12X22 Section used for this span W12X22 ��, '��.. Mu : Applied 26.649 k-ft Vu : Applied 7. 143 k ��, �'�, Mn / Omega : Allowable 63.996 k-ft Vn/Omega : Allowable 63.960 k �,. Load Combination +D Load Combinalion +D location of maximum on span 6.045ft Location of maximum on span 0.000 fl , Span # where maximum occurs Span # t Span # where maximum occurs Span # 1 '�� Maximum Deflection '��. '�� Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 � '�.. Ma�c Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '�.. Max Downward Total Deflection 0.247 in Ratio = 752 ��,, '�, Max Upward Total Deflection 0.000 in Ratio = 0 <180 _ Maximum Forces & Stresses for Load Combinations Load Combina6on Max Stress Ratios Summary ot Moment Values Summary of Shear Vaiues Segment Lengih Span # M V Mmax + Mmax - Ma � Max Mnx MnwOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 5.97 ft 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 ft 1 0.416 0.069 26.65 21 .60 2685 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 ft 1 0296 0.096 21 .60 21.60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 +D Dsgn. L = 5.97 fl 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 fl 7 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 ft 1 0296 0.096 21 .60 21 .60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 +D+L+H Dsgn. L = 5.97 ft 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 ft 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 . Dsgn. l = 3.57fl 1 0296 0.096 21 .60 21 .60 122.08 73.10 1 .fi4 1 .00 6.16 95.94 63.96 +D+Lr+H Dsgn. L = 5.97 k 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 ft 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsga L = 3.57 ft 1 0296 0.096 21 .60 21 .60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 LOoad ComMBXOtIlU01 D@SIOCtIO11S - UPaBCtOf Maxoa Defl Location in Span Load Combination _ Max. "+" Defi I.ocation in Span � D Only 1 02472 7.828 0.0000 0.000 Title Block Line 1 Title : Job p You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and lhen using the "Printing & Projed Notes : Title Block" selection. Pdmaa�. s mfnR zmz. n nenia Title 81ock Line 6 'Steel Beam Deslgn eNEacn�c, wc:�sea-zoos. ve�:sioo '! � _ a - o - a . ea . : Description : GriderAtoutsidefaceal Vedical Heactions '•llnfactored ' support notation : Far iea is ai Values in KIPS _ _ LoadCombinahon � �� Suppodi � Suppod2 Overall MAXimum 7.143 6.157 D Only 7A43 6.157 TiUe Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Setlings" menu item Pro�ect Desc.: and then using the "Printing & Project Noles : Title Block" selection. anmea: s ti�na zmz, n�.szami Tille Block Line 6 ' Steel Beam Design eNERCn�c, wc: ,sea2oos, ve�:s.,.00 .. ..c , ae ... . ' � � - e Descriplion : Girder outside Pace a2 Material Propedies ' caicuiations per iec zoos, CBC 2007, 131h AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50A ksi Beam Bracing : Beam bracing is defined Beam-by-8eam E: Modulus : 29,OOOA ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths ' ` � Span # 1 , Defined Brace locations, First Brace at�P.990 ft, Second Brace at 0.0 ft, Third Brace at 0.0 ft Span k 2, Defined Brace Locations, First 8race at 0.10 ft, Second Brace at SA ft, Third Brace at 0.0 ft ___ _ _ _ D( 2) .. D� 7) D��B) D��.6) .. '�, Span = 3.0 ft Span = 8.670 tt ' ��... W 12X14 W 12X14 .. ... .... � AppllBd LOadS : � � � �� � � Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 620 k � 0.10 ft Point Load : D = 270 k@ 2.30 ft, Nnused) Load(s) for Span Number 2 Point Load : D = 1 .80 k@ 0.50 ft Point Load : D = 3.60 k@ 5.0 it, Nnused) Point Load D - 1 .80 k � 8.650 il, (Unused) DESIGN SUMMARY ' ' . B ' @ � Maximum Bending Stress Ratio = 0.544 : 1 ��� Maximum Shear Stress Ratio = � � o�208 � � , ���. Section used for this span W72X14 Section used for this span W 72X14 . '�� Mu : Applied 19.502 k-(t Vu : Applied 8.90 k �.. �'�� Mn / Omega : Allowable 35.844 k-ft Vn/Omega : Allowable 42754 k ��� Load Combinalion +D Load Combination +D '��. Location of maximum on span 0.067fl Location of mauimum on span 2.308 ft ' Span # where maximum ocwrs Span # 2 Span # where maximum occurs Span # 1 '�.. MaximumDeflection Ratio = 0 <360 � �' '� Max Downward L+Lr+S Deflection 0.000 in ��, '� Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '�. '�� Mac Downward Total Deflection 0. 116 in Ratio = 618 ��,. '�, Mau Upward Total Deflection -0.034 in Ratio = 3059 _ . . ' Mvcimum Forces & Stresses for Load Combinations summary oi snear vames Load Combination Max Stress Raiios Summary of Moment Values Segment Length Span H M V Mmax + Mmax - Ma � Max Mnx Mn�JOmega Cb Rm Va Max Vnx Vn�Omega Overall MAXimum Envelope Dsgn. L = 2.98 ft 1 0.465 0208 -19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.02 fl 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.41 1 .00 1.00 8.90 77 .40 42.75 Dsgn. L = 0.07 ft 2 0.458 0.129 -0.00 -19.87 19.87 72.50 43.41 1.00 1 .00 5.52 71 .40 42.75 Dsga L = 4.87 ft 2 0.544 0.129 -0.00 �19.50 19.50 59.86 35.84 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 3.73 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3.72 71 .40 42.75 +D Dsgn. L = 2.98 R 1 0.465 0.208 �19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 71 .40 42.7 Dsgn. L = 0.02 ft 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.07 fl 2 0.458 0.129 �0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71 .40 42.75 Dsgn L = 4.87 ft 2 0.544 0.129 -0.00 -19.50 19.50 59.86 35.84 1 .00 1.00 5.52 71 .40 4275 Dsgn. L = 3.73 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3.72 71 .40 42.75 +D+L+H Dsgn. l = 2.98ft 1 0.465 0208 �19.66 19.66 70.69 42.33 1 .00 1.00 8.90 71 .40 42. Dsgn. L = 0.02 R 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.47 1.00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.07 ft 2 0.458 0.129 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .OD 5.52 71 .40 42.75 Dsgn. L = 4.87fl 2 0.544 0.129 -0.00 -19.50 19.50 59.86 35.84 i .00 i.ao 5.52 71 .40 42.75 Dsgn. L = 373 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1.00 1 .00 372 71 .40 4275 +D+Lr+H Dsgn. L = 2.98 R 1 0.465 0208 �19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 71 .40 42. Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the °Settings" menu item Project Desc.: and then using the "Printing & Project Notes : Tifle Block" selection. P,;�i��. s miaa �mz �„sznmi Title Block Line 6 Stee) Beam Design eNeRCn�c. wc. ,sea2oos, ve�s.,.00 � . - � - 9 . ea . : Descriplion : Girder outside Face N2 Load Combination Max Siress Ratios Summary of MomenlValues Summary of Shear Values Segment Length Span H M V Mmax + Mmax - Ma - Max Mnx MnrJOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.02 ft 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.07 ft 2 0.458 0.129 �0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 4.87 N 2 0.544 0.129 �0.00 -19.50 19.50 59.86 35.84 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 3.73 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3.72 71 .40 42.75 , ads Overall Maximum Deflections - Unfactored Lo Load Combination �� Span Max. '-" Defl Loca�ion in Span Load Combination Max. "+" Defl Localion in Span D Oniy 1 0.1164 0.000 0.0000 0.000 2 0.0000 0.000 D Only -0.0337 2.868 Vedical Reactions ;`Unfactored ' support notation : Far ien is wi Values in KIPS ��LoadCombination ��� �� Suppodl � � � Suppod2 �� Support3 Overall MAXimum 14.416 1 .684 D Only 14.416 1 .684 Tiile Block Line 1 Title : Job N You can changes ihis area Dsgnr: using the "Settings" menu item Project Desc.: and then using the 'Printing & Project Notes : Title Block" seledion. P,mied, ; mina zo,z n.wnw Tille Block Line 6 $teel Beam Design ENeacn�c, wc:isea-zoos,ve�: s.�.00 : � . ee . : s . - � - Description : Typ Root Material Properties caicuiaiions per iec zoos, cec zoo�, l3ih AISC Analysis Method : Ailowable Stress Design Py : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-OS _ ' o o_s i .����.., SPan = 17.830 ft ',. '�. W 12Xt 4 '�.. AppliCd �08ds , � � �� �� Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D = 0.60 Wft, TributaN Width = 1 0 ft DESIGN SUMMARY ` tl � � ����. Maximum Bending Stress Ratio�� - 0.549 : �1 Maximum Shear Stress Ratio = 0.125 : 1 ��.. '��. Section used for ihis span W12X14 Section used for this span W72X14 �.. '��, Mu : Applied 23.843 k-ft Vu : Applied 5.349 k ��. ''��. Mn / Omega : Allowable 43.413 k-ft Vn/Omega : Allowabie 42.754 k ��, ' load Combination +D Load Combination +D ',.... '����. Location of maximum on span 8.915k �ocation oi maximum on span 0.000 ft �. ' Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 '��� Maximum Deflection �'�.. '��. Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 �� Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 �'�.. '���. Max Downward Total Deflection 0.535 in Ratio = 399 '���.. ', Mau Upward Total Deflection 0.000 in Ratio = 0 <180 '�.. Mauimum Forces & Stresses forLoad Combinations LoadCombination ��� -MaxStressRatios ��� SummaryoiMomentValues SummaryofSheaNalues Segment Length Span k M V Mmax + Mmax - Ma -Max Mnx MnrJOmega Cb Rm Va Max Vnx VnrJOmega Overall MAXimum Envelope Dsgn. L = 17.83 ft 1 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D Dsgn. l = 17.83 ft 1 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D+L+H Dsgn. L = 17.83 fl 1 0.549 0.125 . 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 +D+Lr+H Dsgn. L = 17.83 ft 1 0.549 0.125 23.84 23.84 72.50 43.41 1 .00 1 .00 5.35 71 .40 42.75 Oad comMaa omum Deflections -UPaactoreMax�a oeu Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.5353 9.004 0.0000 0.000 Vedical Reactions - Unfactored ' support notation : Far iefl is ut Values in KIPS Load Combination � Support 1 � SuppoR 2 Overall MAXimum 5.349 5.349 D Only 5.349 5349 Title Block Line 1 Title : Jab # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Projed Notes : Title Block" selection. a,m�ea: s titna emz n wenw Tiile Block Line 6 ;Stee� Be�jm �eSlg�7 ���.ENERCALC, INC:19832009,Ver.fi100 ��� A . � . � m � i . BG . . .. .�. Desc�iption : Grider At ouiside face Ht (l�0[CIIB� P(OpBRiBS '�'� _ __ Calculations per IBC 2006, CBC 2007, 13ih AISC Analysis Method : Ailowabie Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam bracing is defined as a set spacing over all spans E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths _ - � �-- First Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 6.0 ft , _ „__ '�., D( 3) �� '3) '�. ,I D( .7) '�.. ��...�, Span = 15.50 ft ���..�'��.. ,�',,. W 72X22 '��.. � APPIIOd LOadS ; �� � � � � Service loads entered. Load Factors will be applied for calculations Load(s) for Span Number 1 Point Load : D = 2.70 k@ 0.010 ft Point Load : D = 5.30 k@ 6.0 fl, (Unused) Point Load D _ 5 30 k C� 12.0 tt, (Unused) DESIGN SUMMARY ' � ' � '' '�... Maximum Bending Stress Ratio� = 0.416 : 1 Maximum Shear Stress Ratio = 0.112 : 1 ,. '���. Section used for this span W12X22 Section used for this span W12X22 ��.. ''��. Mu : Applied 26.649 k-ft Vu : Applied 7. 143 k � '��.. Mn / Omega : Allowable 63.996 k-ft Vn/Omega : Allowable 63.960 k ���.. Load Combination +D Load Combination +D �. Location of maximum on span 6.045ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where marimum occurs Span # t ' Maximum Deflection ' '��. Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 ���.. . I Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '.. '�� Max Downward Total Deflection 0.247 in Ratio = 752 '��.. '��, Max Upward Total Deflection 0.000 in Ratio = 0 <180 ''�� Maximum Forces& Stresses for Load Combinations I.oad Combinahon Max Stress Ratios � Summary of Momeni Values Summary of Shear Values SegmentLengih Spanq M V Mmax + Mmax - Ma - Max Mnx Mn�Omega Cb Rm VaMax Vnx Vn�Omega Overall MAXimum Envelope Dsgn. L = 5.97k 1 0.363 0.112 26.54 26.54 722.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 ft 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 ft 1 0296 0.096 21 .60 21 .60 122.08 73.10 1.64 1 .00 6.16 95.94 63.96 +D Dsgn. L = 5.97 ft 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 fl 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 N 1 0296 0.096 21 .60 21.60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 +D+I+H Dsgn. l = 5.97ft 1 0.363 0.112 26.54 26.54 122.08 73.10 1 .68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 R 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 ft 7 0296 0.096 21 .60 21 .60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 +D+Lr+H Dsgn. L = 5.97 fl 1 0.363 0.112 26.54 26.54 122.08 73.10 i.68 1 .00 7.14 95.94 63.96 Dsgn. L = 5.97 fl 1 0.416 0.069 26.65 21 .60 26.65 106.87 64.00 1 .08 1 .00 4.44 95.94 63.96 Dsgn. L = 3.57 ft 1 0296 0.096 21 .60 21 .60 122.08 73.10 1 .64 1 .00 6.16 95.94 63.96 Overall Maximum Deflections - Unfactored Loads Load Combination ���� �� Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 02472 7.828 0.0000 0.000 Title 81ock Line 1 Title : Job # You can changes this area Dsgnr: using the "Setlings" menu item Project Desc.: and then using the 'Printing & Pmject Notes : Title Block" selection. Prinied: 3 iAAF 2012. 1 iA8AH1 Title Block Line 6 Steel Beam Design `eNEacn�c,wc: isea-zoos. ve�s , 00 ' � m � � a . ee . ... .. � Description : Grider At outside face #1 VBItICB) RB8Cf1011S -'Uf1f8CtO�B(I `�. . Support nota�ion : Far lefl is #1 Values in KIPS load Combination � ��� Support 1 Support 2 Overell MAXimum 7.143 6.157 D Only 7.143 6.157 Title Biock Line 1 Title : Job # You can changes this area Dsgnr. using the "SeUings" menu item Project Desc.: and lhen using the "Printing & Project Notes : Title Block" selection. vamaa: sn+nasmz. ,rsznmi Title 81ock Line 6 ', S`tee� Beam �gSlg(� . `ENERCALClNC: 7983-2009, Ver. 6100 ��� � � ' a � . OB . : Desc�iption : Girder outside Face H2 MBte�ial PropErties ' Calculations per IBC 2006, CBC 2007, 73th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi 8eam Bracing : Beam bracing is defined Beam-by-Beam E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-OS Unbraced Lengths Span # 1 , Defined Brace Locahons, First Brace at 2 990 ft, Second Brace at OA ft, Third Brace at OA ft Span # 2, Defined Brace Locations, First Brace at 0.10 ft, Second Brace at SA ft, Third Brace at 0.0 ft _ _.- D( 2) .:. D{ 7) D��B) D��.6) I.. .����..', Span = 3.0 k Span = 6.670 ft '� �����.''. W 12X14 W 12X14 . __� AppliBd LOadS '� , . �� Service �loads entered. Load Factors wiil be�applied for calculations. �� �Load(s) for Span Number t Poini Load : D = 6.20 k C� 0.10 ft Point Load : D = 270 k C� 2.30 fl, Nnused) Load(s) for Span Number 2 Point Load : D = 1 .60 k C� 0.50 it PoiM Load : D = 3.60 k@ 5.0 ft, (Unused) DMaxGm S�B�d�g StPss�Rat o ft (Unused) 0.544 : 1 ..... MaximuSecton usedrfos ihs span .. ... .�� .-a -W 2"' • 208 : t Section used for this s an W12X74 X14 �,. .'.... Mu : Applied 19.502 k-ft Vu : Apphed 8.90 k '�,,.. ''�. Mn / Omega : Allowable 35.844 k-ft Vn/Omega : Allowable 42.754 k '��.. Load Combination +D Load Combinaiion +D Location of maeimum on span 0.067ft Location of ma�cimum on span 2.308 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # t '�� Maximum Deflection '���. '��. Max Downward l+Lr+S Deflection 0.000 in Ratio = 0 <360 '�, '��.. Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 '�� '� Max Downward Total Deflection 0. 116 in Ratio = 618 ����.. ���, Max Upward Total Deflection -0.034 in Ratio = 3089 . '� ._-. .. . .___ _-_. Ma�cimum Forces &Stresses for l.oad Combinations - Load Combination Max Stress Ratios Summary ot Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnzlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 2.98 ft 1 0.465 0208 -19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 71 .40 4275 Dsgn. L = 0.02 ft 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71 .40 4275 Dsgn. L = 0.07 fl 2 0.458 0.129 �0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 4.87 ft 2 0.544 0.129 �0.00 -19.50 19.50 59.86 35.84 7 .00 1 .00 5.52 71 .40 42.75 Dsgn. l = 3.73 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3.72 71 .40 42.75 +D Dsgn. L = 2.98 ft 1 0.465 0208 -19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 77.40 42.75 Dsgn. L = 0.02 tt 1 0.458 0208 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.07 N 2 0.458 0.129 -0.00 �19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 4.87 ft 2 0.544 0.129 -0.00 -19.50 19.50 59.86 35.84 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. l = 3.73 k 2 0.016 0.087 0.03 -0.63 0.63 66.35 3973 1 .00 1 .00 372 71.40 4275 +D+L+H Dsgn. L = 2.98ft 1 0.465 0208 �19.66 19.66 70.69 42.33 1 .00 1.00 8.90 71 .40 42.75 Dsgn. L = 0.02 ft 1 0.458 0208 -0.00 �19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71 .40 42.75 Dsgn. L = 0.07 N 2 0.458 0.129 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71.40 42.75 Dsgn. L = 4.87 N 2 0.544 0.129 -0.00 -19.50 19.50 59.86 35.84 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 3.73 k 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3J2 71 .40 4275 +D+Lr+H Dsgn. L = 2.98 ft 7 0.465 0208 �19.66 19.66 70.69 42.33 1 .00 1 .00 8.90 71.40 42.75 Tide Block Line 1 Title : Job # You can changes this area Dsgnr: using ihe "Setlings" menu item Project Desc.: and ihen using the "Printing & Project Notes : Title Block" selection. P,m�ea�. s ntna zo,x, inszn�a Title Block Line 6 ;StgQ� BQa�p [�eSlgll ��ENERCALC, INC:19832009, Ver. 6100 '� 0 . • - � 0A DesCfiPtion : Girder outside Face #2 Load Combina�ion Max Stress Ratios Summary o� Momeni Values Summary o� Shear Values Segment Length Span k M V Mmax + Mmax - Ma - Max Mnx Mn�Omega Cb Rm Va Max Vnx Vn�Omega Osgn. L = 0.02 tt 1 0.458 0208 -0.00 �19.87 19.87 72.50 43.41 1 .00 1 .00 8.90 71.40 42.75 Dsgn. L = 0.07 k 2 0.458 0.129 -0.00 -19.87 19.87 72.50 43.41 1 .00 1 .00 5.52 71 .40 42.75 Dsgn. L = 4.87 ft 2 0.544 0.129 -0.00 -19.50 19.50 59.86 35.84 1.00 1 .00 5.52 71 .40 42.75 Dsgn. L = 3.73 ft 2 0.016 0.087 0.03 -0.63 0.63 66.35 39.73 1 .00 1 .00 3.72 71 .40 42.75 Overall'Maximum Deflections - Unfactored Loads -- load Combination Span �Max. "' Defl Location in Span Load Combination Max. "+" DeFl Location in Span D Only 1 0.1164 0.000 0.0000 0.000 2 0.0000 0.000 D Only -0.0337 2.868 VerticalReactions =Unfactored ' supportnotation : Farienis »i ValuesinKlPS LoadCombination �� SuppoRl � Support2 Support3 Overall MAXimum 14.416 1 .684 D Only 14.416 1 .684 v q � � � � N r � O � N � .-. � � M O U � � O � � b O U � � .-� .-- � �y� ` � � ` � � � � � ,�- � �� '�-= `---� ~`� . � � .� , - - - - - - - - - - - - L -i ) `�' �\ �� � C :r J OlXBM--�--,-m— �M/ vr i+ ti� L.i O rn : O T : F�I ��. N �� '�. 6lXZlM : � : f���� - _ _ .. {� t� ; sGXzGnn , �, : - : - : ::.v:::: i: X : ; : ; . . . . . . . . �. , ': : < '4:iii}:{�i ' . ..: :: ::::: �:::: N : �.... 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Uon ' � � � � � b � � �1 � o ' � � �� � ' ro wc. �m � ' � ��� Beam Summarv RAM Steel v14.04.06.00 RAM DataBase: 7309 03/06/12 07 :25 : 14 Building Code: IBC Steel Code: AISC360-OS ASD STEEL BEAM DESIGN SUMMARY: Floor Type: 8th Bm # Length +Ma -Ma Mn Fy Beam Size Studs ' ft kip-ft kip-ft kip-ft ksi 1 5.84 0.0 - 10.4 ' 18.00 10.7 - 10.4 102.9 50.0 W12X19 u ' 2 17.00 4.6 0.0 36.5 50.0 W8X10 3 12.63 17. 1 0.0 161.2 50.0 W12X19 u 10 ���� 5 5.84 0.0 - 10.8 ' 18.00 23 .5 - 10.8 102.9 50.0 W12X19 u 7 5.84 0.0 - 18.8 18.00 19.2 - 18.8 102.9 50.0 W12X19 u ' 8 5.84 0.0 - 18.8 ! 18.00 19.2 - 18.8 102.9 50.0 W12X19 u 9 18.50 80.4 0.0 259.9 50.0 W 18X35 u 10 13 .25 18.2 0.0 136.8 50.0 W 12X 19 u 6 ' 11 16.46 11 .2 0.0 142.6 50.0 W 12X 19 u 6 ' 12 16.46 19.9 0.0 188.7 50.0 W12X19 u 18 14 5.96 0.4 0.0 92.2 50.0 W 12X 19 u ' 15 5.96 0.4 0.0 92.2 50.0 W12X19 u ' 16 5.96 0.4 0.0 92.2 50.0 W 12X 19 u Floor Type: 7th Bm # Length +Ma -Ma Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1 5.84 0.0 - 10.4 ' 18.00 10.6 - 10.4 102.9 50.0 W12X19 u 5 5.84 0.0 - 10.8 18.00 11 .5 - 10.8 102.9 50.0 W12X19 u 7 5.84 0.0 - 18.8 18.00 19.2 - 18.8 102.9 50.0 W12X19 u 8 5.84 0.0 - 18.8 ' 18.00 19.2 - 18.8 102.9 50.0 W12X19 u ' 9 18.50 79.4 0.0 259.3 50.0 W 18X35 u 14 5.96 0.4 0.0 92.2 50.0 W 12X 19 u 15 5.96 0.4 0.0 92.2 50.0 W 12X 19 u ' 16 5.96 0.4 0.0 92.2 50.0 W12X19 u ' 17 4.00 0.0 -0.8 ' 7.00 0.0 -0.8 72.5 50.0 W 12X 14 u ' 18 4.00 0.0 -09 ' 7.00 0.0 -0.9 277. 1 50.0 W 18X35 u 19 17.00 0.7 0.0 102.9 50.0 W 12X 19 u 20 17.00 0.7 0.0 1029 50.0 W12X19 u 21 17.00 0.7 0.0 102.9 50.0 W12X19 u ' ��� Beam Summarv RAM Steel v14.04.06.00 Page 2/2 RAM DataBase: 7309 03/06/12 07:25: 14 Building Code: IBC Steel Code: AISC360-OS ASD Floor Type: 6th Bm # Length +Ma -Ma Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1 5.84 0.0 - 14.9 18.00 16.2 -14.9 102.9 50.0 W12X19 u '��� 5 5.84 0.0 - 109 ' 18.00 11 .5 -10.9 102.9 50.0 W12X19 u ' 7 5.84 0.0 - 18.8 ' 18.00 19.2 - 18.8 102.9 50.0 W12X19 u 8 5.84 0.0 - 18.8 ' 18.00 19.2 -18.8 102.9 50.0 W12X19 u �'�� 9 18.50 801 0.0 259.4 50.0 W 18X35 u 14 5.96 0.4 0.0 92.2 50.0 W 12X 19 u ' 15 5.96 0.4 0.0 92.2 50.0 W12X19 u 16 5.96 0.4 0.0 92.2 SOA W12X19 u ' 17 7.00 4.9 0.0 102.9 50.0 W12X19 u 18 5.84 0.0 -6.6 ' 17.00 6.5 -6.6 36.5 50.0 W8X10 19 7.00 12.4 0.0 277. 1 50.0 W18X35 u 20 5.84 0.0 - 11 .0 ' 17.00 10. 1 -ll .0 102.9 50A W12X19 u �� 21 3 .50 0. 1 0.0 36.5 50.0 W8X10 22 3.50 0. 1 0.0 36.5 50.0 W8X10 Floor Type: Sth Bm # Length +Ma -Ma Mn Fy Beam Size Studs ' ft kip-ft kip-ft kip-Ft ksi ' 1 5.84 0.0 - 10.4 ' 18.00 10.7 - 10.4 102.9 50.0 W12X19 u 5 5.84 0.0 - 10.8 18.00 11 .5 - 10.8 102.9 50.0 W12X19 u ' 7 5.84 0.0 - 18.8 18.00 19.2 -18.8 102.9 50.0 W12X19 u �� 8 5.84 0.0 - 18.8 ' 18.00 19.2 - 18.8 102.9 SOA W12X19 u 9 18.50 79.4 0.0 259.3 50.0 W 18X35 u 14 5.96 0.4 0.0 92.2 50.0 W 12X 19 u 15 5.96 0.4 0.0 92.2 50.0 W 12X 19 u 16 5.96 0.4 0.0 92.2 50.0 W 12X 19 u * after Size denotes beam failed stress/capacity criteria. ' # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Title : Job # Dsgnr: Date: 3:45PM, 2 JAN OS Description : Scope : Rev 560100 Page 1 UsecKW-060365, Ver56.1, 25-Oc62002 Steel Column (c)1983-2002 ENERCALC Engineering Sotlware tl'.\pmjeqs\projects\projects\6913\6913.ecw:C Description 6880 Column reinforcement • Generel Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W6X25 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1 .330 Y-Y Sidesway : Restrained Column Height 9.750 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 9750 fl K�oc 1 .000 Live & Short Term Loads Combined Y-Y Unbraced 9.750 ft Kyy 1 .000 Loads Arzial Load... Dead Load 50.00 k Ecc. for X-X Azis Moments 0.000 in Live Load 69.00 k Ecc. for Y-Y fvcis Moments 0.000 in Short Term Load k Summary Column Overstressed ! Section : W6X25, Height = 9.75ft, FUCial Loads: D� = 50.00, LL = 69.00, ST = O.00k, Ecc. = O.00Oin Unbraced Lengths: X-X = 9.75ft, Y-Y = 9.75ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.4332 0.5979 7 .0311 0.7753 AISC Formula H1 - 2 0.3154 0.4352 0.7506 0.5643 AISC Formula H1 - 3 XX Auis : Fa calc'd per Eq. E2•1 , K*llr < Cc XXlixis : I Beam, Maiorlvcis, (102,000 * Cb 1 Fv)".5 <= LIrT r- (510,000 * Cb I Fv)".5 , Fb per Eq. P1 -6 XX Auis : I Beam, Maior Axis, Fb per Eq. F1 �8, Fb = 12,000 Cb Af I (I * d1 YY Auis : Fa calc'd per Eq. E2•1 , K*Llr < Cc YY Auis : I Beam Minor Anis Passes Table 65.1 Fb = 075 F er E . F2-1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 15.72 ksi 15.72 ksi 15.72 ksi 20.91 ksi fa : Actuai 6.81 ksi 9.40 ksi 16.21 ksi 16.21 ksi Fb:xu : Allow [Ft-6] 21 .60 ksi 21 .60 ksi 21 .60 ksi 28.73 ksi Fb:�oc : Allow [F1 -7] & [F1-8] 21 .60 ksi 21 .60 ksi 21 .60 ksi 28.73 ksi Po : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [Fi-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [Ft-7] & [F1-8] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Po : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 79,364 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1 .00 F'ey : DL+LL 25,414 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1 .00 F'ex : DL+LL+ST 105,554 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1 .00 F'ey : DL+LL+ST 33,801 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1 .00 Max X-X A�cis Deflection 0.000 in at 0.000 fl Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties W6X25 Depfh 6.38 in Weight 24.93 #/ft I-�oc 53.40 in4 Width 6.080 in Area 7.34 in2 I-yy 17.10 in4 Web Thick 0.320 in Rt 1 .660 in S-uu 16.740 in3 Flange Thickness 0.455 in S-yy 5.625 in3 r-�c 2.697in r-yy 1 .526 in - - - ,�}5 - - - I .,�� -•-,•- _ . i Mo�v�oe t3t Nc«�cll r�,�;���.,�.. i��,. ti�ru.-�u r,al I.ngi ur.•rs �'.��i.i,�:��.�� .i���-..,� , Current Date:3/9/2012 8:57 AM i Units system: English File name:C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Compan�Address: 1701 Wynkoop St.Ste 200 Denver,CO 80202 — — — — — — — — — — — — — — — — — —. — ..��,, I __._ I �� _ ■� , _S _ I � I }i _ I I II I J I i � � I i I i '�. �� !,��� � � , . �-.o.�i:�' �x o�um�����rseei �+� � I � � � �an����t���� � �;� � _ _ _ — �oe�"��.]�SSt,ftE- C o -°,f'_ �;s'::�'•C �'';�.:.��',57r<i ��� Monroe & Newell Engineers, Inc. sHEETNO. �r� oF F' r DATE C�J1'�-•`-J�'"sYtll..ICt CALCUTATED BV�� " GHCCKED BV_ �ATE SGALE oC.AlE2Pt.. 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I1��t;'.�cr , I'ri.,...� Current Date: 3/9/2012 9:02 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 / '� - - =� ,1 I 9 _ �.� _ 6S r g9_,_._ ---� I . _ � i � � ^� 69 ,s� 6° � �� --.. ._ i r f6 i __ � 26 � �l� �8� � 6� � � 2J � . I i i - � � ., 8�- _ � - � � �� , � s I 9 � � � � � , Z3 � p � � 16 � ��fil� ti : � � 1a I I � y _ 'r /vv, " n�/13 �0�� 24 � I I I� is _ I -•F �- °' `�. , a� � s6� � iry _ wi � � � .. � I � � �i. � '"�� I �'�. � ' � ,_ � � I I 19 . I � �72 -., IgSy t9 � :. i, o I /� �``. ✓',8 � I � � � �� _ I a��' �5� � � -20 _ � 1 � _ � � � �� `��� � �� ... � � � � j�A� S� } � 49 " ' j � � � i i ' � sa c-' � s� � �, y% Y ' � I y�<` _�_. S�' �.� '' � � �.. ti �63 ' B ' . -_r� __cz< .. .<-., , . .. 5,__"_ ' � _.-P--�-- r Monroe & I`�ewell r.��;;n�+r., ta,�, 5cn3cc€er.sJ l .ngi»�x�r� t'.r9 = 3��r,.�r. = I"r;::- Curtent Date: 3/9/2012 9�04 AM Units system: Engiish File name: C:\Users\Ryan Barth.MONROE-NEW ELL\Desktop\lionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Load condition: D=Dead '. Press 0:05[KiP/R3) 'Press - 0.05[IGp)ffi) '= Press = �SLKip/ft2] �- _ -._ , -� � I i � ' Press - 005[KiRJ�I ;.I �. - ��, ��Press g;05[Kip/ft2] 'Press oA5[K7p/ft2] � -_ . - - --. - __ , � _.. . - - Press I= 0 OSLKiP(ft2] �i — - _ __ - �Press - 0 OS[Kip/ft2� -� '�.. Press - O.OSLKip/�� i: ' 9 " ... 'Press - 065[Kip/ft2] �. ._:. - =- Press 0.05(Kip(R27 Press a OS[KiP(ft27 i _ _ _. __ - - , :� '� �Press - d.�5[Klp/ft2] �� � 'Press 005[Kip/R2] . � _� .__ - _ _. P�ets OAS[$iFl$2} .. . . ., ., . _ ._ ._. - - -� - � %� � . r - - ' �.— s- � �'�� �' M�nroe 8� I'�e�ll r:��;;�,E�=n. t„� Scek3vecer.€1 C.�.ngin�cra 45xJ , l7:mr- . f..�v:.e Current Date: 3/9/2012 9:04 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Load condition: L=Live Press - 0:1[KiP)ft2] Press = 0.1[Kip/k2] �j ' '� _ _ Press = �SLK�plft2� � . . ._ -.— . — _ _ — — � �.: - � Press — 0 1�KIp�R2] _ _ � — ��Press h1[Klp/ft27 i. ' Press ' 01[KiP/ft2] : '�. _ . . . _... ��",i Press= 01[K�P/R2] �_� __- _-_.�_ ._ .._ Press ' 01LKip/ft21 �� Press — U 1[Kip/ft2] Press = 01[KiP(ft21 " ".__:-. �— - Press'.= 01I�PI�Z7 �� � � Press 0 1[IGP/ft21 � _ . - _. — _ _ . press 0.1[Kip/k2] Press 0 1[KyJ/R2] _ _ _ - _ Press = 01�ipf-�� ��. .�.' . ., _ . _ __ _ _. . . F � . -_ _. ._ . . Z ��, � '_;T�� d �plll`Q� C� �e'�'V�1� ]ire�,;ns�^n. (n.. `,±�rcLZC[tcr:al k�.nGinccrs Va:i . tk,n�,N . �-ri,..:. Current Date: 3/9/2012 9:04 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELUDesktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Load condition: W x=xW ind ;,_ _. . ,,... _:. ._ .. ._ _. - - Press q O-A2[Kip/ft2] Press - 0.02[Kip/k2] I ' = 1 _ Ij ' Press - 0.02[Kip)ft2] :Press - 0.02{KIpfRE} � - - l .. i � ; � � . 1 } .:- . �_ i Press - 0.02(KiP/ft2� --- Press - 0.02[Ki�/R27 . � - _ i Press:� i0A2[KIP/ft2] Press 002[K�plk2j �:- -� --� - -- _ . I I .. ' - _ _ _ X � ,. _ _ _ ..'�.... i_.._. .Z � �' I'v'Ionro� c� I�ew�1F r;r,�,�nae.n. [n�ti. 5ea��ensrtJ L.nginc+�rs v,� . ra{�,.�s. . i`.4�.��, Current Date: 3/9/2012 9:05 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\lionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Load condition: Wx=xWind ?nc�rnai �Grc�s / Lz��a�s � Bending moments i'i. � - ----- _ . _ _ _ /� �� `_ ; _ _ >�_, ;-a ,. '�, '� a} i � � ..% j . _. . .. .__ �,.:, —_,_ ' � __ . . .. __ � � � � _ .::: . : i'�, i �,. . ' ____ -- . . . . ,. _ �� � c3 �� �Y F - � � � _ _ _ I-_.-.-` I -__ __ - . ___ � � . ;�� '�,'. — r — � � - � _= [ - — 1 �t' � — a a_' .: r -- - _ . � Y & h � . — � � �.��-- i MORCO� t� NC'�'�11 N.w�na�€v.. U,c. S(n�E4e�n1 Fngisac�?. vsl • l�,r,:,-r • Fn€:�, Current Date: 3/9/2012 9:05 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Analysis result Reactions My y - T I x ��� F'1 t�4;< 1- -- . i'� F'/ Y%� f� •-.--�. ,� 4� i' kd� 7 Direction of positive forces and moments Forces fKivl Moments fKio*ftl FY FZ MX MY M Node FX "---"--"----'-------'--"'--'---------'----"------'---'----'----"---'---'---'---'-'---"-----' Condition D=Dead 1 0.09476 1 .93666 0.05227 0.00000 -0.01767 0.00000 2 -0.11670 1 .70223 0.00854 0.00000 -0.00477 0.00000 5 0.08294 7.37567 0.40528 0.00000 -0.34446 0.00000 g -0.04853 7.47890 0.39229 0.00000 0.34525 0.00000 zg -0.00100 6.78176 -0.00690 0.00000 0.00793 0.00000 3p 0.01330 6.70276 -0.00017 0.00000 -0.00466 0.00000 37 0.09718 0.89996 -0.00723 0.00313 0.00001 -0.00808 3g -0.10902 0.89926 0.00030 0.00469 -0.00081 0.01253 59 -0.02607 -0.13976 -0.04216 '0.01132 0.00044 0.00550 60 0.02303 -0.09835 -0.04622 -0.01208 -0.00043 -0.00411 FEM: 82 -0.00715 1 .07463 0.00086 -0.00170 -0.00020 0.00307 FEM: 103 -0.00061 -022107 -0.00213 -0.00445 0.00000 0.00064 FEM: 109 -0.00023 0.03296 -0.11684 -0.02728 0.00002 0.00189 FEM: 110 -0.00143 024011 -0.13711 -0.02578 0.00018 0.00202 FEM: 111 0.00121 0.45232 -0.12367 -0.02984 -0.00034 -0.00235 FEM: 130 0.00008 0.07712 -0.11894 -0.02767 -0.00003 -0.00052 FEM: 131 0.00063 0.29292 -0.13659 -0.02541 -0.00013 0.00059 FEM: 132-'---"--0.00241 "--"'--'------0.52072--"---'----'-'_0.12157 "---"---"---0.02898'---"---'-'---'0 00017--'-----"'-_"0.00597 SUM 0.00000 36.00878 0.00000 -0.18669 -0.01948 0.01715 Pagei Condition L=Live � 0.16937 3.87313 0.10436 0.00000 -0.03536 0.000 Z -023340 3.40439 0.01705 0.00000 -0.00956 0.00000 5 0.16581 14.75163 0.81057 0.00000 -0.66892 0.00000 6 '0.09670 14.95741 0.78441 0.00000 0.69044 0.00000 2g -0.00215 13.56409 -0.01366 0.00000 0.01594 0.00000 30 0.02656 13.40574 -0.00031 0.00000 -0.00930 0.00000 37 0.19438 1 .79981 '0.01445 0.00627 0.00002 -0.01615 38 -021803 1 .79864 0.00062 0.00938 -0.00162 0.02506 59 -0.05215 -0.27973 -0.08429 -0.02262 0.00088 0.01100 60 0.04606 -0.19673 '0.09243 -0.02415 '0.00085 '0.00821 FEM: 82 -0.01423 2.74926 0.00171 '0.00341 -0.00041 0.00614 FEM: 103 -0.00121 -0.44224 -0.00425 -0.00890 0.00000 0.00128 FEM: 109 -0.00045 0.06578 -0.23363 -0.05454 0.00004 0.00378 FEM: 110 -0.00288 0.48012 -027421 -0.05156 0.00037 0.00407 FEM: 111 0.00242 0.90455 -024732 -0.05966 -0.00068 -0.00468 FEM: 130 0.00017 0.15427 -0.23787 -0.05533 -0.00006 -0.00103 FEM: 131 0.00126 0.58590 -027317 -0.05082 -0.00027 0.00120 FEM: 132 -0.00482 7 .04155 -024312 -0.05795-"__-"-_"'___0.00034-_"_--"'-_"__ 0.01196 _ _ ' _ "___"_____"__"__"_ _ __"'__'__"__"__'__"__"__"'_"__"'__'__'___"___"__"__"__" _ ' SUM 0.00000 72.01757 0.00000 -0.37330 -0.03901 0.03443 Condition Wx=xWind � -1 .86352 -8.78115 -0.00982 0.00000 -0.27840 0.0000 2 -1 .99801 8.83727 0.07835 0.00000 0.04270 0.00000 5 -0.54564 -1 .57358 -0.18597 0.00000 0.05003 0.00000 g -0.40416 1 .58062 0.25600 0.00000 0.16841 0.00000 29 -029056 -0.55609 -0.00422 0.00000 0.02920 0.00000 30 -0.26749 0.50940 -0.00039 0.00000 -0.00462 0.00000 37 -1 .18567 '4.35093 '0.01339 0.00599 0.01428 0.32108 38 '1 .19990 4.00100 0.00614 -0.01067 0.00918 0.32874 Sg -0.12865 -127006 023732 0.06100 -0.00065 0.04817 60 -0.12401 1 .27332 -0.25743 -0.06440 -0.00075 0.04814 FEM: 82 -1 .84506 0.13979 -0.00732 -0.01368 0.00901 0.50444 FEM: 103 -0.09997 -0.00830 0.00078 0.00086 0.00067 0.05244 FEM: 109 -0.00174 -7 .25515 0.32766 0.07690 -0.00019 0.02021 FEM: 110 0.01751 '1 .64145 0.37586 0.08164 -0.00198 0.01696 FEM: 111 -0.01729 -2.41909 0.39657 0.07777 0.00704 0.07489 FEM: 130 -0.00307 1 .27799 -0.35664 -0.08344 -0.00021 0.02594 FEM: 131 0.01783 1 .70084 -0.41231 '0.08976 -0.00168 0.02959 FEM: 132 -0.02356 2.53558 '0.43717 '0.08628'_-_"_-"'___'0.00598 "--"_-_"___'0 08817 _ ' _ ' '___"__'___"__"___'__ " _'___"__"'__"__'___"__"'__"__"'__"___"__"__'__"___"___"__"_ ' _ SUM -9.96897 0.00000 0.00000 -0.04407 0.04801 1 .55876 Condition id1 =D+Wx � .� ,773g2 -6.87738 0.04244 0.00000 -029636 0.00 2 -2.12070 10.57278 0.08697 0.00000 0.03777 0.00000 5 -0.45600 5.80101 0.21864 0.00000 -0.29429 0.00000 6 -0.44609 9.06033 0.64945 0.00000 0.51377 0.00000 29 -028697 6.22639 -0.01110 0.00000 0.03645 0.00000 30 -0.24964 7.21138 -0.00056 0.00000 -0.00985 0.00000 37 '1 .09094 '3.45854 '0.02076 0.00907 0.01443 0.31351 38 -1 .31138 4.90718 0.00652 -0.00593 0.00852 0.34176 59 -0.15494 -1 .41022 0.19523 0.04969 -0.00021 0.05372 60 '0.10119 1 .17539 '029778 -0.07651 -0.00117 0.04408 FEM: 82 -1 .85619 1 .21460 -0.00647 -0.01539 0.00888 0.50856 FEM: 103 -0.10095 -022939 -0.00135 -0.00360 0.00067 0.05317 FEM: 109 -0.00195 -1 .22311 0.21100 0.04964 -0.00017 0.02203 FEM: 110 0.01622 -1 .40326 0.23907 0.05591 -0.00180 0.01879 FEM: 111 -0.01603 -1 .97035 0.27332 0.04799 0.00675 0.07245 Page2 FEM: 130 -0.00298 1 .35607 -0.47587 -0.11116 -0.00024 0.02536 FEM: 131 0.01261 1 .99579 -0.54940 -0.11526 -0.00183 0.02998 FEM: 132 -OA2592 3.06011 -0.55934 -0.11535---"-__"'__"0.00619--"__-"'___"_009404 ' _ _ ' ' _ '___'___'___"__"__' __ "___'___"___"'__'___"___'___'___"___"__'___'__"___"__'___ ' _ SUM -9.96897 36.00878 0.00000 -0.23090 0.02749 1 .57744 Condition id2=0.6D+Wx � -1 .80974 -7.63883 0.02156 0.00000 -028917 0.00000 Z -2.07161 9.87855 0.08352 0.00000 0.03975 0.00000 5 -0.49305 2.85114 0.05680 0.00000 -0.15656 0.00000 6 .p,q2g37 6.06849 0.49209 0.00000 0.37563 0.00000 2g -028840 3.51333 -0.00836 0.00000 0.03354 0.00000 3p -0.25678 4.53056 -0.00050 0.00000 -0.00776 0.00000 37 -1 .12883 '3.81547 -0.07781 0.00784 0.07437 0.31654 38 -1 .26679 4.54469 0.00636 -0.00783 0.00878 0.33655 5g -0.14442 -1 .35413 021206 0.05421 -0.00039 0.05750 60 -0.11032 1 .21457 '0.27925 -0.07167 -0.00100 0.04570 FEM: 82 -7 .85174 0.78468 -0.00681 -0.01471 0.00893 0.50691 FEM: 103 -0.10056 -0.14094 -0.00050 -0.00181 0.00067 0.05288 FEM: 109 -0.00187 -1 .23597 0.25766 0.06055 -0.00018 0.02130 FEM: 110 0.01673 -1 .49852 029378 0.06620 '0.00187 0.01805 FEM: 711 -0.01653 -2.14984 0.32261 0.05990 0.00687 0.07342 FEM: 130 -0.00302 1 .32483 -0.42818 -0.10007 -0.00023 0.02559 FEM: 131 0.01230 1 .87780 '0.49457 -0.10506 -0.00177 OA2982 FEM: 132 -0.02498 2.85028 -0.51047 -0.10372"'--"'_-"'__0.00611"---"_--"'__. 0.09169 __'___'___"__'___'__ " ___'___"___"'___'_ " __ "___"___"___"__"__"'___"___"___"__"___"' _ _ - SUM -9.96897 2160527 0.00000 -0.15618 0.03571 1 .56995 Condition id3=D+L � 028384 5.80939 0.15626 0.00000 -0.05306 0.00000 2 -0.35011 5.10649 0.02554 0.00000 -0.01438 0.00000 5 0.24861 22.12790 1 .21585 0.00000 -1 .03338 0.00000 g -0.14452 22.43553 1 .77637 0.00000 1 .03559 0.00000 2g -0.00346 20.34701 -0.02030 0.00000 0.02401 0.00000 3p 0.03977 20.10894 -0.00042 0.00000 -0.07393 0.00000 37 0.29160 2.69955 -0.02168 0.00942 0.00001 -0.02420 38 -0.32701 2.69813 0.00096 0.01408 -0.00245 0.03761 59 -0.07823 '0.41990 -0.12638 -0.03392 0.00132 0.01650 60 0.06909 -0.29515 '0.13862 -0.03622 -0.00128 -0.01231 FEM: 82 -0.02126 322391 0.00257 -0.00511 -0.00063 0.00919 FEM: 103 -0.00181 -0.66352 -0.00638 -0.01334 0.00000 0.00192 FEM: 709 -0.00068 0.09848 -0.35038 -0.08180 0.00006 0.00569 FEM: 110 -0.00433 0.72003 -0.41127 -0.07733 0.00055 0.00614 FEM: 111 0.00361 1 .35669 -0.37096 -0.08949 -0.00102 -0.00698 FEM: 130 0.00025 0.23143 -0.35677 -0.08299 -0.00009 -0.00153 FEM: 131 0.00187 0.87895 -0.40974 -0.07622 -0.00040 0.00183 FEM: 132 -0.00725 1 .56247 -0.36465 -0.08691 ---"__-"-___"0.00051--"'_-"'___"_ 0.01797 _ ' _ ' _ "__"'___"___"___"__"'__"'___'___'___"'__ ' ' - SUM'--_"---"--"'0.00000 -"'--"'---108A2635 0.00000 -0.55983 '0.05857 0.05183 Condition id4=D+0.75L+0.75Wx � -1 .16990 -1 .80670 0.12296 0.00000 -0.25353 0.00000 2 -1 .80239 10.94625 0.08025 0.00000 0.01976 0.00000 5 -0.19292 17.25755 0.87247 0.00000 -0.82338 0.00000 6 -0.41166 19.88356 1 .17462 0.00000 0.98954 0.00000 29 .p,2� � g7 16.53975 -0.02011 0.00000 0.04054 0.00000 30 -0.15890 17.13784 -0.00066 0.00000 -0.01616 0.00000 37 -0.65090 -1 .02781 -0.02837 0.01224 0.01099 022159 38 '1 .17709 5.26213 0.00552 0.00382 0.00512 0.27882 Page3 59 -0.16209 -1 .30302 0.07278 0.01748 0.00067 0.04997 60 -0.03583 0.70986 -0.30435 -0.07854 -0.00162 0.02593 FEM: 82 -1 .40911 2.79174 -0.00335 -0.01453 0.00638 0.38798 FEM: 103 -0.07719 -0.55910 -0.00474 -0.01049 0.00050 0.04109 FEM: 109 -0.00184 -0.86090 -0.04596 -0.01046 -0.00009 0.01977 FEM: 110 0.00980 -0.63460 -0.06025 -0.00312 -0.00104 0.01745 FEM: 111 -0.00986 -0.69043 -0.01093 -0.01615 0.00451 0.05016 FEM: 130 -0.00207 7 .15313 -0.56535 -0.13184 -0.00024 0.01805 FEM: 131 0.01071 2.01187 -0.65162 -0.13101 -0.00162 0.02333 FEM: 132 -0.02360 3.21083 -0.63290 -0.13732 --"'__-"'___0.00499"---"--_"'___ 0.08090 ' _ _ ' " _"'___"'__"___"___" _ "___"'___"'__"___"'__"'___"__"___"___"'___"___"__"__"___ ' _ SUM -7.47673 90.02196 0.00000 -0.49992 -0.01473 121505 Page4 � 4 Monec�e � N���ell a=���;,,a��. t,,,, 5tn.�csaar.l. E:ngirecc.rs \'a�l . l?�rr.-- ' 1=ri.:.> Current Date: 3/9/2012 9:06 AM Units system: Engiish file name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Steel Code Check Report: Comprehensive Members: Hot-rolled Design code: AISC 360-2005 ASD Member • 73 Design status . OK Section information Section name: HSS_SQR 6X6X1_2 (US) Dimensions ----------------°-----------------------------------------°----------------------------- _ _ _ _ _ ._ _ . �t t � a � a... _ ... .6.000 � [in] Height b = 6.000 [in] Width T = 0.465 [in] Thickness Properties '__"___'__"'__'__"__"__'__'__"__"__"__"'__"___"__"__"__"_'___'__"__'___"_Unit Major axis Minor axis Section properties �in2� g.740 Gross area of the section. (Ag) �in4� 48.300 48.300 Moment of Inertia (local axes) (I) [in4] 48.300 48.300 Moment of Inertia (principal axes) (I') �i�� 0.000 0.000 Bending constant for moments (principal axis) (J') �i�� 2 22� 2 22� Radius ot gyration (locai aues) (r) ���� 2 22� 2,PP7 Radius of gyration (principal axes) (r') (in4] 81 .100 Saint-Venant torsion constant. (J) �in6� 0.000 Section warping constant. (Cw) 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) ���� 16.100 16.100 Top elastic section modulus of the section (local axis) (Ssup) [in3] � 6.100 16.100 Bottom elastic section modulus of the seciion (locai axis) (Sinf) [in3] Pagel 16.100 16.100 Top elastic section modulus of the section (principal axis) (S'sup) �io3� � 6.100 16.100 Bottom elastic section modulus of ihe section (principal axis) (S'inf) �in3] 79.800 19�8�4 Plascic section modulus (locai axis) (Z) �.n3� 1 g 800 i g.600 Plastic section modulus (principal axis) (Z') �i�� 3 �42 Polar radius of gyration. (ro) �in2� 4 2g3 4283 Area for shear (Aw) �in3j 28.094 Torsional constant. (C) Material : A500 GrB rectangular Unit Value Properties - '---'--'--'----'-'--'-'---'--"--'----'---"-------'--"---'--"'--'-----'--'-'--'-'--"--------'---"-------'----'--- [Kip/in2] 46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] 11153.85 ________________________________________________________________________________________________________ DESIGN CRITERIA Uni[ Value Description - '- -' — ' -'- -- - -- - -- - "'--'-'--'--"--'--"---'--------'--_--'----_-_"--'-----"ft-"--'-'-------"------- - - ' - - " ' - ' - I � 11 .00 Length for tension slenderness ratio (L) Distance between member lateral bracing points __'___'___"__"___"___"___'___"__"__"__"__"___"__'______"___"'___'__"'__"__" �ength (Lb) [ft] 7ap Bottom ----'----------------------------------'-'---'--'-'--------'--'---------------------'---° 11 .00 11 .00 __'__"___"__"'___"__"__"___'___"__"__'___'__'___'___'__'___'___"___"___'___' Laterelly unbraced length --------' --'-'-- '--- --------'------'---'----'(_j--'--"-_"-,'-'--'--(—'--)—'--'----"--"'-_"-_"---" -'--'-'--"------' ' ' ' Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis Lf Ma'or axis K33 Minor axis(K22) Torsional �is(Kt) --'-'--"- -"---"--------'----'----" --°--'----"'---'---"--"- -"---"---'----"---"---'-'----'--'----"'---"---'----'-'---'1 .0 '---"'----'---" - ---- -' 11 .00 11 .00 32.96 1 .0 "__"___'___"___'___"___'___'___"__"__"'__'__'___"__"__'___'___"___'___"___"__"__"___"___'___'___"'__"___'___'__'___"___"_�O__'__ Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective lengih factor value type Sway Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN '� /UCial tension Ratio . 0.01 Ca acit : 26829 [Kip] Reference : Eq. D2-t P Y Ctrl Eq. : id4 at 89.58% Demand . 2.13 (Kip] Page2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Intermediate results Unit Value Reference -"----'--'-----'------_"'----"--'------'----"'----""'----'------_'_---'-"'---_'--'---_"'----"-'----"--'-----_"-----"------'--'----'-----""---- Factored axial tension capaciiv(Pn/S2) [Kip] 268.29 Eq. D2-1 Required second-order compressive strength (Pr) [K�PI 2.�3 Nominal axial tension capacity (Pn) [Kip] 448.04 Eq. D2-1 --°------------------'--'---------------'-------'----'-------'-------"--------'--'-----------------------------------'-------------°---------------- AXIAI COMPRESSION DESIGN �' Comoression in the maior axis 33 Ratio . 0.02 Capacity : 211 .81 [Kip] Reference : Sec. E1 Demand . 4.53 [Kip] Ctd Eq. : id3 at 89.58% -------'------'-------'--------'-------'------'------------'-------'--------'---'-----'--'-----°----------------------------------------------'------------- Intermediate results Unit Value Reference _"----"-'-----'--'-----_"----'--"---'_"----"----'----------'-----'--'-----'--'---"-"----"-'---'-"'-----"--'----_-"--------'----"----"-'-----'---- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (�) -' 9'90 UnstiNened element limiting slenderness (�.r) -- 35.15 Stiffened element classification -- Non siender Stiffened element slendemess (�) " 9�90 Stiffened element limiting slenderness (�.r) -- 35.75 Factored flexural bucklina strenath(Pnss/S2) [Kip] 211 .81 Sea E1 Required second-order compression strength (Pr) [Kip] 4.53 Effective lengih factor (KSS) -- 1 .00 Unbraced length (L33) [k] 17 .00 Effective slenderness ((KUr)33) -- 59.28 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip/in2] 81 .46 Eq. E3-4 Reduction factor for slender unstiffened elements (os33) -- 1 .00 Effective area of the cross section based on the effective width (A... [in2] 974 Eq. E3-2 Reduction factor for slender stiffened elements (Qass) -- 1 .00 Full reduction factor for slender elements (Q3s) -- 1 .00 Sec. E7 Critical stress for flexural buckling (Fc�33) [Kip/in2] 36.32 Eq. E3-2 Nominal flexural buckling strength (Pnsa) (Kip] 353.73 Eq. E3-1 -------'--------------------'------------------------------------------------------------'--------------------------------------------"----------------- Compression in the minor axis 22 Ratio . 0.02 Capacity : 211 .81 IKiPI Reference : Sec. E1 Demand . 4.53 [Kip] Ctrl Eq. : id3 at 89.58% -____""___""_____""_____""____"'_____""____"'_____"'_____"'_____""____""____"'_____""____""_____"'_____""_____"'______"'____"'_____"" Intermediate results Unit Value Reference ----'---'----------------------------------------'--------'-----------------------------'---------'----'---'--------------------'----'------------ Section classification Unstiffened element classiiication -- Non slender Unstiffened element slenderness (�) -- g�90 Unstiffened element limiting slenderness (�.r) -- 35.15 Stiffened element classification -- Non slender Stiffened element slenderness (�.) -- 9�90 Stiffened element limiting slenderness (�.r) -- 35.15 Factored flexural bucklina strenaih(Pn22/S2) (Kip] 211 .81 Sea Ei Required second-order compression strength (Pr) [Kip] 4.53 Effective length factor (K2z) -- � '�� Unbraced length (L22) �h� � � '�� Effective slenderness ((KL/r)22) -- 59.28 Eq. E3-4 Elastic critical buckling siress (Fe2z) [Kip/in2] 81 .46 Eq. E3-4 Reduction factor for siender unstiffened elements (Qs22) -- 1 .00 Effective area of the cross section based on the effective width (A... [in2] 9.74 Eq. E3-2 Page3 i .00 Reduction factor for slender stiffened elements (Qa2z) 1 .00 Sea E7 Full reduction factor for slender elemenis (oz2) [Kip/in2] 36.32 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� 353.73 Eq. E3-1 Nominal flexural buckling strength (Pn22) ----'----------------------'----'----------------------'-------'--------------'----'--'-' FLEXURAL DESIGN "� Bendina about maior axis M33 Ratio . 0.07 Capacit . 45.45 [Kip'ft) Reference : Sec. F7 Y Ctd Eq. : id4 at 88.54% Demand . 3.40 [Kip'ft] ' ' --'--------'---"-_"--'--'----'-'--'--"-_"--"'-'-'------'---"--"--------"--'-'--'-'--'---"------'-_"-------'----'---"--'---- -- Unit Value Reference Intermediate results _'__"__'__"__"___"__"__"'__'__"__"'__"___'__'___"__'___'__"___'___"___" Section classification __ Compact Unstiffened element classification 9 90 Unstiffened element slenderness (�) 35.15 Limiting slendemess for noncompact unstiffened element (�r) -- 2a � 2 Limiting slenderness for compact unstiffened element (�.p) ._ Compact Stiffened element classification 9 90 Stiffened element slenderness (�) 143.12 Limiting slenderness for noncompact stiNened element (�.r) 6076 Limiting slenderness for compact stiffened element (�p) �K,P,ft� q5.45 Sec. F1 Factored vieldina strenath(Mn/S2) [Kip"ft] 75.90 Eq. F7-1 Yielding (Mn) [Kip'ft] 3.40 Required second-order flexural strength (Mr) --'--'---'--'---"----'---------'---"--------'--'---"-----------'---"----'---"----- Bendina about minor axis M22 Ratio . 0.02 Capacit . 45.45 [Kip*ft] Reference : Sec. F1 Y 070 [Kip"ft] Ctrl Eq. : id3 at 88.54% Demand ' _ ' __'__"__"__' -'__'__'___'__"__"__"'__"___"__"__"___"__"__"______"___"__'___"__"__'___'___"__"__'___"___"__'___"_ ' _ Unit Value Reference Intermediate results ________________________________________________________________________________________________ Section classification __ Compact Unstiffened element classification _ 9.90 Unstiffened element slenderness (�) 35.15 limiting slenderness for noncompad unstiffened eiement (�.r) " 28 � Z Limiting slenderness for compact unstiffened element (�p) _ Compact StiHened element classification 9 90 Stiffened element slenderness (�) 143.12 Limiting slenderness for noncompact siiffened element (�.r) 60.76 Limiting slenderness for compact stiffened element (�p) �Kip'ft] 45.45 Sec. Ft Factored vieldina strenath(Mn/SZ) [Kip*ft] 75.90 Eq. F7-1 Yielding (Mn) �KiP•h� 0.70 Required second-order flexural strength (Mr) '----------'--'------'---------------------'---'---------------------°-----------'-'-- $`P DESIGN FOR SHEAR Shearin� 33 Ratio . 0.00 Capacity . 7078 (Kip] : id3 at 77 .88% Demand -0.16 [Kip] Ctrl Eq. Page4 - - - ------------------ ---------------------------------------------------------------------------------------------------------------- - -- - `--"'--'"'--"--� Unit Value Reference Intermediate results " - '---'--'-'-' '- '-- "---"--'-'--'--"--'------'--'---'---'---"--'---'-'--'---'--------'---' - ' - - - [Kip� '-- 7078 Factored shear caoaciN(Vn/Sd) g,gp Sea G2 W eb slenderness (�w) ��n2� q_pg Shear area (Aw) _. 5.00 Sec. G5 Web buckling coefficient (kv) _ � .pp Eq. G23 W eb buckling coefficient (Cv) �K�P� � � g,Zp Eq. G2-1 Nominal shear strength (Vn) ----.----°---------.-----------.-------.---------�-' ---'----------'------------------'--------'--------------'--'-'-----'-'---'--°---- Shear in minor axis 22 Ratio . 0.02 Capacity . 7078 [Kip] Ctrl Eq. : id4 at 71 .88% Demand . 120 [Kip] - - - ------'--------' '--'-'------"--'---'---'-'--"--"--'----"--'----'--"------"-------'—"--'-'--'--------"--Unit --'-'_"-__-----Value Reference Intermediate results __ ' _"_ " _"_ "'_"__"___'__'___'___"__'__"___"__"__"__"__'______'___'___'__'___"___'__' - - - -- - [Kipl 7078 Factored shear caoaciN(Vn/S2) ._ 9.90 Sec. G2 Web slenderness (�w) (in2] 4.28 Shear area (Aw) __ 5.00 Sec. G5 Web buckling caefficient (kv) � ,pp Eq. G2-3 W eb buckiing coefficient (Cv) �KiP� � � g pp Eq. G2-1 Nominal shear strength (Vn) ----'-------------'------------------'---'----------'-------'------'------'-' TORSION DESIGN `'� Torsion Ratio . 0.01 Capacity . 38.69 [Kip'ft] Ctd Eq. : id4 at 89.58% Demand . 025 (Kip"ft] ' _ ' __'__'___'__" ______________________________________________________________________________________________________Unit -___.___.__.____.._Value Reference Intermediate results ' "__"__"______"__'___"__'___"__'__"__"__' '_"__ --'----'--'----"--'---'---'-'---'---'---'-'--' -- 38.69 Factored torsion capacitv(Tn/52) �KiP ft� [Kip/in2] 27.60 Eq. H33 Critical torsional buckling stress (Fcr) [Kip"ft] 64.62 Eq. H3-1 Nominal torsion capacity (Tn) -----'------'----------'---'--------------'-------'-'------------------'-----° COMBINED ACTIONS DESIGN � Combined flexure and axial compression ................................................................................................................. Ratio : 0.09 CtrlEq. ' id4at88.54% Reference : Eq. H7 -ib ................................................................................................................ - - ' ---'--'-------' --'--"--'---'--'---"--"---'--'--'-'---'--"--"--'-'---'--"---"--'--'---"--------'--"-------'--"---'----'---'-- ' -- ' Intermediate results Unit Value Reference - - ----------'---------- _'--"-_"------'---'--"---"--'------------'--"-_"--"--"--'--'-_"-----'----'--'-----'--'--'-'--'------'--- 0.09 Eq. H7 -ib Inieraction of flexure and axial force Ki ft 3.40 Required flezural strength about strong axis (M�3a) �K P,n� 45.45 Sea F1 Available fiexurai strength about strong axis (Mca3) Ki n 0.58 Required flexural strength about weak axis (Mrz2) �K P,n� 45.45 Sec. F7 Available ilexural strengih about weak axis (Mc2z) �KiP� 0.00 Required �ial compressive strength (Pr) [Kip] 211 .81 Sec. E1 Available axial compressive strengih (Pc) '----'-'----'-----'---'----'----"--'-'------'-__---'--"-'-'--"------"-_"---- PageS Combined fiexure and axial tension .................................................................................................................................. Ratio : 0.09 CtdEq. ' id4at88.54% Reference : Eq. Hi -1b ................................................................................................................................. -'---'--"---'--"---'---'-'--"--'-----"'----'--"_-'-'------"-_"--"'---'---'-----'----'---' '---_'---'--_-'-_"--'-----"'--'-----' Intermediate results Unit VaWe Reference ' _"__"___'___" Required flexural strength about strong axis (Mr�a) 3.40 IKiP'nl Ki ft 45.45 Sec. F7 Available flexural strength about strong axis (Mc3s) �K P ft� 0.58 Required flexural strength about weak axis (Mr22) �K P ft� 45.45 Sec. F1 Available flexural strength about weak axis (Mc22) � P� � � � 9 Required axial tensile strength (Pr) (Kip] Available axial tensile strength (Pc) �KiP� 26829 Eq. D2-1 -------------'---'----------------'--'-----'------'-------'-------------'---'------'---------- Combined flexure and axial compression a6out locai axis ................................................................................................................................. Ratio N/A Ctd Eq. ' -- Reference � ................................................................................................................................ Combined flexure and axial tension about local axis ............................................................................................................................... Ratio N�� Ctd Eq. ' -- Reference � .................................................................................................................................. Combined torsion, flexure, shear and axial compression ............................................................................................................................... Ratio N/A Ctd Eq. ' -- Reference � .................................................................................................................................. Combined torsion, flexure, shear and axial tension ................................................................................................................................ Ratio N/A Ctd Eq. ' -- Reference � ............................................................................................................................. Member • 74 Design status . OK Section information Section name: HSS_SQR 6X6X1 _2 (US) Dimensions ----------------------------------------------------------------------------------------------- lt t a a �—x h a.. __. _..-. _. � 6.000 � [in1 Height b = 6.000 [in] Width T - 0.465 (in] Thickness Page6 Properties ------------------------------------------------------------------------�---------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) �m2� 9.�4� Moment of Inertia (local aues) (I) [in4] 48.300 48.300 Moment of Inertia (principal axes) (I') [in4] 48.300 48.300 0.000 0.000 8ending constant for moments (principal axis) (J') ���� 2 22� 2 22� Radius of gyration (local aues) (r) [in] �i�� 2227 2.227 Radius of gyration (principal axes) (r') [in4] 81 .100 Saint-Venant torsion constant. (J) [in6] 0.000 Section warping constant (Cw) 0.000 0.000 Distance from centroid to shear center (principai axis) (xo,yo) D�l Top elastic section modulus of the section (local axis) (Ssup) [in3] 16.100 76.100 16.100 16.100 eottom elastic section modu�us of the section (locai auis) (Sint) �io3� � 6.too � 6.� 00 Top elastic section modulus of the section (principal axis) (S'sup) [in3] �6.100 76.100 Bottom elastic section modulus of the section (principal axis) (S'inf) �in3] 19.800 19.800 Plastic section modulus (local axis) (Z) ig.so0 t9.eo0 Piastic section modulus (principal axis) (Z') [in3) Polar radius of gyration. (ro) [in] 3.142 Area for shear (Aw) [in2] 4283 4.283 Torsional constant. (C) [in3] 26.094 Material : A500 GrB rectangular Unit Value Properties ---"'---'---'-'---'--"'--'-----'-'---'--"----"---'----°------"---------"'---"---"----'--------"---"'-_"---" [Kip/in2] 46.00 Yield stress (Fy): 58.00 Tensile strength (Fu): [Kip/in2] Elasticity Modulus (E): [Kip/in2] �9053.85 Shear modulus for steel (G): [Kip/in2] _-_"---'----"-----------"'---"---'-'---'----'---'----'--"'-----'--------'---"----'--"---"---' � � DESIGN CRITERIA Unit Value Description - " -- '- - -'- " - —' - "'--------"'---'---"----"---"----'----"-_'_--"---"---'-'--"'-- �ft]---'------'---'----'--- - ' - ' - - - ' - 11 .00 Length for tension slenderness ratio (L) Distance between member lateral bracing points '___"__"___"___"__"___'___"____'___'___"__"___"__'___"'__"___"____'___"'___'____"___' Length (Lb) [ft] 7ap Bottom -----'-----'------------'-'----------'----------------------------------------------------'-- 11 .00 11 .00 "___"'___'___"___"_______"__"'__"___"'___'___"___"'___'___"__"___"'___"'__"___"'___'___' Laterelly unbraced length - - - - - ( -) ----°-------, -----'-(--'--)-'----'------------'---- "-_"--'---"------"'---"--'-----"------"----- --- - -' - - ' . - Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis Lt Ma'or auis K33 Minor axis(K22) Torsional axis(Kt) "---'-- ----'_---"--"'--'-'---" --'---"_---'---'-'---'--- "---'-'---'----°----"--'---'----------"---"---"---"-1 .0 --'----"----'-- - -'-- -- 11 00 11 .00 32.96 1 .0 ___"___"___"__"'_______"'___"___"___"___"'___"___"'__"'___'____"___"___"___"____"___"____'___"'___"___"__'___"____"__""___'___''_O'___" Additionai assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexurai torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type Page7 DESIGN CHECKS AXIAL TENSION DESIGN '� Arzial tension Ratio . 0.00 Capacity : 26829 [Kip] Reference : Eq. D2-t Demand . 0.00 [Kip] Ctd Eq. : id3 at 0.00% --"-----'-------"--'-----'---"--"'---"---'----_'----'--'----"----'--"-------"-_'_--"- ------"-----'--"-_"--'-'---'---'-'---" Intermediate results Unit Value Reference _ -- '-- -- ' - '- -------_--"------------"----'-----'---'----"-------'----"---'------"-------'----'----' —'- Factored axial tension capacitv(Pn/S2) [Kip] 26829 Eq. D2-1 �KiP� 0.00 Required second-order compressive strength (Pr) �K�P� 448.04 Eq. D2-1 Nominal axial tension capacity (Pn) ----"-_"-------"--'-----'----"--'-----'---'----'----'-'-------"---'-'--"'---"--"----"--'-----" AXIAL COMPRESSION DESIGN �` Compression in the maior axis 33 Ratio . 0.04 Capacity : 211 .81 [Kip] Reference : Sea E7 Demand . 9.10 IKiP] Ctd Eq. : id4 at 89.58% ___"___"'___"___"___"___"___"___'___"__"'___"____"___"'__"__"___"'__"'___"__"___"_______"__"___"__"'__"___'___'___" Intermediate results Unit Value Reference '----'----_'--'-----"-------'-'--"----------'----'---"'-----'--------"---'-'--"'---'-----'----'---" Section classification __ Non slender Unstiffened element classiiication Unstiffened element slenderness (�.) -- 9.90 35.15 . Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification 9.90 Stiffened element slenderness (�) 35.15 Siiffened element limiting sienderness (�r) 2� � g� Sec. Et Factored flexural bucklina strenath(Pna3/S2) �K�P� 9.10 Required second-order compression strength (Pr) �K�P� � .00 Effective lengih factor (K33) �n� 11 .00 Unbraced length (L33) 59,Zg Eq. E3-4 Effective slenderness ((KL/r)ss) [Kip/in2] 81 .46 Eq. E3-4 Elastic critical buckling stress (Fe33) � �Q Reduction factor for slender unstiffened elements (os3s) �- y �q Eq. E3-2 Effective area of the cross section based on the effective width (A... [in2] � ,00 Reduction factor for slender stiffened elements (Qass) 1 .00 Sec. E7 Full reduction factor for slender elements (Q3s) [Kip/in2] 36.32 Eq. E3-2 Critical stress for flexural buckling (FcI33) �KiP� 353.73 Eq. E3-1 Nominal flexural buckling strength (Pna3) --"----'---"-------"--'----"----"--"'--'-------'---'---"---'---'--'-'--'----'-----"--"----- Compression in the minor axis 22 Ratio . 0.04 : 2� � 8� �Ki � Reference : Sec. Et Capacity P Ctri Eq. : id4 at 89.58% Demand . 9.10 [Kip] --'-----'-'------"'---'-'--"--"-----'--'---'-----'----'----"----'--"-------"--'_--'-'--"— '-'---'---"---"'---'--'-----'--"----' Intermediate results Unit Value Reference ------"'---'----'-'----'---'---"-------'---'----"---'---"--'----"---'-'------"'---'---"----- Section classification _. Non slender Unstiffened element classification 9 90 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting sienderness (�.r) _. Non slender Stiffened element classification Page8 9.90 Stiffened element slenderness (�) 35.75 Stiffened element limiting slenderness (�.r) 2� � g� Sec. E1 Factored flexural bucklina strenqth(Pnz2/S2) [Kip] �KjP� 9.10 Required second-order compression strength (Pr) � Qp Effective length factor (K22) �n� 11 ,00 Unbraced length (L22) _. 5g,pg Eq. E3-4 Effeciive slenderness ((KUr)z2) [Kip/in2] 81 .46 Eq. E3-4 Elastic critical buckiing stress (Fe22) 1 .00 Reduction factor for slender unstiffened elements (Qs22) g �q Eq. E3-2 Effective area of the cross section based on the effective width (A... [in21 , QO Reduciion factor for siender stiffened elements (Qazz) � � .00 Sec. E7 Fuil reduction factor for slender elements (Q2z) [Kip/in2] 36.32 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� 353.73 Eq. E3-7 Nominal flexural buckling strength (Pn22) '-----_.---'--------'--'--------------'-'------------'-'--------'--'---------------------'----------- FLEXURAL DESIGN `� Bendina about maior axis. M33 Ratio � 0�09 Capacity . 45.45 [Kip'ft] Reference : Sea F1 Demand . -4.03 (Kip`ft] Ctrl Eq. : id4 at 71 .88% ------"--'-----'----'---"---"---"---"'--"--'-----'-'---'----"---'-'---'---'-'---'---"---'---'---"--"-----'---'-'---"--'----"------" intermediate results Unit Val�e Reference '__"___"___"'__"__"___"___"__"___"___'___"__"___'__"'___"___"___'___"___"__"___" Section classification __ Compact Unstiffened element classification 9 90 Unstiffened element sienderness (�) 35.75 Limiting slendemess for noncompact unstiffened element (�r) '- 28 � 2 Limiting slenderness for compact unstiHened element (�.p) _ Compact � Stiffened element classification -- 9.90 Stiffened element slenderness (�) � q3.12 Limiting slenderness for noncompact stiffened element (�r) 6076 Limiting slenderness for compact stiffened element (�.p) 45.45 Sec. Ft Factored vieldina strenath(Mn/S2) [Kip"ft] Yielding (Mn) [Kip`ft] 75.90 Eq. F7-1 Required second-order flexural strength (Mr) �KiP•n� -4.03 _________________________________________________________________________________________________________________ Bendina about minor axis M22 Ratio . 0.00 Capacit . 45.45 [Kip'ft] Reference : Sec. Ft Y Ctrl Eq. : id4 at 100.00% Demand . 0.16 [Kip*ft] "'__"'___'___"'__"__"___"___"__"'__"'___"___"___"__"___"___"'__"'__"__"___"___"__ __"__"___'_______"___"'__"__"___" Intermediate results Unit Value Reference '___'___'___"___'___'__"__"___"___"___'___"'__"'___"___'___"'__"'___'___"'__"___"__" Section classification ._ Compact Unstiffened element classification g 90 Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) -- 2a � 2 Limiting slenderness for compact unstiffened element (�p) __ Compact Stiffened element classification 9.90 Stiffened element slenderness (�) 143.72 Limiting slenderness for noncompact stiffened element (�.r) 60.76 Limiting slenderness for compact stiffened element (�p) 45.45 Sec. Fi Faciored vieldina strenath(Mn/52) [Kip*ft] Yielding (Mn) [Kip"k] 75.90 Eq. F7-7 Required second-order flexural sirength (Mr) �KiP*ft� 0.16 '--'---------"---'---'---'-----"---"----'--'-'---'---'-'---'--"---'---"------'-----"--"---"' Page9 DESIGN FOR SHEAR '� Shear in maior axis 33 Ratio . 0.00 Capacity � �0�78 �K�P� : id4 at 89.58% Demand -0.08 [Kip] Ctrl Eq. --"--'-'--"-_"--"'----'--'---'_--'----'---------'-----'---'--'-----"'---'---'--'---"---'---'--'--'--'----'-----'--'---"_-'-'--'- Intermediate results Unit Value Reference -' -- -----"--"'---"'--'-'---'---'----'--"---"'---'--------'--------"--"----"---"--'-�KiPI ' - 7078 Factored shear caoacitv(Vn/S2) g.gp Sec. G2 Web slenderness (�.w) �in2� 4.28 Shear area (Aw) ._ 5.00 Sec. GS Web buckling coefficient (kv) � .pp Eq. G23 Web buckling coefficient (Cv) �KiP� 11820 Eq. G2-1 Nominal shear strengih (Vn) ------------'-----------'-----'----'--"---------'-------'---------------------------°-------------- Shear in minor axis 22 Ratio . 0.03 Capacity . 70.78 [Kip] : id4 at 89.58% Demand . 1 .80 [Kip] Ctrl Eq. '-----'--"'---'---'--"---"-------'--'-'--°--'-----"--------"--------'--'-----'---"--'----"----'---------------'-'--"---"---"----- Intermediate results Unit Value Reference -- '- -' '— ---"'-_"-------"------_--"'---"--'--"-_"---'-------'-'--"'---'--_'-----'- ' - ' " [Kip] 7078 Factored shear capacitv(Vn/S2) 9.90 Sec. G2 Web slenderness (�.w) �inz� 4.28 Shear area (Aw) __ 5.00 Sec. GS . Web buckling coefficient (kv) _ � .pp Eq. G2-3 Web buckling coefficient (Cv) �K�P� � � g 20 Eq. G2-t Nominal shear strength (Vn) ___'__"__'___"______"___"___"'__'___"___"'___'___"'__"__"___"___"____"__"'__"'___" TORSION DESIGN �` Torsion Ratio . 0.00 Capacity . 38.69 [Kip*ft] Ctrl Eq. : id4 at 0.00% Demand . -0.14 [Kip'ft] '-----'------"'--"'--'-'--"---'---'----'---"----'--'-----'--'-------"---'----'--------'----' ---"-_"--"'---'-'--"---"----'---'---" Intermediate results Unit Value Reference -- '--"_------"'-- -- "'--'-----'-----------"--'---"-------'---'-----'----'---'---'-----'----' Factored torsion capacitv(Tn/S2) [Kip'ft] 38.69 Critical torsional buckling stress (Fcr) [Kip/in2] 27.60 Eq. H3-3 Nominal torsion capacity (Tn) [Kip'ft] 64.62 Eq. H3-i '---'---"--_'--'-----'-------"---'-------'----"------'---'-----"-------"----"--"---'-'--'-- COMBINED ACTIONS DESIGN �' Combined flexure and axial compression .............................................................................................................................. Ratio � ��� � Ctd Eq. ' id4at 100.00% Reference : Eq. H1 -1b ................................................................................................................................ Page10 --------------------------------------------------------------------- Intermediate results Unit Value Reference ___._ . ._"-"_""'-"-"""'-"'-"'-"'-""""""-"--""'--"""--'-- �. Interaction for doublv svmmetric members for in-olane bendina -- 0.11 Eq. Hi -1 b '�.. In-plane required flexural strength (MI�3) [Kip*ft] 3.95 '�.. In-plane available flexural strength (Mcsa) [Kip"ft] 45.45 Sea Ft �'��.. In-plane required auial compressive strength (Pr) [Kip] 9.70 '���.. in-plane available axial compressive strength (Pc) [Kip] 211 .81 Sec. E7 '���.. Interaction for doublv svmmetric members for ouFOf-olane bendina -- 0.04 Eq. H1 -2 '��.. Out-of-plane required flexurai strength (M2z) [Kip*ft] 0.16 ' Ou4of-plane available flexural-torsional strength (Mc22) (Kip`ft] 45.45 Sea F1 '��.. Out-oi-plane required axial compressive strengih (Pr) [Kip] 9.10 �'�.. Out-of-plane available axial compressive strengih (Pco) [Kipj 211 .81 Sea E1 '���.. _..--'–'—'-------°-------'----°---�-.�_'------------°"------------°-------------'--'-'------------------------------------------------------------------- ���. Combined flexure and axial tension �'��. ........................_............................................................................_...................................................................... ,...�.. Ratio . 0.09 . Ctd Eq. . id4 at 100.00% Reference : Eq. Hi -1b '�, ................_............................................................................................................................................................ '��. '''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''_''.__..__.____'__'_._'''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''_''''' ���,.. Intermediate resuRs Unit Value Reference �'��. _________________________________________________________________________________________________________________________________________________________________________ '��. Required flexural strength about strong axis (Mr�3) [Kip'ft] 3.95 ' Available flexural strength about strong axis (Mc33) [Kip'ft] 45.45 Sec. F1 '��.. Required flexural sirength about weak axis (Mr22) [Kip*ft] 0.16 '�, Available flexural strength about weak axis (Mc22) [Kip'ft] 45.45 Sea F1 �'��.. Required axial tensile strength (Pr) [Kip] 0.00 �'�.. Available axial tensile strength (Pc) [Kip] 26829 Eq. D2-7 �'��.. '''''''''''_''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''.._''''..__''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''_'________''' ���. Combined flexure and axial compression about local axis � .............................................................................................................................................................................. I. flatio . N/A '�. Ctd Eq. . -- Reference . �'�.. .............................................................................................................................................................................. �'�. Combined flexure and axial tension about local axis �'��.. .............................................................................................................................................................................. '��,. Ratio . N/A ���''..... Ctrl Eq. . -- Reference . '' ........................................................._.................................................._............................................................... '�. Combined torsion, flexure, shear and axial compression �'��.. ..................................................................................................................................................................._......._ '��. Ratio . N/A '��.. Ctd Eq. . -- Reference . ''���... .............................................................................................................................................................................. �'�.. Combined torsion, flexure, shear and axial tension ' .............................................................................................................................................................................. I�I Ratio . N/A '��. Ctd Eq. . -- Reference . '���.. ....................._.............._......................................................................................._.............................................. �'�. Pagell ; {' df ,�s,��...,�- 1 Monrc�e c`� I�ewell Fngrnc_n� [�is, 5tnaccipr?1 L:n�;na�crs v:�:l • i5.,,.,,: �. rt�-.. Current Date: 3/9/2012 9:06 AM Units system: English Fiie name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 80202 Steci Code Chcck Report: Comprehensive Members: Hot-rolled Design code: AISC 360-2005 ASD Member � �a Design status . OK Section intormation Section name: HSS_RECT 10X6X3_S (US) Dimensions ----'---------------------'------------------'-------'--------------------'-------- ;t ? � a � a����'.. . -�_ -� 10.000 Iinl Height b = 6.000 [��l Width T = 0.349 [in] Thickness Properties --"--'----'--'-------'-'--'-----"---"_"-_'-_'-_"--'----"-----"--'---'--'---"--"-- Unit Major axis Minor axis Section properties �in2� 10.400 Gross area of the secfion. (Ag) �in4� 137.000 61 .800 Moment of Inertia (local a�ces) (I) [in4] 137.000 61 .800 Moment of Inertia (principal axes) (I') �i�� 0.000 0.000 Bending constant for moments (principal axis) (J') �i�� 3 629 2.438 Radius of gyration (local axes) (r) ���� 3.629 2.438 Radius of gyraiion (principal axes) (r') [in4] 139.000 Saint-Venanttorsionconstani. (J) [in6] 45.568 Section warping constant. (Cw) 0.000 0.000 Distance from centroid to shear center (principai axis) (xo,yo) [��l Z7.400 20.600 Top elastic section modulus of the section (local axis) (Ssup) �in3� p7,400 20.600 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] Pagel 27.400 20.600 Top elastic section modulus of the section (principai axis) (S'sup) [in3] 2�.400 20.600 8ottom elastic section modulus of the section (principal axis) (S'inf) �in3] 33.800 23.700 Plastic section modulus (local acis) (Z) �in3� 33.800 23.700 Plastic section modulus (principal axis) (Z') �i�� 4.375 Polar radius of gyration. (ro) �in2� 3.457 6249 Area for shear (Aw) [in3] 37.899 Torsional constant. (C) Material : A500 Gr8 rectangular Unit Value Properties - '----"---'---'--'--'---"-_"--------'--'--'-'--"---'--'---'----'---"-_"--'----'---"-_"------'---'---"------ [Kip/in2) 46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): (Kip/in2] 11153.85 -----'-----------------------'--------------'-------'-'----------------'---------'--'- DESIGN CRITERIA Unit Value Description - -- -- — ' -- '- ' --- ' -" - '_--'----'---'----'--'_-----"--'-----"--'-'------'--'---'_-�---"--'---"--'-'--'-- - " ' - - " - ' - � � 8.33 Length for tension slenderness ratio (L) Distance between member lateral bracing points '__"'__'___"__"__'___'___'__"'__"'__'___"___"___"__'__"___'___'__"__'__'___" Length (Lb) [ft] 7aP 8ottom --'-----------------'-------------'-------------'-'---------------------'----------- 8.33 8.33 '__'___"__"__'___"___"__"__"__"___'___'__"'__'___'__"___"__'___'___'___"__"' Lateraily unbraced length — ----' - ---- '-----'-'--- -- '--- '-- --_'----------"---'---'---'-------------'--'-_"---°--'-------"---'---'---"------'- Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional azis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ' --'---°--"---'--"--'-'-------'---_'--'-----"------�-o'--'----'--'---'-------' '__'___"__"_______"__"___'__'8.33 __"___'___"__"'__'_ " _ 8.33 8.33 1 .0 _"__"__'___"___'__"___'___"__"__"___'__"'__"___'___"__"___'___'___'___'__"' Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective length factor value type Sway Major auis frame type Sway Minor axis frame type DESIGN CHECKS AXIALTENSIONDESIGN "'� Ncial tension Ratio . 0.00 Capacit : 286.47 [Kip] Reference : Eq. D2-1 Y Ctd Eq. : id3 at 0.00% Demand . 0.00 [Kip] Page2 ----------------- Value Reference --'---"-----'---'-'--'---"--'-'--'---"--'-'--'---'---"---'--"---"--"--"-------"--'-----" Unit Intermediate results - - ' --------'-----'------'------�Kip�------------------- --------- -------'--'--"--"-_"-_'--"--'-'---'--'---'-'---'--'-'-- - - - 286.47 Eq. D2-1 Factored axial tension capaciN(Pn/52) �KiP� 0.00 Required second-order compressive strength (Pr) �KiP� 478 qQ Eq. D2-1 Nominal axial tension capacity (Pn) _________________________________________ -------------'---'-'---------'------'------'-'----------'----------'---------'----' �� AXIAL COMPRESSION DESIGN Compression in the maior axis 33 Ratio . 0.00 � 2�22� �KiP� Reference : Sec. Ei Capacity Ctd Eq. : id3 at 0.00% Demand . 0.05 [Kip] . _ "__'__"__'___'__"___'___"__"__'___"__"'__'__"_"__"__"'__'___'___'__"___"__"_"__'___"__'___'______ '__ "'--"""--'"--'"--� Unit VaWe Reference intermediate results .__'__"'__"__'__"'__'__"__'___"__"__'__'___"__"___'__'___'__'__"__"'__' Section classification __ Non slender Unstiffened eiement classification �4 19 Unstiffened element slenderness (�.) 35.15 Unstiffened element limiting slenderness (�r) _. Non slender Stiffened element classification 25.65 Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�r) �K�P� 2�2 p� Sea E7 Factored flexural bucklina strenath(Pnsa/S2) �KiP� 0.05 Required second-order compression strengih (Pr) 1 .00 Effective length tactor (K33) �ft� 8.33 Unbraced length (LSS) Z7.55 Eq. E3-4 Effective slenderness ((KVr)s3) [Kip/in2] 377.04 Eq. E3-4 Elastic critical buckling stress (Fe33) 7 ,00 Reduction factor for slender unstiffened elements (�s3s) "- � � 40 Eq. E3-2 Effective area of the cross section based on the effective width (A... Un21 1 .00 Reduction facror for slender stiffened elements (Dass) � � pp Sea E7 � Full reduction factor for slender elements (os3) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckling (Fcr�3) �K�P� 454.58 Eq. E3-1 Nominal flexural buckling strength (Pns3) '------'------'---"--"-_"------'----"------"--"---"--'---"---'--'-'-_'-_"--- Comoression in the minor axis 22 Ratio . 0.00 : 255.81 [Kip] Reference� : Sec. E1 Capacity Ctd Eq. : id3 at 0.00% Demand . 0.05 [Kip] - . _ _.__.._.____._ '__"__"__"__"__"_"__"-_'_____"__"__'___"__'__"______"__"__"___'__"__'_--_Unit _"__'___"___"--Value Reference Intermediate results _'___"__"__"__"__"__"'__"__"__"__'__"__"___'___"__"___"__'__'___"___" Section classification _. Non slender Unstiffened element classification �4 � g Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�r) ._ Non slender Stiffened element classification 25.65 Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�r) �KiP� p55.87 Sec. E1 Factored flexural bucklina strenath(Pnz2/S�) �KiP� 0,05 Required second-order compression strength (Pr) � Q� Effective length factor (KZ2) �n� 8.33 Unbraced length (L2z) _. q� .pp Eq. E3-4 Effective slenderness ((KUr)z2) (Kip/in2] 770.08 Eq. E3-4 Elastic critical buckling stress (Fez2) 1 .00 Reduction facior for slender unstiffened elements (Qszz) � 0.40 Eq. E3-2 Effective area of the cross section based on the effective width (A... [in2] Page3 1 .00 Reduction factor for slender stiffened elements (Qaz2) 1 ,00 Sec. E7 Full reduction factor for slender eiements (Q22) [Kip/in2] 41 .08 Eq. E3-2 Critical stress for fiexural buckling (Pc22) �KiP� 427.20 Eq. E3-1 Nominai flexural buckling strengih (Pnz2) ---------------'-------'------------°--"--'-----'---'-------------'------------' FLEXURAL DESIGN � Bendina about maior axis M33 Ratio . 0.07 77.58 [Kip*ft] Reference : Sec. F7 Capacity � Ctrl Eq. : id4 ai 100.00% Demand . -527 [Kip`ft] ' ' '----'---'-----'---Value ----------Reference -----'-----------'-'-------------------'----'----'----------------------------------- Unit Intermediate results _"__"'__'__"__'__"__"__"_____'__"__'__'__"__"__'___"__"__"__"___ Section classification .. Compact Unsiiffened element classification 14 19 Unstiffened element sienderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�.r) -- 28 � z Limiting sienderness for compact unstiffened element (�p) ._ Compaci Stiffened element classification 25.65 Stiffened element slenderness (�) 143.12 Limiting slendemess for noncompact stiffened element (�r) 6076 Limiting slenderness for compact stiffened element (�.p) �Kip*ft] 77.58 Sea Ft Factored vieldino strenath(Mn/S2) [Kip"ft] 129.57 Eq. F7-i Yielding (Mn) (Kip`ft] "52� Required second-order flexural strengih (Mr) --'---------------------'--'--'----------------------------------'---'----' Bendina about minor axis, M22 Ratio . 0.00 : Sec. F1 54.40 [Kip`ft] Reference Capacity � Ctrl Eq. : id4 at 0.00% Demand . -0.17 [Kip*ft] - - - ---------------' --"--'-'-_'-----'----'---'--'---'----'-------"----------"----------'--'---"--'----'--'----Unit -'---"--'-'--"--'Value Reference Intermediate results _'__'__"__"'__'__"___"__"__"__"__"__'__"__"'__'__'______"__'__"___" Section classification _ Compact Unstiffened element classification t4 19 Unstiffened element slendemess (�) 35.15 Limiting slendemess for noncompact unstiffened element (�r) " 28 � 2 Limiting slenderness for compact unstiffened element (�.p) __ Compact Stiffened element classification 25.65 Siiffened element slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�r) 6076 Limiting slendemess for compact stiffened element (�p) �Kip*n] 54.40 Sea F1 Factored vieldina strenath(Mn/S2) [Kip*ft] 90.85 Eq� F�-� Yielding (Mn) [Kip`ft] 'a�» Required second-order flexural strength (Mr) ----'--------'--------'--------------'-----------------'------'---------...--- DESIGN FOR SHEAR '# Shear in maior axis 33 Ratio . 0.00 Capacity . 5�.�4 �KiP� : id4 at 0.00% Demand . -0.03 [Kip] Ctrl Eq. Page4 ----------------------------------------------------------------------------------------------------------------------- -------------------- '--""---""--"---� Unit Value Reference Intermediate results -�--" -- ' '--"--"'--'-'--"---'--"---'--"--'-'---'-_-_"-------"--'--_'--'---"--'---_'---'--' -- - ' [Kipl 57.14 Factored shear caoaciN(Vn/S2) �q.� g Sec. G2 W eb slenderness (�.w) �in2� 3.46 Shear area (Aw) __ 5.pp Sec. GS Web buckling coefficient (kv) ._ 1 .00 Eq. G23 W eb buckling coefficient (Cv) �KiP� 95.42 Eq. G2-1 Nominal shear strength (Vn) --'--'------------'--------'-------°--------------------'---------'---'----------- Shear in minor axis 22 Ratio . 0.07 Capacity : 103.28 [Kip] ; id4 at 0.00% Demand -122 [Kip] Ctrl Eq. - - ' '--'---'--'-'--" ---"-_'_------'--'---'--'---"------"---'--'----"--"---'--"--'-'--'-_"--'----'---'—Unit ---'------'--"Value Reference Intermediate results __ __ ___ __ ____ __________________________________________________________________________________________________ - - - '- - [Kip1 10328 Factored shear caoaciN(Vn/S2) _. 25.65 Sec. G2 Web slenderness (7�w) �in2� 6.25 Shear area (Aw) __ 5.00 Sec. GS Web buckling coefficient (kv) � .pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� � �p.qg Eq. G2-1 Nominal shear strength (Vn) '----'--'--'-'--------'--'-_"---'---"--'---"--'---'--'-------'-----"------'--' TORSION DESIGN `� Torsion Ratio . 0.00 CapaciTy . 52.20 [Kip'ft] Ctrl Eq. : id4 at 0.00% Demand . -0.04 [Kip'ft] - - - ----------------- '--'---'----'--"--°--'----'--"--'------"--'---"--'----'--'--'-'--'----'--'---"---"_Unit ---"---"-------'-Value Reference Intermediate results _'__"___"__'__"__'___"__'___ '__"__"-_ _"__'___"__"___"__"__"'__'___'__"__"___"__'___ [Kip"ft1 5220 Factored torsion capacitv(Tn/4) [Kip/in2] 27.60 Eq. H33 Critical torsionai buckling stress (Fcr) �K.P,n� 8� �� Eq. H3-1 Nominal torsion capacity (Tn) --'---'--------------------------'-----'-'-----'----------------------'----'--- COMBINED ACTIONS DESIGN �' Combined fiexure and axial compression ................................................................................................................. Ratio : 0.07 Ctrl Eq. ' id4at 700.00% Reference : Eq. H1 -tb ................................................................................................................. - - "--'----'----'--- -"--"---'-------'---"----'------'----"--'---"-----"--"------"--'----'----------"--'--"--"---"-_"--'------ '- - - Intermediate results Unit Value Reference - - _"-_'-_"--"---"-----"--"—"------'----'--'------'-----'---_ "--"--"-'----'---"--'--'---'---"-------"------'--"------'--- - 0.07 Eq. H1 -tb Interaction for doublv svmmetric members for in-olane ben� �KiP n� 5 2� In-plane required flexural strength (M�3a) �KiP,n� 77,58 Sea F7 In-plane available flexural strength (Mcs3) 0.04 � In-plane required axial compressive strength (Pr) �KiP� 2�2 2� Sea E1 In-plane available axial compressive strength (Pc) Q �p Eq. Hi -2 Interacfion for doubiv svmmetric members for out-of-olane ben� �KiP n� 0.09 Out-of-plane required flexural strength (M22) Ki ft 54.40 Sec. Fi Out-of-plane available flexural-torsional sirength (Mczz) � P � 0.04 Out-of-plane required axial compressive strength (Pr) [Kip� PageS , 255.81 Sec. E1 Out-of-plane available axial compressive strength (Pco) [K�P1 __ _ _______________________ --'-'------'-------'--'---'°--'---------'-----------'-'--'-------'-----'---'-----'- Combined flexure and axial tension ................................................................................................................ Ratio � ���� Ctd Eq. ' id4 at 100.00% Reference : Eq. Hi -1b ............................................................................................................... ' ' Value Reference ---'---"'--"--------'--'--'-'--'-----------"--"-_"--'-------'------°--"--'-' -------------- Unit Intermediate results - ----"--"---"----- - -'----"--'---------'---'--'----"-----'-'--'- — --"'------'----"---'---'--------'-'---'--'----"--'-'- -5.27 [Kip'k] Required fiexural strength about strong axis (Mr�s) �KiP,ft� �� gg Sec. F1 Available flexurai strength about strong axis (Mc3a) (Kip"ft] 0.09 Required flexural strength about weak axis (Mr2z) [Kip`ft] 54.40 Sea F1 Available flexural strength about weak axis (Mc22) �KiP� 0.00 Required azial tensile strength (Pr) �KiP� 288 q� Eq. D2-7 Available axial tensile strength (Pc) _________________________________________ _________________________________________________________________________________________________ Combined flexure and axial compression about local axis ............................................................................................................... Ratio N/A Ctd Eq. ' — Reference � .............................................................................................................. Combined flexure and axial tension about local axis ................................................................................................................. Ratio N!A Ctd Eq. � -- Reference � ............................................................................................................... Combined rorsion, flexure, shear and axial compression ................................................................................................................. Ratio N�A Ctd Eq. � — Reference � .............................................................................................................. Combined torsion, flexure, shear and axial tension .................................................................................................................. Ratio N/A Ctrl Eq. ' -- Reference � ................................................................................................................ Member • � � Design status . OK Section information Section name: HSS_RECT t OX6X3_8 (US) Page6 Dimensions ---------------------------------------------------------------------------------------- �t i ' a � #--b-�` a . ....�. . ...-. 10.000 ... [in] Height b = 6.000 [in] Width 7 - p,349 [in] Thickness Properties ------------'----------'--------------------------------°--------------------------°---------- Section properties Unit Major axis Minor axis [in2] 10.400 Gross area of the section. (Ag) [in4] 137.000 61 .800 Moment of Inertia (local axes) (I) �in4� 137.000 61 .800 Moment of Inertia (principal axes) (I') 0.000 0.000 Bending constant for moments (principal axis) (J') ���� 2.438 �i�� 3.629 Radius of gyration (local axes) (r) �i�� 3.629 2.438 Radius of gyration (principal axes) (r') �in4� 139.000 Saint-Venant torsion constant. (J) [in6] 45.568 Section warping constant. (Cw) i� 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) C 1 27 400 20.600 Top elastic section modulus of the section (local axis) (SSUp) �in3� 27.400 20.600 Bottom elasiic section modulus of the section (local axis) (Sinf) [in3] 2�.400 20.600 Top elastic section modulus of the seciion (principal axis) (S'sup) [in3] 27 400 p0.600 Bottom elastic section modulus of the section (principal axis) (S'inf) [n3] 33.800 23.700 Plastic section modulus (local axis) (Z) [in3] 33.800 23.700 Plastic section modulus (principal axis) (Z') ���� 4.375 Polar radius of gyration. (ro) �in2� 3.457 6.249 Area for shear (Aw) [in3] 37.899 Torsional constant. (C) Material : A500 GrB rectangular Unit Value Properties - _"-------'---'--------'-_"--'----'----"-----"--'----'--"--'----'----'---'-_"—"---'---'-------'-'---'--"'---'-- [Kip/in2] 46.00 Yield stress (Fy): 58.00 Tensile strength (Fu): [Kip/in2] [Kip/in2] 29000.00 Elasticity Modulus (E): �KiP���p� 11153.85 Shear modulus for steel (G): --'---"-------"---"--'-'--'-_"--"-------'--"-_'--"'------"--"-----------'-'---' DESIGN CRITERIA Unit Value Description - -- -- -- - -- '-- - -- ' --' - -'-- "-_"--'----'--'-'--'--'----'--"-_"---"-------'---"[ft]---"----'--'-'---"--"-- - - ' - - ' - - - - - 8.33 Length for tension slenderness ratio (L) Distance between member laterel bracing points ---'--'--'-----'--'---'-----'--'--'---"'--'_--'---"----'--'----'-------'--'-'-_'-_" Length (Lb) [ft] Top Bottom ----'------------------------------------------'-'---°------------------------------ 8.33 8.33 '__'__"'__"'__"___"'__"__"__"___'__'__"'___'__'___"___'___"__"___"'__"__"__"' Page7 Laterally unbraced length -- ----' - --'- ------'-'--------'---_.----------------------'--- -------'------------'--------'--°--'----'---------'-'-------' Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Ma'or axis K33 Minor axis(K22) Torsionai axis(Kt) 1 ( ) —'--'--------'--'--------'--"-----------------'--'------'--'--"'--"--"'-_'--"--'------'--'--"--'---- '- -- ' -'-- "- ' " 8.33 8.33 8.33 1 .0 1 .0 _'___"__'__"___"__"__"__"______"__"'__'___'__"__"'__'__"__"__'__"'__' Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective length factor value type Sway � Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN � Auiai tension Ratio . 0.00 Reference : Eq. D2-7 Capacity : 286.47 [Kip] Ctd Eq. : id3 at 0.00% Demand . 0.09 [Kip] - - - '-----'---------- -------°--"--'--'-----------"--"---"--'---'--------'--'---'--'------"--'---'-------'--- Unit --'------'--"--Vaiue Reference Intermediate results '___"__"-_'___'286.47 -_ Eq. D2-1 "__'__'___"__"__'__"___'__'___"__'_____'__'__'__"'__"__'__"'__"___"__' IKiPI Factored axial tension caoaciN(Pn/S2) �KiP� Q 09 Required second-order compressive strength (Pr) �KIP� 478 40 Eq, D2-1 Nominal axial tension capacity (Pn) ---------------------- ------'--'--"---'--"--'----"---'--"----'--"---"--"----'--'--'----"--'---' AXIAL COMPRESSION DESIGN `�'` Compression in the maior axis 33 Ratio . 0.00 Reference : Sec. E1 Capacity : 272.21 [Kip] Ctd Eq. : id4 at 0.00% Demand . 0.08 (Kip] --------------'---- Value Reference --'--"-----'--'-----'-__--'---'----'--"--"-----"-_'--'-'--'--------"----------"--'---" Unit I�termediate results "'_"--'-----"----------"---"--'---'--'--'------"--"--'--'------'--'--' Seciion classification ._ Non siender Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification 25.65 Stiffened element slenderness (�.) 35.15 Stiffened element limiting slenderness (�.r) �KiP� 2�2 p� Sec. E1 Factored tlexural bucklina strenaih(Pns3/S2) �KiP� 0.08 Required second-order compression strength (Pr) � ap Effective length factor (K3s) �n� 8.33 Unbraced length (LS3) __ 27.55 Eq. E3-4 Effective slenderness ((KUr)a3) [Kip/in2] 377.04 Eq. E3-4 Elastic critical buckling stress (Fe3s) 1 .00 Reduction factor for siender unsiiffened elements (Qs33) �- � � 40 Eq. E3-2 Effective area of the cross section based on ihe effective width (A... [in2] � ,00 Reduction factor for slender stiffened elements (Qa3s) � � .pp Sec. E7 Full reduction factor for slender elements (Qss) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckling (Fcr�a) Page8 [K�PI E3 � Nominal tlexural buckiing strength (Pnss) _ _ ______________________ 454.58-"---'----' q _ "'__"__"__"__"__'___"__'___'__"__"__"__"______'__"'___'___"______'___"__' Comoression in the minor axis 22 Ratio . 0.00 Capacit '. 255.81 [Kip] Reference : Sea Ei Y Ctd Eq. : id4 at 0.00% Demand � ��o8 [K�P1 - - - '----'-------- --°--'----'--'---'----'-----"---'--"-_'--"'--'--------"--'----"-_"---"---'-----"----'--------'---"--'- -' ' - Unit Value Reference Intermediate results _'__"__'___"__"'__"__'__"'__"___"___"__"__"_____"__"__"__'___"___'___" Section classification _. Non slender Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slendemess (�r) _. Non slender Stiffened element classification 25.65 Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�r) 255.81 Sec. Ei Factored fiexural bucklina strenath(Pn2z/S2) �K�P� 0.08 Required second-order compression strength (Pr) �K�P� � .00 Effective length factor (K22) �h� 8.33 Unbraced length (L22) _. 41 .02 Eq. E3-4 Effective slenderness ((KUr)22) [Kip/in2] 170.08 Eq. E3-4 Elastic critical buckling stress (Fe22) � QD Reduction factor for slender unstiffened elements (os2z) �p.40 Eq. E3-2 Effective area of the cross section based on the effective width (A... [��21 1 .00 Reduction factor for slender stiffened elements (�a22) � 1 .pp Sec. E7 Full reduction factor for slender elements (Q22) [Kip/in2] 41 .08 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� 42� pp Eq. E3-1 Nominal flexural buckling strength (Pn22) ________________________________________ '--"'--"--'---"----------'---'---'--------'--'-----------"----'--'---'----'--'-'--' FLEXURAL DESIGN � Bendinq about maior axis M33 Ratio . 0.09 Capaci . 77.58 IKiP�ftl Reference : Sea Ft � Ctrl Eq. : id4 at 100.00% Demand . -7.00 [Kip*ft] - - -----"-'----'-'--'---"---------"--'---'----"—"---------"------'-_"----------'----'--"-_"--'----'---"--'-'--'---"--' --- Unit Value Reference Intermediate resWts "_--'--"-"'--'-----"--'---"--'---"-_"-------"--'----"------"---'-----_'-_"--"' Section classification __ Compact Unstiffened element classification 14 19 Unstittened element slendemess (�) 35.15 Limiting slendemess for noncompacf unstiffened element (�.r) � 28.12 Limiting slendemess for compact unstiffened element (�p) _ Compact Stiffened element classification 25.65 Stiffened element slenderness (�) tq3.12 Limiting slenderness for noncompact stiffened element (�r) 60.76 Limiting slendemess for compact stiffened element (�.p) �Kip*ft] 77.58 Sea Ft Factored vieldina strenoth(Mn/S2) [Kip*k] 129.57 Eq. F7-1 Yielding (Mn) �KiPW�� -7.00 Required second-order flexural strength (Mr) -----------------'--'-'------'--------'------'----°----'-'---------------'-----"----- Bendina about minor axis M22 Page9 Ratio . 0.01 54.40 [Kip«ft� Reference : Sec. Ft Capacity � Ctrl Eq. : id4 at 0.00% Demand . -0.50 [Kip"ft] - - - '-------'------' -'--"--'--'-------"'--'---'---"'------"--"--"'--'---'--_-----'-----"---'--'--'--Unit --"--'-------'--Value Reference Intermediate results '--------'--------'-----------------'--"--'--------'----------°---'--'---'--------' Section classification ._ Compact Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) -- 2a � 2 Limiting slendemess for compact unsiiffened element (�.p) __ Compaci Stiffened element classification 25.65 Stiffened element slenderness (�) � 43 �2 Limiting sienderness for noncompact stiffened element (�r) 60.76 Limiting slenderness for compact stiffened element (�p) �K'P,n� 5q,40 Sec. F7 Factored vie_ �d_ i_ �Q_St�e�ath�M°��� [Kip*ft] 90.85 Eq. F7-1 Yielding (Mn) [Kip'ft] -0.50 Required second-order flexural strength (Mr) -'-------------------°---------------------------------'---'-------"--'-----'--'- DESIGN FOR SHEAR "� Shear in maior axis 33 Ratio . 0.00 Capacity . 57.14 [Kip] : id4 at 0.00% Demand . -0.10 [Kip] Ctrl Eq. ' _ ' _"__'__"___" __"___"__"___"_"__"___"__"___"__'__"__"__'___"__'__'___"__"__"__"'__'__"__"_Unit '__"__"__"'___Value Reference Intermediate results - "------' '- -- -- -- --- -- -'- '---"---'--'----'--"--"--'-'--'--"'--'------'-------------"--"--' '-- - ' ' " ' - - [Kipj 57.14 Factoredshearcapacitv(Vn/52) _ �q.� g Sec. G2 Web slenderness (�w) �in2� 3.46 Shear area (Aw) _. 5.00 Sec. G5 Web buckiing coefficient (kv) _ � ,pp Eq. G2-3 W eb buckling coefficient (Cv) �KiP� yg qp Eq. G2-1 Nominal shear strength (Vn) --------'-------'---'---'------'------------'----------'--------'-'---'------'-'--- Shear in minor axis 22 Ratio . 0.02 Capacity . 10328 [Kip] Ctrl Eq. : id4 at 100.00% Demand . -2.52 [Kip] _ _ _ __________________ ----'---"--'--'---"--"---"--"-----'-------"--"-----"--"-----'---'-'--"----'----' Unit "--'-----'--'---"Value Reference Intermediate results __ ' __" _ __" _'___"_"'__"__"__'__"___'__"___'__"__"___"_'__"__'___'__'__'______"__"_" - ' - " - [Kip] 103.28 Factored shear capaciN(Vn/S2) __ 25.65 Sea G2 Web slenderness (�w) �in2� 625 Shear area (Aw) __ S,pp Sec. GS Web buckling coefficient (kv) _ 1 ,pp Eq. G23 Web buckling coefficient (Cv) �K�P� � 72 qg Eq. G2-1 Nominal shear strength (Vn) -------'-----------'---'-'--'-----------------'---------------------------- TORSION DESIGN `� Torsion Page10 Ratio . 0.00 Capacity . 5220 [Kip`ftj : id3 at 0.00% Demand . 0.05 [Kip'ft] Ctd Eq. -"-'--"'--'----'-'--'-'--"--'-'--"---'----'---"--"-_"--"--"--"---'---'----'-'---"----'--'--- ----------'------'-------'----'-------- Intermediate results Unit Value Reference -- --------- --------- -- - ---------------------------------------------------------------------[--PS-�-- ' - - - ' Ki ft 5220 Factored torsion caoaciiv(Tn/S�) Critical torsional buckling stress (Fcr) [Kip/in2] 27.60 Eq. H33 Nominal torsion capaciiy (Tn) [Kip`ft] 87.17 Eq. H3-t --"-_"-_"--'----'--"—"--------'---"--'-'--'---'--'---"---'---"--'---'-'---"-----' COMBWED ACTIONS DESIGN "� Combined flexure and axial compression .............................................................................................................................. Ratio : 0.09 Ctd Eq. ' id4 at 100.00% Reference : Eq. Hi -1b ....................................................................................................................... - - ' ---"---"'--"' "---"---"----'--'-'---"--"--'-'--'---"--_'--'_--"-----"------"--'---'-'--"'---'----"---'----'--'-'---'--- - -- - Unit Value Reference Intermediate results ' _ '___"'__"___"'__"'___"___"'__"___"___"__"'___'___"___"'__"' �---'----"----'--°---'--"--"'------°---'---'---"--"---'----'--"- '--- 0.09 Eq. Ht-1b Interachon for doublv svmmetric members for in-olane bendin9 �K Pwft� _7.00 In-plane required flexural strength (Mr�s) (Kip*ft] 77.58 Sec. F1 In-plane available flexural sirength (Mcss) 0.08 In-plane required auial compressive strength (Pr) �K�P� 2�Z p� Sea Et In-plane available auial compressive strength (Pc) �K�P� 0.00 Eq. Ht -2 Interaction for doublv svmmetric members for out-of-olane bend� [Kip�ft] 0.30 Out-of-plane required flexural strength (M22) Ki n 54.40 Sec. F1 Out-of-plane available flexural-torsional strength (Mc22) �K P� � 0.08 Out-of-plane required acial compressive strength (Pr) 255 g� Sec. Et Oui-of-plane available axial compressive strength (Pco) [ P1 __ ___________ '---"---'---'--"---'--"--'-'--"---"--'-'--'---'-'------'--"'------'----'---'-'---'---KI-'-'--'-'---"----'--'--- Combined flexure and axial tension ............................................................................................................................ Ratio : 0.10 Cttl Eq. � id4 at 100.00% Reference : Eq. H1 -7b ......................................................................................................................... __'___"__"___'___'___'___"__"__"'__"___"__'___"__"__"___'__"'__"___"___"___"___'___"'___"_______'___'___'___"'___"__"' Intermediate results Unit Value Reference _" _ '_ "___'__"__"__'___'___'___"__"___'___'___"__"'___"___"__"___"'__ . - " ' _ _ _ _ ' _ ' ----"-- "-- - --' '- "- --- — [Kip`ft] '7.00 Required flexural strength about sirong axis (Mr�s) �K.P,ft� �� 58 Sec. F1 Available flexural strengih about strong axis (Mcas) Ki ft 0.30 Required flexural strength aboui weak axis (Mrz2) �K P,h� 54.40 Sec. F1 Available flexural strength about weak axis (Mc22) �KiP� 0.00 Required axial tensile strength (Pr) �KiP� 286.47 Eq. D2-1 Available axial fensile strengih (Pc) _______________________________________________________________________________________________________ Combined flexure and axial compression about local axis ......................................................................................................................... Ratio N/A Ctd Eq. ' — Reference � .......................................................................................................................... Combined flexure and axial tension about local axis ....................................................................................................................... Ratio N/A Ctd Eq. ' -- Reference � ......................................................................................................................... Pagell Combined torsion, flexure, shear and axial compression .................................................................................................................................... Ratio N/A Ctd Eq. � -- Reference � ......................................................................................................................................... Combined torsion, flexure, shear and axial tension ..................................................................................................................................... Ratio NIA Ctd Eq. � -- Reference � ........................................................................................................................................ Member • 4� Design status • �K Section information Section name: HSS_RECT tOX6X3_8 (US) Dimensions -------------------'--'--------------------------------------'----'------------'---------------- {f t � � '� n-� + a �� - 10.000 (inj Height b - 6.000 [in] Width 7 - 0.349 [in] Thickness Properties -- ------ - -- ---------------------------------'-----------------------------'--------------' Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] to.40o [in4] 737.000 61 .800 Moment of Inertia (local a�ces) (I) [in4] 137.000 61 .800 Moment of Inertia (principal axes) (I') 0.000 0.000 Bending constant for moments (principal axis) (J') ���� Radius of gyration (local axes) (r) [in] 3.629 2.438 �i�� 3.629 2.438 Radius of gyration (principal axes) (r') [in4] 139.000 Saint-Venanttorsionconstant. (J) [ins] 45.568 Section warping constant. (Cw) . 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) I��l Top elastic section modulus of the section (local axis) (Ssup) [in3] 27.400 20.600 27.400 20.600 eottom elastic section modulus of the section (local auis) (Sinf) f�31 v.400 20.600 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 27 400 Z0.600 Bottom elastic section modulus of the section (principai axis) (5'inf) [n3, 33.800 23.700 Plastic section modulus (local axis) (Z) [in3] 33.800 23.700 Plastic section modulus (principal axis) (Z') 4.375 Polar radius of gyration. (ro) ���� Area for shear (Aw) [in2] 3.457 6.249 Torsional constant. (C) [in3] 37.899 Material : A500 Gr8 rectangular Page12 Unit Value Properties - — ---'-----'---"'--'-'---"--"-----'--"----'--"----'--"-----'--"--'-----'----'---"'--'-----"'---°--'-------- - [Kip/in2] 46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile sirength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2j 11153.85 ----'------------'-----------°--'---------'-------------------'-----'-------'----------'-'---- DESIGN CRITERIA Unit Value Description '-'---'----"--"'--'-'----' __ '_ _ ' _' __ ' ___ ' __"___"'__"___'__"__"_____"__"__"___"___"'__"___'___'ft ' - - - - ' - - ' I1 8.33 Length for tension slenderness ratio (l) Distance between member lateral bracing points -----"---'---'-------"--'----'--"--"------'---'---"--'-----'----'---'-----'---'-'---'---'---' length (Lb) [ft] Top Bottom -----'-------'---"--"'---"--"---'--"---------"---'---"'---°--'----"---'---"--'----'---' 8.33 8.33 ___"___"__"___"__"'__"___"___"___'____"___"___"___"___'___"___"'__""__"___"'__"'__" Laterally unbreced length ' ' _ '___'(_)___"__"'___',___'___('__')__'___"___"__"'___"__" __'__"'___"__"'__'___"'__"'__"___"___"___"___' ___ _ _ Length (ft] Effective length factor Major a�cis(L33) Minor axis(L22) Torsional a�cis Lt Ma'or axis K33 Minor axis(K22) Torsional axis(Kt) "___"__"___"__"__"'__"___'_ _'___"'__"___"___"___'___'___"___"___'___"___"___"__'____"__"__'___"_,'O__"___"__"__ " __ ___ 8.33 8.33 6.33 1 .0 __"__"'___"___'___"___"__"'__"___"___"___"___'__"'___'___'___'___"__"'___"__"'___"___'___'___'___"___"__"___'___"__"'___"___,___"___ Additio�al assumptions No Continuous iateral torsional restraint No Tension fieid action No Continuous flexural torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN �'° Axial tension Ratio . 0.00 Capacity . 286.47 [Kip] Reference : Eq. D2-1 Demand 0.00 [Kip] Ctd Eq. : id3 at 0.00% -"---'--------"--------------------'----'---'----'---'----'---"----'---"---"--'----'----'--' -----'_--'---'--'----'----'--"--------'_ Intermediate results Unit Value Reference --------------'--'---------'---'--------'-----°-------'--'-- -- -----------------------'--�Kip�-------'------- ---- 286.47 Eq. D2-7 Factored axial tension capacitv(Pn/S2) 0.00 Required second-order compressive strength (Pr) �KiP� q7g.q0 Eq. D2-1 Nominal axial tension capacity (Pn) _________________________________________ --'-----'----"--------'----'--'-'---'--'----"---'-'--'-'--'_--'-'--'-----'---'-'--'-----'---"---' AXIAL COMPRESSION DESIGN *� Compression in the maior axis 33 Page13 Ratio . 0.00 ; 272.21 [Kip] Reference : Sec. E1 Capacity Ctd Eq. : id4 at 0.00% Demand . 0.42 [Kip] ____________________________________________________________________________________________________________________________________________________________ Intermediate results Unit Value Reference "___"__"___'___'___'___'___'__"__"___"__"'___"__'__"__"__'___'___'___'___"'__" Section classification __ Non slender Unstiffened eiement classification 14 19 Unstiffened element slenderness (�) 35.75 Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification 25.65 Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�.r) 272 p� Sec. Et Factored flexural bucklino sirenath(Pnss/SZ) [Kip] 0.42 Required second-order compression strength (Pr) �K�P� 1 .00 Effective length factor (Ka3) �h� 8.33 Unbraced length (La3) _ 27.55 Eq. E3-4 Effective slenderness ((KUr)3s) Elastic critical buckling stress (Fe3a) [Kip/in2] 377.04 Eq. E3-4 1 .00 Reduction factor for slender unstiffened elements (Qssa) " � p 40 Eq. E3-2 Effective area of the cross section based on the effective width (A... I��21 � .00 Reduction factor for slender stiHened elements (Qa3s) 1 ,00 Sec. E7 Full reduction factor for slender elements (Q3a) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckling (Fcr3s) �KiP� 454.58 Eq. E3-7 Nominal ilexural buckling strength (Pna3) '_--'-'--'---'----'-'----------'---"--'-'--"---'--"---'----'--'--"------'----'-------" Compression in the minor axis 22 Ratio . 0.00 Capaci �. 255.81 [Kip] Reference : Sec. Et Ty Ctri Eq. : id4 at 0.00% Demand . 0.42 [Kip] ______________________________________________________________________________________________________________________________________________________________ Intermediate resWts Unit Value Reference "----'--'_-'----'-----"---'---"--'-'--'-------"---"---'---"---'---"---'---"-_"--" Section classification __ Non slender Unstiffened element classification 14 t9 Unstiffened element slendemess (�) 35.15 Unstiffened element limiting slenderness (�.r) ._ Non slender Stiffened element classification 25.65 Siiffened element sienderness (�) 35.15 Stiffened element limiting slenderness (�r) 255 g� Sec. Et Factored flexural bucklina strenath(Pnzz/S2) [Kip] �K�P� 0.42 Required second-order compression strength (Pr) 1 ,00 Effeciive length factor (KZ2) �n� 8.33 Unbraced length (l22) q� .pp Eq. E3-4 Effective slenderness ((KL/r)22) [Kip/in2] 170.08 Eq. E3-4 Elastic critical buckling stress (Fe22) 1 .00 Reduction factor for slender unstiffened elements (Qsz2) -- � � 40 Eq. E3-2 Effective area of the cross section based on the effective width (A... [��21 7 .00 Reduction factor for slender stiffened elements (Qa22) � pp Sec. E7 Full reduction factor for slender elements (Q22) [Kip/in2] 41 .08 Eq. E3-2 Critical stress for tlexural buckling (Fc22) �KiP� 4p7,20 Eq. E3-1 Nominal flexurai buckling strength (Pn22) ______________________________________ "'---'---"--------"---'--'-----'--"---'--'--'--'---------'----"-_"------"'--'----"---' FLEXURAL DESIGN *' Bendinq about maior axis M33 Page14 Ratio . 0.08 Capaci . 77.58 [Kip'ft] Reference : Sec. Ft Ty -6.36 [Kip*ft] Ciri Eq. : id4 at 700.00% Demand _________________________________________________________________________________________________________________________________________________________ Intermediate results Unit Value Reference _----"---"'---'---'--"--'-----"---'----"'--'----'--'----'---"'---'--"--'-'---'--"-_"---' Section classification _. Compact Unstiffened element classification 14.19 Unstiffened element slenderness (�.) 35.15 Limiting slenderness for noncompact unsiiffened element (�r) -� 28 � Z Limiting slenderness for compact unstiffened element (�.p) __ Compact Stiffened element classifica[ion __ 25.65 Stiffened element slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�.r) 60J6 Limiting slenderness for compact stiffened element (�.p) �� 58 Sec. F7 Factored vieldina strenath(Mn/S2) [Kip*ft] �KiP�g� 129.57 Eq. F7-1 Yielding (Mn) [Kip'ft] -6.36 Required second-order flexural strength (Mr) --'-'---'---"------"'----'--------"-------"--"---'-'------"--'----'--'-----'--_'-_"---'- Bendinq about minor axis M22 Ratio . 0.01 54.40 [Ki ftj Reference : Sec. F1 Capaciry � P Ctd Eq. : id4 at 0.00% Demand . -0.54 [Kip*ft] ______________________________________________________________________________________________________________________________________________________________ Intermediate results Unit Value Reference '__'___'__"___'___'___"___"'__"___"__"__'___"__'___'___"__"___'___'___"__"__" Section classification ._ Compact UnstiNened element classification � 4 � 9 Unstiflened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) -' 2a � 2 Limiting slenderness for compact unstiffened element (�p) __ Compact Stiffened element classification 25.65 Stiffened element slenderness (�) �43 �2 Limiting siendemess for noncompact stiffened element (�.r) 6076 Limiting slenderness for compact stiffened element (�p) � 54.40 Sec. F1 Factored vieldina strenath(Mn/S2) [Kip*R] Yielding (Mn) [Kip"ft] 90.85 Eq. F7-1 Required second-order flexural strength (Mr) �KiP•{�� -0.54 ________________________________________________________________________________________________________ DESIGN FOR SHEAR `°" Shear in maior axis 33 Ratio . 0.00 Capacity . 57.14 [Kip] Demand . -0.07 [Kip] Ctrl Eq. : id4 at 0.00% --'-------------'-----------------'----------------'--'------------'---------------------------------------------------------'-----'----- Intermediate results Unit Value Reference — - ----------'-'-----------------)--------'---°---'----------------------------------------- Factored shear caoaciN(Vn/� [Kip] 57.14 ._ 14.19 Sec. G2 W eb slenderness (�.w) �in2� 3.46 Shear area (Aw) __ 5.00 Sec. G5 W eb buckiing coefficient (kv) _. 1 .00 Eq. G2-3 Web buckling coefficient (Cv) �KiP� 95.42 Eq. G2-7 Nominal shear strength (Vn) ----'---'----------'-'---°------------------------`----------'------------'-------------------- Page15 Shear in minor axis 22 Ratio . 0.01 Capacity : 103.28 [Kip] : id4 ai 0.00% Demand -1 .50 [Kip] Ctd Eq. - - - '--"--"--------- "'--"------"--"'--'----'---'---'---"--'---'-'----------"--'-------'---"--"---_'--'----'---'--'---"---'--- ' -- ' Unit Value Reference Intermediate results --'-'- --'--'---'--------"--'----'---'---"---"--'--------'--'-'--"'---'--"-- �KiPI --" - 103.28 Factored shear capacitv(Vn/S2) 25.65 Sec. G2 Web slenderness (�w) �in2� 625 Shear area (Aw) __ 5.00 Sec. G5 Web buckling coefficient (kv) � .pp Eq. G2-3 Web buckling coefficient (Cv) �K�P� 172 qg Eq. G2-i Nominal shear strength (Vn) "___"__"__"___"___"___"__"_____'___"'__"'__'___"__"__"'__"___'___"___"___"___' e TORSION DESIGN " Torsion Ratio . 0.00 Capacity . 5220 [Kip`ft] : id4 at 0.00% Demand . -0.15 (Kip"ft] Ctrl Eq. '___"___'__"'__"__'___'__"__"__'___"___'___'__"'__"___'___'___'___"___"__"___"__"__'___"__"__"___"__'___"___'___"__" Intermediate results Unit Value Reference —'-------"--'-'---'--'---"---'--'-'------'--- ---------------'----'--------------------- ---'--- (Kip`ftj 52.20 Factored torsion caoaciN(Tn/S2) � [Kip/in2] 27.60 Eq. H3-3 Critical torsional buckling stress (Fcr) �K�P,ft� g� �� Eq. H3-1 Nominal torsion capacity (Tn) ------'----'--------------'--------------"---'-'--'---------------'-'---'------'---------- COMBINED ACTIONS DESIGN "� Combined flexure and axial compression ...................................................................................................................... Ratio : 0.08 CtrlEq. ' id4at100.00% Reference : Eq. Ht -1b ......................................................................................................................... '___'___"__"__'___'__"__'__'__"___"___"__"__"___"___'___'___'___"___'___'___'__"______"__"__"'__"__'___'___"__'___" Intermediate results Unit Value Reference - - --'--------------------------------------------'----------'---- -"'---'--"-_'_—'--------"--'---'_----------"---"--'---"----- ' --'-' 0.08 Eq. Ht -1b Interaction for doublv svmmetric members for in-olane bendi� [Kip��] -6.36 In-plane required flexurel strength (MI33) �K.P,n� �� gg Sea F1 In-plane available flexurai strength (Mc3s) �K�P� � 42 In-plane required axial compressive strength (Pr) �KiP� 2�z 2� Sea Et In-plane availabie axial compressive strength (Pc) 0.00 Eq. H1 -2 Interaction for doubiv svmmetric members for out-of-olane bendin �K P n� 0.09 Out-of-plane required flexural strength (M¢2) Ki tt 54.40 Sec. Fi Out-of-plane available flexurai-torsional strength (Mc22) � P � 0.42 Out-of-piane required axial compressive strength (Pr) �K�P� p55.81 Sec. Ei Out-of-plane available axial compressive sirengih (Pco) [K�P] __ _ _________________ ----'----------------------'--------------------'--- - - - - Combined flexure and axial tension ....................................................................................................................... Ratio : 0.09 CtrlEq. ' id4at0.00% Reference : Eq. Ht -1b .................................................................................................................... Page16 - - - ----------------- ---------------------------------------------------------------------------------------------------------------------------------- -- - - Unit Value Reference Intermediate results - - '-'---"--"---"-_" '-------"'---"---'-'--"---'_-------"---"---"--'-'-'-----"--"'--_'-_"--'-'--"'--"---"---"- -'- -- 6.15 Required flexural strength about strong azis (Mr�s) [Kip"ft] [Kip*ft] 77.58 Sec. Fi Available flexural strength about strong axis (Mcs3) [Kip'ft] -0.54 Required flexural strengih about weak axis (Mrz2) Ki ft 54.40 Sec. F1 Available flexural strengih about weak axis (Mc2z) �K P� � 0.00 Required auial tensile strength (Pr) �KiP� 286.47 Eq. D2-1 Available axial tensile strength (Pc) --'--------"--'-----'--"---"---'--"--"'-_"--'---'--"----'-----'-'---'--'----"--" Combined flexure and axial compression about local axis ......................................................................................................................... Ratio N!A Ctrl Eq. � -- Reference � .......................................................................................................................... Combined flexure and axial tension about iocal axis .......................................................................................................................... Ratio N/A Ctd Eq. � — Reference � ......................................................................................................................... Combined torsion, flexure, shear and axial compression ....................................................................................................................... Ratio N/A Ctd Eq. ' -- Reference � ........................................................................................................................... Combined torsion, flexure, shear and axial tension ........................................................................................................................ Ratio N/A Ctrl Eq. ' -- Reference � ........................................................................................................................... Member • 14 Design status • �K Section information Section name: HSS_RECT 10X6X3_S (US) Dimensions --------------------------------------------------------------------------------------------- yt __ ._ . t � a �e . a�� � � - ��10.000 �� [in] Height b = 6.000 [in] Width T = p,3qg [in] Thickness Page17 Properties -'_---------------'--"--'--"--'-'------"--'-'--'-_"--'--------"--"---'-------'-'---'--" Unit Major axis Minor axis Section properties �in2� 10.400 Gross area of the section. (Ag) [in4] 737.000 61 .800 Moment of IneRia (Iocai axes) (I) [in4] 137.000 61 .800 Moment of Inertia (principal axes) (I') ���� 0.000 0.000 Bending constant for momenis (principal axis) (J') �i�� 3.629 2.438 Radius of gyration (local axes) (r) �i�� 3 62y 2.q38 Radius of gyration (principal aues) (r') �in4� 139.000 SainFVenant torsion wnstant. (J) [in6] 45.568 Section warping constant. (Cw) �� 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) � � Z7.400 20.600 Top elastic section modulus of the seciion (local axis) (Ssup) [in3] 27 400 pp.600 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 2�.400 20.600 Top elastic seciion modulus of the section (principai axis) (S'sup) (in3] 2�.400 20.600 Bottom elastic section modulus of ihe seciion (principal axis) (S'inf) �in3] 33.600 23.700 Plastic section modulus (local axis) (Z) [in3j 33.800 23.700 Plastic section modulus (principal axis) (Z') ���� 4.375 Polar radius of gyration. (ro) �in2� 3.457 6249 Area for shear (Aw) [in3] 37.899 Torsional consiant. (C) Material : A500 Gr8 rectangular Unit Value Properties - '- --'--"--"--"--'----'---'----"--"---'---"'-------"--"--'-'--"--"--"'--'---------"--"-------'-'--"--"---'---'-'--46.00 - [Kip/in2] Yield stress (Fy): [Kip/in2] 56.00 Tensile strength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): [Kip/in2] 11153.85 Shear modulus for steel (G): '--"------------_-__--'---"------'---'---'-_"-----"-'--------'-----"--- DESIGN CRITERIA Unit Value Description - ---'--'--'-'--'--"---"---'--'-'---'---"--[ft]'----"--"---'--'--"'- ----"--"--"--'---"---"--"-------"---'---'-----' 8.33 Length for tension slenderness ratio (L) Distance between member lateral bracing points ___"__"__"__"___'___"__'___"__"__"__"___"__"___'__"__'__"__'___"__'___' Length (Lb) (ft] Top Bottom -----'--"--"--'---"-'---------"--'----"-------"--"--'-'--'------'-------"-_" 8.33 8.33 '___'__'___"__'__'___'__'__"_"__'___"__'___'___'___'__"_"_"__"__"___" Laterally unbraced length . . _ ___.._(_________________________________________________________________ '__"__"__"___'___'__'__"___"__'__"'__'__'__"___ '__ _ " Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis Lt Ma'or axis(K33) Minor axis(K22) Torsional auis(Kt) '-----'--"--'---'--"--'---"—'---'---"-_"--'----"--'------'------'---"--'----'------'--'---"--"--'-'- " — - -o- ' -- ' _ 8.33 8.33 8.33 1 .0 __"__'__"__'___"__'__"______"__"__"'__'___"__"_"__'___"__"___'___'__" Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous fiexurai torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type Page18 DESIGN CHECKS AXIAL TENSION DESIGN �' Arzial tension Ratio . 0.00 : 286.47 [Kip] Reference : Eq. D2-1 Capaciry Ctrl Eq. : id3 at 0.00% Demand . 0.00 [Kip] - ----_'--'----'---'--"--_'---"-------'--"--'-'--'----'---"-------_'---'---_--"----'--"--"— -'--'----'--'-'------"---"--"---"-- Intermediate resalts Unit Value Reference - -'-' "-------"-------- '--" - ----"-------'-'--"--"---'--"---"-_"--'-----'--"-_"-----'----'--"'--"-----------'----'-- " �KiP� 286.47 Eq. D2-1 Factored axial tension caoacitv(Pn/S2) �K�P� 0.00 Required second-order compressive strength (Pr) �KiP� 478.40 Eq. D2-1 Nominal axial tension capacity (Pn) --'----'--'------'--"---'--'---'---'-'--_--'----"-------_'-_"--'-'-----'-'--"--- AXIAI COMPRESSION DESIGN � Compression in the maior axis 33 Ratio . 0.00 : Z�2 2� �KiP� Reference : Sec. E1 Capacity Ctrl Eq. : id4 at 0.00% Demand . 0.16 [Kip] --'---"--'---'-'------'---'-------"--'---"-------'-------"--'----_'---'---"----'--"-----------'----'-_"---"--'--------'--'----'--" Unit Value Reference Intermediate results ----'--'---°--'---------'----'---'-----'--"---'----------'----"----'--"--'-------" Section classification __ Non slender Unstiffened element classification � 4 � 9 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slendemess (�r) __ Non slender Stiffened element classification 25.65 Stiffened element slenderness (�) 35.15 Stiffened eiement limiting slenderness (�r) 272 p� Sea E1 Factored flexurel bucklina strenaih(Pnss/S2) [Kip] �KiP� 0.16 Required second-order compression strength (Pr) 1 .00 Effective length factor (KSS) �h� 8.33 Unbraced length (Las) __ 27.55 Eq. E3-4 Effective slenderness ((KUr)33) [Kip/in2] 377.04 Eq. E3-4 Elastic critical buckling stress (Fe33) 1 .00 Reduction factor for slender unstiffened elements (Qs3a) -- � � 40 Eq. E3-2 � Effective area of the cross section based on the effective width (A... [��21 , ,p0 Reduction factor for slender stiffened elements (Qass) �� � pp Sec. E7 Full reduction factor for slender elements (Q3s) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckling (FcY�s) �KiP� 454.58 Eq. E3-1 Nominal flezural buckling strength (Pns3) ----------'---'--'-'---'---'--'-'--------'--------------------------------------'----'---- Compression in the minor axis 22 Ratio . 0.00 �. 255.81 [Kip] Reference : Sea E1 Capacity Ctd Eq. : id4 at 0.00% Demand . 0.16 [Kip] ----"----'-------"---'----'---'-'------'---'--'-----"--'-_"-----'---'---'----"------'--'----'---'-------'--'----'-----"---'-' Unit Value Reference Intermediate results -'------'-'-'---"--'---'----'-'--'---"--"------"--"---"--'---------'-----'--'-'--'-'--' Section classitication ._ Non slender Unstittened element classification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification Page19 25.65 Stiffened element slenderness (�) 35.15 Stiffened element limiting slendemess (�.r) 255.81 Sec. E1 Factored flexural bucklina strenqih(Pnz2/S2) [Kip] 0.16 Required second-order compression strength (Pr) �K�P� 1 .00 Effective length factor (KZ2) �h� 8.33 Unbraced length (L22) _ q1 .pp Eq. E3-4 Effective slenderness ((KUr)22) [Kip/in2] 770.08 Eq. E3-4 Eiastic critical buckling stress (Fe22) 1 .00 Reduction factor for slender unstiffened elements (Qs22) � 0.40 Eq. E3-2 Effective area of the cross section based on the effeciive width (A... [��21 � .00 Reduciion factor for slender stiffened elements (Qa22) � .00 Sec. E7 Full reduction factor for slender elements (QZ2) [Kip/in2] 41 .08 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� 42� 2p Eq. E3-1 Nominal flexural buckling strength (Pn2z) _____________________________________ -----'---'---'-------'-----------------------------------------'------'-------'---------- FLEXURAL DESIGN '} Bendina about maior axis M33 Ratio . 0.07 77.58 [Ki ft] Reference : Sec. Ft Capacity � P Ctd Eq. : id4 at 100.00% Demand . -572 [Kip'ft] "__"___'___"_______'__"___'__"__"___'___'___"__"___'__"__"'__"__"__"__"__"'___'__'___"___"___"__" ---------" --- Vaiue Reference Intermediate results Unit ----'--------------------'------------'---'----------'------------------°----------- Section classification ._ Compact Unstiffened element classification 14.19 Unstiffened element slenderness (�) 35.15 Limiting slendemess for noncompact unstiffened element (�.r) - 2a � 2 Limiting slenderness for compact unstiffened element (�.p) __ Compact Stiffened element classification 25.65 Stiffened element slenderness (�.) 143.12 Limiting slenderness for noncompact stiffened element (�r) 60.76 Limiting slendemess for compact stiffened element (�p) 77,58 Sec. F1 Factored vieldina strenath(Mn/S2) [Kip*ft] Yielding (Mn) [Kip'ft] 129.57 Eq. F7-1 Required second-order flexural strengih (Mr) �KiP•n� -5.72 ___"__'___'___"'__"___"__"__"__"'__'___"____'___'___"___"__'___"_________"___" Bendina about minor axis M22 Ratio . 0.02 Ca acit . 54.40 [Kip'k] Reference : Sec. Ft P Y -0.88 [Kip'ft] Ctd Eq. : id4 at 0.00% Demand '--------'--'-----'---"--_-_"---"--'---'-'--"'--'-------'----"------'-----'---'--'----'---"---'--'----'----'---" -------���--` -"' Value Reference Intermediate results Unit __'_"'______'___'___"___"___"'__"___"___"___'___"__"___"__"___"___"___"__"__' Section classification _. Compact Unstiffened element classification 14 � 9 Unstiffened element sienderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) " 26 � 2 Limiting slenderness for compact unsiiffened element (�p) __ Compact Stiffened elemeni classification 25.65 Stiffened element slenderness (�) �43 � 2 Limiting slenderness for noncompact stiffened element (�.r) 60J6 Limiting slenderness for compact stiffened element (�.p) 54.40 Sec. F1 Factored vieldina strenath(Mn/S2) [Kip`ft] �KiP�n� 90.85 Eq. F7-1 Yielding (Mn) [Kip*ft] -0.88 Required second-order flexural strengih (Mr) --------'---------'-----------'----'-----'-----------'---'--'----'---------'------------ Page20 DESIGN FOR SHEAR '� Shear in maior axis 33 Ratio . 0.00 Capacity . 57.14 [Kip] : id4 ai 0.00% Demand -0.19 [Kip] Ctd Eq. -'---'---'---'--"----'--"--"---"---"-------------'--"-_"---°---'---'----'------'--'-' --"--"'--'------'---'----"----'---'---'-' Intermediate results Unit Value Reference -- - '-'--"-----'------"---'-----'--)"'--"'--'---------'---'-----"--_'--'---'-----"'---------- ' - [Kip] 57.14 Factoredshearcaoacitv(Vn/4 � q,� g Sec. G2 Web slenderness (�w) �in2� 3.46 Shear area (Aw) _. 5.00 Sec. GS Web buckling coefficient (kv) � ,pp Eq. G2-3 W eb buckiing coefficient (Cv) �K�P� g5 q2 Eq. G2-1 Nominal shear strength (Vn) '___'___"___"'__"_____"___"___'____"__"'___'___'___'___"___"'___"___'____"___'___"'__" Shear in minor axis 22 Ratio . 0.02 Capacity : 103.28 [Kip] : id4 at 100.00% Demand -2.22 [Kip] Ctd Eq. ---"---'--'--"----"---"---'---'-'--'-----"---"--"'---'---'---'----'----"----"---'-'-------'---'-----'--"--_'---"--"---'---'----' Intermediate resuits Unit Value Reference — -- "- — --'-'------"------'---_--'------"---"---'-----'--'----'---"-------'----'-- ' - - " [Kipl 103.28 Factored shear capacitv(Vn/�) 25.65 Sec. G2 Web slenderness (�.w) �i�Z� 625 Shear area (Aw) __ 5.00 Sec. G5 Web buckling coefficient (kv) � .pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� � 72 qg Eq. G2-1 Nominai shear strength (Vn) --'--------'-----------------------------'--------------------'------------'--'---------' TORSION DESIGN � Torsion Ratio . 0.00 Capacity . 5220 [Kip'ft] Ctd Eq. : id4 at 0.00% Demand . -0.03 [Kip`ft] ---'-'---'---'-------------------------------'------------------------'---------'-------------------------------------'-----'------- Intermediate resuits Unit Value Reference -' -------- '--'-'--" -- - ---'----'---"---'-'--'---'---'-'--"--'-'--------"---'----"------' '--"- Factored torsion capacitv(Tn/S�) [Kip'ft] 52.20 Critical torsional buckling stress (Fcr) [Kip/in2] 27.60 Eq. H3-3 Nominal torsion capacity (Tn) [Kip'ft] 87.17 Eq. H3-7 ---"'------------'-'--"------'_--'--_'---'--"---"---'----'----'---'--"--'----"--'------ COMBINED ACTIONS DESIGN '� Combined flexure and axial compression .............................................................................................................................. Ratio : 0.07 Ctrl Eq. ' id4at 700.00% Reference : Eq. H1 -ib ................................................................................................................................. Page21 ------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference - ' ---"--"---"---"--'----'--'---'---"--"--'------'----'--' --'-----"-_"--'---"---"'--"---'---'----'-----'---'-'--"---"--'-'--'- -- '--" 0.07 Eq. H7 -1b Interaction for doublv svmmetric members for in-plane bendinq �Kip`ft] -572 In-plane required flexural strength (M�s) [Kip'ft] 77.58 Sec. F1 In-plane available flexural strength (Mc3s) �KiP� 0.16 in-plane required axial compressive strength (Pr) �K�P� 2�2 2� Sec. Ei In-plane available axial compressive strength (Pc) 0.00 Eq. Ht-2 Interaction for doubiv svmmetric members for out-of-olane bendin �Kip`ft] ��72 Out-of-plane required flexural sfrength (M22) K, ft 54 qp Sec. F1 Out-of-plane available flexural-torsional sirength (Mczz) � P � 0.76 Out-of-plane required axial compressive strength (Pr) �K�P� p55.81 Sec. Ei Out-of-plane available axial compressive strength (Pco) IKip] -'--'--------'-_"--'---'----'--'---'----'---"--'- - - ' ' Combined flexure and axial tension ...................................................................................................................... Ratio : 0.09 Ctrl Eq. ' id4 at 100.00% Reference : Eq. Ht-1 b ...................................................................................................................... - - - -'--'---'-'------' '-- - -'--------'--'---"---'--'-'--"--"---'----'--'---"---'----'---'--"'--'-'---'------'-------- ' '- ' ---------------" " - Value Reference Unit Intermediate results - - ' - ---'---"'--'------ - '-- -' ---'--'---'----'--'-----'------"--'---"---'----'--- --- -- ' - - ' - - - - - - ' "'--' -- "-- ' --"- --- -" - [Kip.ft] '5.7 Required flexural strength about strong axis (Mr�a) �KiP,�� �� 58 Sea F1 Available flexural strength about strong axis (Mc33) Ki n 0.72 Required flexural strength about weak axis (Mrz2) �K P n� 54.40 Sea Ft Available flexural strength about weak axis (Mc22) �K P� � 0.00 Required axial tensile strength (Pr) �K�P� 286.47 Eq. D2-1 Available axial tensile strength (Pc) --"------"--"'--'----'---'---'-'--'--"---'--'----'----"--'--------'--'---'---'--' Combined flexure and axial compression about locai axis ..................................................................................................................... Ratio N/A Ctd Eq. � -- Reference � ........................................................................................................................ Combined flexure and axial tension about local axis ...................................................................................................................... Ratio N/A Ctd Eq. � -- Reference � ................................................................................................................... Combined torsion, flexure, shear and axial compression ....................................................................................................................... Ratio N/A Ctd Eq. ' -- Reference � ...................................................................................................................... Combined torsion, fiexure, shear and axial tension ...................................................................................................................... Ratio N/A Ctd Eq. ' — Reference � ....................................................................................................................... Member � �� Design status . OK Page22 Section information Section name: HSS_RECT 10X6X3_8 (US) Dimensions -------'-------------------------------------------'----------------------- �t 1 � a � . a � � _ � 10.000 � [��l Height b = 6.000 [in] Width 7 - 0.349 [in] Thickness Properties "--"-_'--_'-----'-------'------'-'--'--------'---'--"------"-----'---'---"-------'--'--' Unit Major axis Minor axis Section properties �in2� 10.400 Gross area of the section. (Ag) ���q� 137.000 61 .800 Moment of Inertia (local aces) (I) �in4� 137.000 61 .800 Moment of Inerlia (principal axes) (I') �i�� 0.000 0.000 Bending constant for moments (principal axis) (J') �i�� 3.629 2.438 Radius of gyration (local axes) (r) ���� 3.629 z.438 Radius of gyration (principal axes) (r') �in4� 139.000 Saint-Venanttorsionconstant. (J) �i�s� 45.568 Section warping constant. (Cw) i� 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) � 1 27 400 20.600 Top elastic section modulus of the section (local axis) (Ssup) [in3] 27 aQp 20.600 Bottom elastic section modulus of the section (local axis) (Sinf) Iin3] Z�.400 20.600 Top elastic section modulus of the section (principal axis) (S'sup) �in3� Z7,400 20.600 Bottom elastic section modulus of the section (principal axis) (S'inf) (in3] 33.800 23.700 Plastic section modulus (local axis) (Z) [in3] 33.800 23.700 Plastic section modulus (principal axis) (Z') ���� 4.375 Polar radius of gyration. (ro) �in2� 3.457 6.249 Area for shear (Aw) �in3� 37.899 Torsional constant. (C) Material : A500 GrB rectangular Unit Value Properties - ---------------------------------------------------------------------------------------------------------------------a s.o 0 [Kip/in2] Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): [Kip/in2] 11153.85 Shear modulus for steel (G): ----'-------'-------'------'---'---------------'----------"-------'------ DESIGN CRITERIA Unit Value Description - ' --'--'--"-----'---"--'--'---'---'--'-'--'ft---'----'--'--'---"--- -- --"--"--'---'------"-"---'--"-----'---'--" � � 8.33 length for tension slendemess ratio (L) Distance between member lateral bracing points "'__"__"__'__'___"__"__"_"__"__'__'__'___'__"'__"__"-_'__'__'__"___' Length (Lb) [k] Top eottom ---'-------------------------'---------------------------------------'------- 8.33 8.33 --'-------'--"--'-----'--------'--'---"--'------'--'--"--"--'---'--'--- Page23 Laterally unbraced length - - - ' ' ( -) ----'--'-'----,-------(--------'--------'---'----°--- ------"--"'--°---'--"'--"--'-'--"---"--"------ '-'-- - -- ' --'-- -- Length (ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis Li Ma'or axis K33 Minor axis(K22) Torsional axis(Kt) --------- ----------------'---------'---'-'--°-----------°----------'-------'---------------------'-----------'---�'0'---------'--'- - --'- '- 8.33 8.33 8.33 1 .0 "'__"__'___"__"___"__'___'__"___"___"___"__"_"___"__"'__"__"'__"___'___"___' Additional assumptions No Continuous Iaterai torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN °Ftr Auial tension Ratio . 0.00 Ca acit . 286.47 [Kip] Reference : Eq. D2-1 P y Ctd Eq. : id3 at 0.00% Demand . 0.00 [Kip] - - ' -------'----'---" -------"--'-'--'-------"-------"---"----'--"'-_"--"--'-----"--'---'-'----'--'---"------"---"--'--'-'---"-- - -- ' Unit Vaiue Reference Intermediate results __'___"___"'__" __"__" '___"__"__"______'___'___'__"___"__"'__"__'__"___"___'__"'__"__"___'___"___'___'_ - �KiP� 286.47 Eq. D2-1 Facfored auial tension caoacitv(Pn/S2) �KiP� 0.00 Required second-order compressive strength (Pr) �KiP� ,y�a yQ Eq. D2-1 Nominal axial tension capacity (Pn) ______________________ --"---'------"---"---'---'----'---"---'---'-----'---'--------"--'-----'---"---'--'---- AXIAL COMPRESSION DESIGN � Compression in the maior axis 33 Ratio . 0.00 Ca aci : 272.21 [Kip] Reference : Sec. E1 P ty Ctd Eq. : id3 at 0.00% Demand . 0.30 [Kip] ' _ ' --'-'---'------"--------'-----"----'--'-'--'---_'---"--'-'--"--"--"------'---'-------"--'-'--'-----'---"--'---"-----'--- "- Intermediate results Unit Vaiue Reference "--'---'----'---"'--'--------"---'------'-----'--'----'----"--'-----°--------'---"------" Section classification _. Non slender Unstiffened element ciassification �4 19 Unstiffened element slenderness (�) 35.15 Unstiffened eiement limiting slenderness (�r) _. Non slender Stiffened element classification _ 25.65 Stiffened element slenderness (7�) 35.75 Stiffened element limiting slenderness (�r) 272 p� Sec. E1 Factored flexural buckiina strenath(Pna3/S2) �K�P� 0.30 Required second-order compression strength (Pr) �K�P� � Q� Effective length factor (Ka3) �n� 8.33 Unbraced length (L33) __ 27.55 Eq. E3-4 Effective slenderness ((KL/r)3s) Elastic critical buckling stress (Fes3) (Kip/in2] 377.04 Eq. E3-4 1 .00 Reduction factor for slender unstiffened elements (�s3s) �� 1 Q 40 Eq. E3-2 Effective area of the cross section based on the effective width (A... [in2] 1 .00 Reduction factor for slender stiffened elements (Qaas) � ,00 Sec. E7 Full reduction factor for slender elements (Q3s) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckiing (Fcra3) Page24 �KiP� 454.58 Eq. E3-1 Nominal flexural buckling strength (Pna3) --'°------------------'------°--'-------------'------'--------------------'--'---------'----- Compression in the minor axis 22 Ratio . 0.00 : 255.81 [Kip] Reference : Sec. Ei Capaciry Ctd Eq. : id3 ai 0.00% Demand . 0.30 [Kip] --------"------'---"-_"--'-'--'---"---'--"--'---'-'--_------'-----'----"--'---_'-_"----- ----------------'--'-----'----------'-- Unit Value Reference Intermediate results --'-'--'----'--"-_"---'--'-'--"--'-----"---'-----------'---"-_"--'-'--'-----'--"--- Section classification __ Non slender Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�.r) __ Non slender StiHened element classification 25.65 Stiffened element slenderness (�.) 35.15 Stiffened element limiting slenderness (�r) 255 g1 Sea E7 Factored flexural bucklina strenath(Pnzzls2) �K�P� 0.30 Required second-order compression strength (Pr) �K�P� � �Q Effective length factor (K22) �n� 8.33 Unbraced length (L2z) 4� .pp Eq. E3-4 Effective slenderness ((KVr)22) [Kip/in2] 770.08 Eq. E3-4 Elastic critical buckling stress (Fe22) 1 .00 Reduction factor for slender unstiffened elements (�s22) � 0.40 Eq. E3-2 Effective area of the cross section based on the effective width (A... I��21 1 .00 Reduction factor for slender stiffened elements (Qa22) � ,00 Sec. E7 Full reduction factor for slender elements (QZ2) [Kip/in2] 41 .08 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� 42� 2� Eq. E3-i Nominal flexurai buckling strength (Pn22) ---"---'---'-'----'--"'--'---_'--_----'-'-_"-_-'--"---"---- -_--"'--"'--'-----'--'---"--------'-_"--'-'--"--'-'--'--------'-------'--------°---- FLEXURAL DESIGN "� Bendina about maior axis M33 Ratio . 0.01 77.58 [Kip'ft] Reference : Sec. F1 Capacity � Ctd Eq. : id4 at 0.00% Demand . 0.43 [Kip'ft] -"-_"----------'--"'-_"---'--'--'-'--"--'-----"-----"--"--------'----"--'----'------ ----"--"--"------'---"---'--"--'-' Unit Value Reference Intermediate results ---'----'--'----'--_'—"---"---'--"---'---'-------'------------"'---'--'---'---"---' Section classification .. Compaci Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) — Z8 � 2 Limiting slenderness for compact unstiffened element (�.p) _. Compact Stiffened element classification 25.65 Stiffened elemeni slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�r) . 6076 Limiting slenderness for compact stiffened element (�.p) �� 58 Sec. Ft Factored vieldina strenath(Mn/4) [Kip'ft] �KiP•g� 129.57 Eq. F7-1 Yielding (Mn) �KiP.h� 0.43 Required second-order flexural strength (Mr) ------'-----'--"--'------"-_"--'--------"---'---'-----'-----'--'------'-------"--'-' Bendinq about minor axis M22 Page25 Ratio . 0.00 Capacity . 54.40 [Kip"ft] Reference : Sec. F1 Demand . -0.18 [Kip"ft] Ctd Eq. : id4 at 0.00% ------'—...--°------'°-------------------'---------'------'-------'------'------'---------'-----'------'---------'------------'--------- Intermediate resuits Unit Value Reference "'__"'___"___"___"'__"___'___'___"___'___'___"__"__"'___'___"__"__"'__"______"__"' Section classification __ Compact Unstiffened element classification 14 19 Unstiffened element slenderness (�) 35.15 Limiting sienderness for noncompact unstiffened element (�r) 28.12 Limiting slendemess for compact unstiffened element (�.p) _. Compact Stiffened element classification _ 25.65 Stiffened element slenderness (�.) �q3.72 Limiting slenderness for noncompact stiffened element (�r) 6076 Limiting slenderness for compact stiffened element (�p) 54.40 Sec. F1 Factored vieldina strenath(Mn/S�) [Kip`ft] Yielding (Mn) [Kip`ft] 90.85 Eq. F7-1 Required second-order flexurai strength (Mr) �KiP'ft� -0.18 -------'---"'---'---"----'--"--'--"'--'---'----'-----'--'--------"------------"--'-'--- DESIGN FOR SHEAR �° Shear in maior axis 33 Ratio . 0.00 Capacity . 57.14 [Kip] : id4 at 0.00% Demand -0.04 [Kip] Ctrl Eq. ---'--'-'---"--"'-----"'--_'---"--'-----------'----'-'--'-----'--"---'----------'--"_-'-'--'-'---'--'-----'--'---"---"--'-'--"---'---' Intermediate results Unit Value Reference '- - '-'- " --'---'--"---"--------'-"'---'---'---'------'--'---'-----'------'---'--"-----'----' - -- [Kip] 57.14 FactoredshearcaoaciN(Vn/S2) 14,� g Sec. G2 Web slenderness (�.w) �in2� 3.46 Shear area (Aw) _. 5.00 Sec. GS Web buckling coefficient (kv) � ,pp Eq. G2-3 Web buckling coefticient (Cv) �KiP� g5.q2 Eq. G2-i Nominal shear strength (Vn) -'-'---'--'--------'--------"-_'_-'----'---'---'--------'-'--'--------'--"'------'---" Shear in minor axis 22 Ratio . 0.00 Capacity : 703.28 [Kip] : id4 at 0.00% Demand . -0.08 [Kip] Ctd Eq. --'---'--"---"----"--"-_"--'----------'------"---"-_"--"'----'--"-_"-------"--'-'----- --'---'------'-'--'---'---'---------'--- Intermediate results Unit Value Reference " _ "__ " _"- _"___"___'__"'__'___'___"__"___"__"'__"__'___'___'___"___"__"__"______" Factoredshearcapacitv(Vn/S2) [Kip] 10328 . 25.65 Sec. G2 Web slenderness (�w) �in2� 625 Shear area (Aw) _. 5.00 Sec. G5 Web buckling coefficient (kv) � ,pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� ��Z qg Eq. G2-1 Nominal shear strength (Vn) '---'--"--'-'--"---'-'--"-------"---'---"---'-------"--------'-------'--'---'---'---" TORSION DESIGN °t Torsion Page26 Ratio . 0.00 Capacity . 52.20 [Kip`ft] : id4 ai 0.00% Demand . 0.13 [Kip«ft� Ctrl Eq. _"--'-----'--"--"--"'--'--------"--"--------"--'-'--"--'----'---"------'-'------"--------'---"--'-'--"--------"---"--"---"--'-' Intermediate results Unit Value Reference -' ----------------- -- - ----------------------------------'--------------------°--'----'-------'---- - - - - [Kip`ft] 52.20 Factored torsion capacitv(TnIS2) [Kip/in2] 27.60 Eq. H3-3 Critical torsional buckling stress (Fcr) [Kip*ft] 87.17 Eq. H3-1 Nominal torsion capacity (Tn) _____________________________________________________________________________________________________ COMBINED ACTIONS DESIGN '*� Combined flexure and axial compression ........................................................................................................................... Ratio : 0.01 Cfrl Eq. ' id4 at 0.00% Reference : Eq. H1 -7b ........................................................................................................................... - _ ' "---"----'--'----"---'-----"--'---"-------'-------"---'--"--'-'--"--"--"'--'-----'--------' --"--_'-_"--'-'--'--"'--'-'----- "- - Unit Value Peference Intermediate results ' _ "___'__"'__"___"__"'__'___'___"___'__"__"'__'___'__'___' ----'--"'-_"--'----"--'-'--'-_"--'--'-----'----"--'--------'----- --" - 0.01 Eq. H1 -1b Interaction for doublv svmmetric members for in-olane bend� �Kip"ft] 0.43 In-plane required flexural strength (Mr�3) �KiP,�� ��.Sg Sea Fi In-plane availabie ilexural strength (Mcs3) 0.30 In-plane required axial compressive strength (Pr) �K�P� Z�2 p1 Sec. E1 In-plane available axial compressive strength (Pc) �K�P� 0.00 Eq. H1 -2 Interaction for doublv svmmetric members for out-of-olane bendin [K'P ft, o i 8 Out-of-plane required flexural strength (M22) Ki ft 54.40 Sec. F1 Out-of-plane available flexural-torsional strength (Mc22) �K P� � 0.30 Out-of-plane required axial compressive strength (Pr) 255.81 Sec. E1 OuFof-plane available axial compressive strength (Pco) IKip] '--"----'--'-'---'---'--'--"---'----'--"--'---' - ' - ' Combined flexure and axiai tension ......................................................................................................................... Ratio : 0.01 CtrlEq. ' id4at0.00% Reference : Eq. Ht -tb ....................................................................................................................... - ' - '--"_-'-'--'----' --"-_"--'------'----'----°----'--'---"---"--'-'--'---"----'----'---'----'----"---"---"---"—'----'--'----'--"'- ' -- ' Unit Value Reference Intermediate resWts _ ' ' _ ' ' _ _ ' " _ ' _ ' "'__' __'___"___"__"'__"___'___"__"___"__"___"__"___"__"'__' '-- [Kip*ftl 0.43 Required flexural sirengih about strong auis (Mr�3) �KiP,�� �� 58 Sea F1 Available flexural strength about strong axis (Mcsa) K, ft -0.18 Required flexural strength about weak �is (M22) �K P.n� 54.40 Sec. F1 Available flexural strength about weak axis (Mc22) �KiP� 0.00 Required axial tensile strength (Pr) �KiP� 286.47 Eq. D2-1 Available axial tensile strength (Pc) ----'--------"-_"---"--'--"'--------'--------"---'--'---'-----'---'--"---'-----------" Combined tlexure and axial compression about local axis ...................................................................................................................... Ratio . N!A Ctrl Eq. ' -- Reference � ....................................................................................................................... Combined flexure and axial tension about local axis .................................................................................................................... Ratio N/A Ctd Eq. � -- Reference � ...................................................................................................................... Page27 Combined torsion, flexure, shear and axial compression .................................................................................................................................... Ratio N/A Ctd Eq. � -- Reference � .................................................................................................................................. Combined torsion, flexure, shear and axial tension ............................................................................................................................... Ratio NIA Ctrl Eq. ' -- Reference � .................................................................................................................................. Member • 26 Design status . OK Section information Section name: HSS_RECT 10X6X3_S (US) Dimensions ----------------------------�------------------------�---------------------------------------- a� � t a a �;-� 6 a ��� 10.000 [in] Height b - 6.000 [in] Width T = 0.349 [in] Thickness Properties ----'------------------------------------------------------------'------------------------- Section properties Unit Major axis Minor axis �i�p� 10.400 Gross area of the section. (Ag) �i�y,� 137.000 61 .800 Moment of Inertia (local axes) (I) �in4� 137.000 61 .800 Moment of Inertia (principal axes) (I') 0.000 0.000 Bending constant for moments (principal axis) (J') ���� 3.629 2.438 Radius of gyration (local axes) (r) [in] �i�� 3.629 2.438 Radius of gyration (principal axes) (r') �i�G� 139.000 Saint-Venant torsion constant. (J) [in6] 45.568 Section warping constant. (Cw) 0.000 0.000 Distance from centroid to shear center (principai axis) (xo,yo) ���) p7.400 20.600 Top elastic section modulus of the section (local axis) (Ssup) [in3] 27 400 20.600 Bottom elastic section modulus of the section Qocal axis) (Sint) [in3] p� 400 20.600 Top elastic section moduWS of the section (principal axis) (S'sup) �in31 27 QOp 20.600 8ottom elastic section modulus of the section (principal axis) (S'inf) �in3] 33.800 23.700 Plastic section modulus (local axis) (Z) �in3j 33.800 23.700 Plastic section modulus (principal axis) (Z') 4.375 Polar radius of gyration. (ro) [in] Area for shear (Aw) [in2] 3.457 6249 Torsional constant. (C) [in3] 37.899 Material : A500 GrB rectangular Page28 Properties Unit Value "----------"--"-----'---'-----'---"---------"--"'--'-'----'---'---'-----'---"--'-'---'--"'---'---"'--"_-'-' [Kip/in2] 46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): Elasiicity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 71153.85 -.__"__"'___'__"___""__'___"___"___"__"___"___"'__"___"'___'___"__"___"___"_______" DESIGN CRITERIA Description Unit Value '- '- -- ' -- '-- - '-- ' '-- '------'--------'--_'---'----'-'---'--"--'-------"-----'--'-ft-----"--'----"'---"-- . - - " - - ' - - - � � 8.33 Length for tension slenderness ratio (L) Distance between member lateral bracing points _"--'-'---'---'---"---"--'-----"--'----'-'---"-_"----'--"---'---'-'---'---"-_"---'-'---' Length (Lb) [ft] 7ap Bottom -'-'--'_---'--'----"'----'--"---'-'--"---'---'-'---'--'----"--"'----'--'-----'-------"--- 8.33 8.33 '___'___"___"__"'__"___"___"___"___"___"___"__"'___"___"___'___"'___"__"__"___"___" Laterally unbraced length _ _ ' _ ' ( ')__"___"___"f _"'__'(___')_"'___'___"'___"__"'__" ___"___"__"__"'___"___" __"___"___"__"___'__ "'_ "_ _ '___" - Length [ft] Effeciive length factor Major axis(L33) Minor axis(L22) Torsional axis Lt Ma'or axis K33 Minor axis(K22) Torsional axis(Kt) ' __"___"__"'___'___"___'___"___'____"___"'___"_''O___"___'__"___'___"___" _"__"__"'___"__"____"___'___"____"___'___"__"__"_ _ ' 8.33 8.33 8.33 1 .0 ___"__"_____"___"___"___"__"__"'___'____'___"__"'___"___"___"___"___"___"___"___'___"'___"___"___"___'___"___"___'___"'_,0"'___ Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type DES�GN CHECKS AXIAL TENSION DESIGN "�° A�cial tension Ratio . 0.00 Capacity : 286.47 [Kip] Reference : Eq. D2-1 Demand . 0.19 [Kip] Ctrl Eq. : id3 at 0.00% --'---"-_"--"-------"-------'---'-'--'-'---"---"--"-'--"----'----"---'---"---"'--'-'---'---'----'---------'---'----'-----"---"---"' Intermediate results Unit Value Reference '---------'----'---'----------'---'--'---'--'----_---"--'-' ---"--'-----"----'---"----"--"'---"--'---'-'---' --- �KiP� 286.4� Eq. D2-1 Factored acial tension caoacitv(Pn/4) p 19 Required second-order compressive strength (Pr) �K P� 478.40 Eq. D2-7 Nominal axiai tension capacity (Pn) '------"--'---_--'---'_—'----'---'---'--"---'--'----------'-----'-'---'---"--"----"---" AXIAL COMPRESSION DESIGN �° Comoression in the maior axis 33 Page29 Ratio . 0.00 Capacity '. 272.21 [Kip] Reference : Sec. E1 Demand . 0.00 [Kip] Ctrl Eq. : id3 at 0.00% _"--'-----"--'-'--'-----"---"---"'----'---"'-_'_-'-'--"--'-----"----'-------"--'-'---"--'-- --'-----'---'---'----'--'-'---'---'-'---' Intermediate results Unit Value Reference ------------------------°--'---'-----'-------'-------------------------------'-'--------'------ Section classiiication _. Non slender Unstiffened elementclassification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened elemeni limiting slenderness (�r) _. Non slender Stiffened elemeni classification _ 25.65 Stiffened element slenderness (�.) 35.15 Stiffened element limiting sienderness (�r) 27P p� Sea E1 Factored flexural bucklinq strenath(Pn3a/S2) [Kipj 0.00 Required second-order compression strength (Pr) �K�P� 1 .00 Effective length factor (K33) �n� 8.33 Unbraced length (LSS) _ 27.55 Eq. E3-4 Effective s�enderness ((KUr)sa) Elastic criticai buckling stress (Fe33) [Kip/in2] 377.04 Eq. E3-4 1 .00 Reduction factor for slender unstiffened elements (Qsss) �0.40 Eq. E3-2 Effective area of the cross seciion based on the effective width (A... [��21 1 .00 Reduciion factor for slender stiffened elements (Qass) � ,00 Sec. E7 Full reduction factor for slender elements (433) [Kip/in2] 43.71 Eq. E3-2 Critical stress for flexural buckling (Fc�s) �K�P� 454.58 Eq. E3-1 Nominal flexural buckling strength (Pn3s) --'----'-----'------------"--"'--'-----"---'---"--"--"----"---"---'-----'--_'---"---'---"- Comaression in the minor axis 22 Ratio . 0.00 Capacity : 255.81 [Kip] Reference : Sea N Demand 0.00 [Kip] Ctd Eq. : id3 at 0.00% '---"'---'--'--"----'--"'--"---'---"_-'-----"---"--'----------'----'--'-'---'---'----'_---'---"-------'----"-_"------'---" Intermediate results Unit Value Reference -'------"---'---'----'----'---'--------'---'--'-'---'--'----"'----'---'---'--"'-------' Section classification ._ Non slender Unstiffened element ciassification 14 19 Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification 25.65 Stiffened element slenderness (�.) 35.15 Stiffened element limiting slenderness (�r) 255.8� Sec. Et Factored flexural bucklino strenoth(Pn22/�) �K�P� 0.00 Required second-order compression strength (Pr) �K�P� � Qp Effective length factor (K22) �ft� 8.33 Unbraced length (L22) _. q� .pp Eq. E3-4 Effective slenderness ((KVr)22) Elastic critical buckling stress (Fezz) (Kip/in2] 170.08 Eq. E3-4 Reduction factor for slender unstiffened elements (oszz) " 1 .00 Effective area of the cross section based on the effective width (A... [in2] 10.4�0� Eq. E3-2 Reduction factor for slender stiffened elements (�a22) � � .00 Sec. E7 Full reduction factor for slender elements (Q22) (Kip/in2] 41 .08 Eq. E3-2 Critical stress for flexural buckiing (Fcrz2) �K.P� 427 pp Eq. E3-t Nominal flexural buckling strength (Pn2z) _ __ ___________________________ ---'-------------'----'----------------'------'---------'----------------------'------------'-' FLEXURAL DESIGN �'°' Bendinq about maior axis M33 Page30 Ratio . 0.04 Ca acii . 77.58 [Kip'ft] Reference : Sec. Fi P Y Ctrl Eq. : id4 at 100.00% Demand . -3.74 (Kip'ft] --------"-'-------------'--'------------------'-'-------'--------'--------'--°---'-'-------'-----'---'-'--'---------"---------°----' Intermediate results Unit Value Reference ----"---'-'--'---'--"'---'---"---'----"--'-'--'----"----'---"---'----"---'---"'---'---'---'-- Section classification _. Compact Unstiffened element classification Unstiffened element slendemess (�) "- 14.19 Limiting slenderness for noncompact unstiffened element (�r) -- 35.15 28.12 Limiting slendemess for compact unstiffened elemeni (�.p) ._ Compact Stiffened element classification 25.65 Stiflened element slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�.r) -� 60.76 Limiting slenderness for compaci siiffened element (�p) �� 58 Sec. Ft Factored vieldina strenaih(Mn/S2) [Kip'ft] Yielding (Mn) [Kip"ft] 129.57 Eq. F7-1 Ki k -3.14 Required second-order flexural strength (Mr) � P� � '---------'------------------'---'---"---"---'-----"-----'--"-------"--"'----"---'-'---'--"---- Bendina about minor axis. M22 Ratio . 0.01 Capaciry . 54.40 [Kip*ft) Reference : Sea Fi Demand . -0.62 [Kip`k] Ctd Eq. : id4 at 0.00% --------------------'----------'----------------------------'------'--'----'-----------------------'--'-------'-----------'----'-----° Intermediate results Unit Value Reference __"____"___"___"___"__"'___'___"___"___"___"___"____'___"___"___"___"__"'___"___"____" Section classification .. Compact Unstiffened element classification 14.19 Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) -� 28.12 Limiting slendemess for compact unstiffened element (�.p) __ Compact Stiffened element classification _ 25.65 Stiffened element slenderness (�.) � Limiting slenderness for noncompact stiffened element (�.r) " 143.12 Limiting slenderness for compact stiffened element (�.p) -' 60.76 Factored vieldina strenath(Mn/S2) [Kip"ft] 54.40 Sec. Ft Yielding (Mn) [Kip*ft) 90.85 Eq. F7-i Required second-order flexural strength (Mr) �KjP•n� -0.62 ___________________________________________________________________________________________________________________ DESIGN POR SHEAR *�' Shear in maior axis 33 Ratio . 0.00 Capacity . 5�.�4 �KiP� : id4at0.00% Demand -0.14 [Kip] Ctd Eq. --'---'-------'--"--'----"---"-_"---'--"---'-----'----'---'----"---'-------"'---'---'-'--- -----'-'--"---"-_"--"-'--'-'---"--" Intermediate results Unit Value Reference -- -- -'- -' ---"---'--'_-_"--'-----'---'---_'---'----"---'----"--'-------'----'---'-'---'-'---' Factoredshearcaoacitv(Vn/�) [Kip] 57.14 Web slenderness (�.w) -- 14.19 Sec. G2 [in2] 3.46 Shear area (Aw) __ 5.00 Sec. GS Web buckling coefficient (kv) � .pp Eq. G23 Web buckling coefficient (Cv) g5.42 Eq. G2-i Nominal shear strength (Vn) [Kip] --'----'--'----------------------------'--------------------'----------------'------------------- Page31 Shear in minor axis 22 Ratio . 0.02 Capacity . 10328 [Kip] Demand . -1 .57 [Kip] Ctd Eq. : id4 at 100.00% _ _ _ __________________ '___"'____'___"__"__""___"'___"___"___"____'___"'____'___""__"____"'___"____'_____"___"___'____' _ " ' Intermediate results Unit Value Reference '---_"--'--'--_'---"---'-'---'-----'-----'---_'---------'----_'----"--'----"---"----"---"----'-----"---' Factored shear caoacitv(Vn/S2) [Kip] 703.28 .. 25.65 Sec. G2 W eb slenderness (�.w) [in2] 625 Shear area (Aw) _. 5.00 Sec. G5 Web buckling coefficient (kv) � .pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� � �p,4g Eq. G2-1 Nominal shear strength (Vn) ------------------'------'-----------'--------------------------"------'-------'-----'--'----'-----------------'---- TORSION DESIGN 4'� Torsion Ratio . 0.00 Capacity . 52.20 [Kip*ft] ; id4 at 0.00% Demand . 0.09 [Kip'ft] Ctrl Eq. '---"---"----'--'-----'----'---"'----'----------'---'-'---"---'---------'---"----'- ----'-'-----'---"---'-----"--"--"---'- Intermediate results Unit Value Reference _"____"___"'_______"___"___"___"'___"'___"____"___"'___"___"____"'____'____'____"___"'____"____"' Factored torsion caoacitv(Tn/S2) [Kip*ft] 52.20 Critical torsional buckling stress (Fcr) [Kip/in2] 27.60 Eq. H3-3 Nominal torsion capacity (Tn) [Kip`ft] 87.17 Eq. H3-1 -'---"---_'----'------'----"----"---"'--'--'----'---'----"---'-'--'--'----'----'_---'-'---'-----"-'----'-----' COMBINED ACTIONS DESIGN � Combined flexure and axial compression ........................................................................................................................................................ Ratio . 0.05 Ctrl Eq. : id4 at 100.00% Reference : Eq. H1 -tb .................................................................................................................................................... _ " -'___"__"'___'___"___"___"___"____"___"'___"____"___"'__"__"____"___"___"____"'___"'___""___" __ ' ___"___"'___ Intermediate results Unit Value Reference _ _ ___________________________ _ ' _ " _"___"___"____'___"'___""___"'___"___"'____' __ ' _"'___"'___ '___"'___"___"___"___"___"___"___ ' _ _ ' __ Interaction of flexure and axial force -- 0.05 Eq. H1 -1b Required flexurai strength about strong axis (Mr�a) [Kip'ftj 3.14 Available flexural strength about strong axis (Mca3) [Kip`ft] 77.58 Sec. Ft Required flexural strength about weak axis (Mr22) [Kip*ft] 0.52 Available flexural strength about weak axis (Mc22) IK�P'hl 54.40 Sec. Fi Required axial compressive strength (Pr) [Kip] 0.00 Available axial compressive strength (Pc) [Kipj 255.81 Sec. E1 '___"'__"___"__"'____"'___"'___"'__""___'____"'___'____"___"'__"'____"___"'___"'___"____"'____"'___"' Combined flexure and axial tension ........................................................................................................................................................ Ratio . 0.05 CtrlEq. : id4at100.00% Reference : Eq. Hi -7b ................................................................................................................................................... Page32 ------------------------------------------------------------------------------------------------------------- ------------------------------------------------ Intermediate results Unit Value Reference --'----------'-------'--'----'-------------"------------'---------'-----------'-------'------------°----'------------------"------------------'--' Required flexural strength about strong auis (M�33) [Kip'ft] -3.14 Available flexural strength about strong axis (Mcss) [Kip*ft] 77.58 Sea F1 Required flexural strength about weak axis (M2z) [Kip*ft] 0.52 Available flexural strengih about weak �is (Mc22) (Kip`ft] 54.40 Sec. F1 Required axial tensile strength (Pr) [Kip] 0.07 Available auial tensile sirength (Pc) [Kip] 286.47 Eq. D2-1 -------------------------'-----------------'----------°--------------------'-------------------------'------------------'---'--'-------------- Combined flexure and axial compression about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. . -- Reference . .............................................................................................................................................................................. Combined flexure and axial tension about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. . -- Reference . .............................................................................................................................................................................. Combined torsion, flexure, shear and axial compression .............................................................................................................................................................................. Ratio N/A Ctd Eq. . -- Reference . .............................................................................................................................................................................. Combined torsion, flexure, shear and axial tension .............................................................................................................................................................................. Ratio N/A Ctd Eq. . -- Reference . .............................................................................................................................................................................. Page33 � �—n-:— y ��Sotu Qe c`� Newe11 r.�,K;,,���:. t„�. Strta4€aaral Fn�inecrn \?,ri . la;��w.,r • Piw.k Curtent Date: 3/9/2012 9:10 AM Units system: English File name: C:\Users\Ryan Barth.MONROE-NEWELL\Desktop\LionSqSouth.etz\ Company Address: 1701 Wynkoop St. Ste 200 Denver, CO 802C Steei Code Check Report: Comprehensive Members: Hot-rolled Design code: AISC 360-2005 ASD Member • 70 Design status . OK Section information Section name: HSS_SQR 4X4X1 _4 (US) Dimensions ----------------------------------------------------------------------------------------------- �t r � a � a � � - � � 4.000 � [in] Height b - 4.000 [inj Width 7 = 0.233 [in] Thickness Properties -- -----------------------------------------------------------------------------�----------- - Unit Major axis Minor axis Section properties �in2� 3.370 Gross area of the section. (Ag) �in4� � BOQ 7.800 Moment of Inertia (local axes) (I) �in4� 7.e0o 7.900 Moment of Inertia (principal axes) (I') 0.000 0.000 Bending constani for moments (principal axis) (J') ���� 1 .521 �i�� 1 .521 Radius of gyration (local aces) (r) 1 52� 1 .521 Radius of gyration (principal axes) (r') [�n] [in4] 12.800 Saint-Venanttorsionconsiant. (J) [in6j O.00O Section warping constant. (Cw) 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) ���� 3.900 3.900 Top elastic section modulus of the section (local axis) (Ssup) [in3] 3 900 3.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] Pagel 3.900 3.900 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 3.900 3.900 Bottom elastic section modulus of the section (principai axis) (S'inf) [fn3, 4.700 4.700 Plastic seciion modulus Qocai acis) (Z) [in3j a]o0 4.700 Plastic section modulus (principal axis) (Z') ���� 2.150 Polar radius of gyration. (ro) �in2� � 53g 1 .538 Area for shear (Aw) [in3] 6.563 Torsional constant. (C) Material : A500 Gr8 rectan9ular Unit Value Properties ___ ___ _____________________________________________________________________________________________(Kip/in2] _.__..__...__�-46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): [Kip/in2] 11153.85 Shear modulus for steel (G): —'--'-------'--'---'---°--"--'---"--'---'---'-_"-'-'--"--"--'---'------- DESIGN CRITERIA Unit Value Description - - '- — -- ' -' '-- ' -" - --- ' -'-'- "--'--'---'--'--"--'--------'--'--"--'---'---"----'--'ft'-------'---'--'--" - - - ' - - - ' ' - - � � 11 .00 Length for tension slenderness ratio (L) Distance between member lateral brecing points "__'__'__"__'___'___'__"__"'_'__"__"__'__'__"__'__"__'__"___'__"'__' Length (Lb) [ft] 7op Bottom --"--'-------"—"--'--'--'---'--"------'--'----'--"--'---'----'--'--"--- 17 .00 11 .00 "__"__"__"__'__'___"__"__'__"__'___'__'__"__"__'__"__'___'__'__"__"' Laterally unbraced length - ' - --' '------'--"---"--"---'--'--'--'----'-----------'--"-------" --'--"---'-----'----'--'--'--"--'--"---'--'---"- "--- - '- - Length [ft] Effective length facior . - Minor axis K22 Torsional axis(Kt) Major axis(L33) Minor axis(L22) Torsional acis(Lt) _ Major axis(K33) ( � ' _ ' ' _ - . _ ' _ _ _ ___' "__"__"__"__'______'__'__'___'__"___"__"__"__'__"__ _ 1 .0 11 .00 11 .00 32.96 1 .0 1 .0 __"__"__"__'__"__'__"_"__"__'__'__'______'__"__"__"__"__'__'___ Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional resfraint None Effective length facfor value type Sway Major axis frame type Sway Minor auis frame type DES�GN CHECKS AXIAL TENSION DESIGN `� A�cial tension Ratio . 0.0o Reference : Eq. D2-1 Capacity . 92.83 �KiP� Ctd Eq. : id3 at 0.00% Demand . 0.00 [Kip] Page2 - - - ------------------ -----'---'-----'---'------------'-----------'-'°-'---------'--------'-'-'------'--------Unit —'--'-----'-'--"Value Reference Intermediate resuHs - ' --- ------------------------- �Kip� -------------------- ----- - -'---'---'-'-'---"--"--"--"--'---'---'-'--"--"--"--"--"--'---' 92.83 Eq. D2-1 Factored axial tension capaciN(Pn/S2) �K�P� 0.00 Required second-order compressive strength (Pr) �KiP� 155.02 Eq. D2-1 Nominal axial tension capacity (Pn) ----------------'--"------'-----'------'-'-"--------------'-------'--° AXIAL COMPRESSION DESIGN �' Compression in the maior axis 33 Ratio . 0.36 Reference : Sec. E1 Capacity . 55.94 [Kip] Ctrl Eq. : id3 at 0.00% Demand . 20.35 [Kip] - - - ----'---'------' '---------'--'---'--'--'--'---'---'--'--'--'--'---"--"'_'--'------'_"--"-----'--" Unit ---'--'--"--'---Value Reference Intermediate results __"__"__"__"__'__"__"__'__"__"__'__"__'__'__'__'__'__"__"__'__" Section classification ._ Non slender Unstiffened element classification 14 » Unstiffened element slendemess (�) 35.15 Unstiffened element limiting slenderness (�r) __ Non slender StiNened element classification 14 �� StiHened element sienderness (�) 35.15 Stiffened element limiting slendemess (�r) �KiP� 55 gq Sec. E1 Factored flexural bucklina strenath(Pnas/S2) �K�P� 20.35 Required second-order compression strength (Pr) 1 .00 Effective length factor (K3a) �ft� 11 .00 Unbraced length (L3s) __ 86.76 Eq. E3-4 � Effective slendemess ((KVr)ss) [Kip/in2] 38.02 Eq. E3-4 Elastic critical buckling stress (Fe33) 1 .00 Reduction factor for slender unstiffened elements (os3s) "" 3 37 Eq. E3-2 Effective area of the cross section based on the effective widih (A... I��zl 1 .00 Reduction factor for slender stiffened elements (�ass) -- � pp Sec. E7 Full reduction facior for slender elements (433) [Kip/in2] 27.72 Eq. E3-2 , Critical stress for flexural buckling (Fc�33) �KiP� 93,qp Eq. E3-1 Nominal flexural buckling strength (Pnss) ----------------------------------------- --"-----'----'-'—'--"--"--"---'---'--'-'---'--'--'---'-----'--'----'--'- Com ression in the minor axis 22 Ratio . 0.36 55.94 [Kip] Reference : Sec. E1 Capacity � Ctd Eq. : id3 at 0.00% Demand . 20.35 [Kip] ' - ' -'---"--'-----" --'----------'---'--"---'--'--"-----------'-----"--"--"--"--"--'----'---'------'---'------- Unit -----'--"---'--"Value Reference Intermediate resWts -"--'--'---'--"-----------'-------'---'--'----'---'-'—'---------' Section classification _. Non slender UnstiHened element classification 14 �� Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�r) __ Non slender Stiffened element ciassification � 4 �� Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�r) �KiP� 55.94 Sec. Ei Factored flexural bucklina strenath(Pn22/S�) �KiP� 20.35 Required second-order compression strengih (Pr) 1 .00 Effective length factor (KZ2) �n� 11 .00 Unbraced length (L2z) __ gg,7g Eq. E3-4 Effective slenderness ((KL/r)22) (Kip/in2] 38.02 Eq. E3-4 Elastic critical buckling stress (Fe22) 1 .00 Reduction factor for slender unstiffened elements (Qs2z) -- 3 3� Eq. E3-2 Effective area of the cross section based on the effective width (A... C�21 Page3 1 .00 Reduction factor for siender stiffened elements (Qa22) � pp Sea E7 Full reduction factor for slender elements (Q22) [Kip/in2] 27J2 Eq. E3-2 Critical stress for flexural buckling (Fc2z) �KiP� g3.qz Eq. E3-1 Nominal tlexural buckling strength (Pnz2) ----------------------------------------- -------------'-'-------'--'---'—°--------'---'°---'-'---'-----'-'-'-------- FIEXURAL DESIGN � Bendina about maior axis M33 Ratio � ��� 3 : Sea F1 10.79 [Kip*ft] Reference Capacity � Ctd Eq. : id4 at 71 .09% Demand . -1 .37 [Kip*ft] - - -------------------------------------------------------'-------------'------------------'-----U n i t Value Reference Intermediate results ------'---'------'--------------------------'---------------°-----'---' Section classification __ Compact Unstiffened element classification 14 �� Unstiffened element sienderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) -_ Za � 2 Limiting sienderness for compact unstiffened element (�.p) Compact Stiffened element classification 14 �� Stiffened element slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�r) _. 60.76 Limiting slenderness for compact stiffened element (�.p) �K'P ft� � � �y Sea F7 Factored vieldina strenath(Mn/S2) [Kip"ft] 18.02 Eq. F7-1 Yielding (Mn) [Kip'ft] -� �37 Required second-order flexural strengih (Mr) -----'--"--'-------'---'---'--------'--"-----"-----'-----"------' Bendinq about minor axis M22 Ratio � ��10 : Sec. F1 10.79 [Kip*ft] Reference Capacity � Ctd Eq. : id3 at 100.00% Demand . 1 .12 [Kip`ft] - - ' -----'-------'-- ---'---'------"--'---"-----'--'-----"--"---'--'---------'---'--'------'--'--'--"--'--- Unit -"---'------"--'Value Reference Intermediate results _"__"_'__"'_'__"'_"_"__'___'___'__"__"__'__'__"__'__'__"__"__' Section classification ._ Compact Unstiffened element classification 14 �� Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�.r) _- 28 � 2 Limiting slenderness for compact unstiffened element (�.p) Compact Stiffened elementclassification 14 �� Stiffened eiement slenderness (�.) �43 � 2 Limiting slendemess for noncompact stiffened element (�r) __ 6076 Limiting slenderness for compact stiffened element (�.p) �Kip*ft] 1079 Sec. F1 Factored vieldina strenath(Mn/4) [Kip`ft] i BA2 Eq. F7-1 Yielding (Mn) [Kip"k] � �12 Required second-order fiexural strength (Mr) '---'--"----'--'-------"_'--'---'--'------'--'--'----'------'--'----'--_ DESIGN FOR SHEAR �� Shear in� 33 Ratio . 0.01 Capacity . 25A2 [Kip] Ctd Eq. : id3 at 8828% Demand . -0.35 [Kip] Page4 - - - ---------------- --'--"-----'--"--"--"--'--'--'--'---"--"–'---'--"'--"-----'--"--'--------------'--Unit --'---"--'---'----Vaiue Reference Intermediate results -- '- "- '- '--- -' -" --'--"--"--"---'--"--'--"--'--"--"--'-------"--'--'--"--"--'---"'-"-----" - - - -- - - - [Kip] 25.42 Factored shear caoacitv(Vn/S2) 14_17 Sec. G2 Webslenderness (�.w) �in2� � .54 Shear area (Aw) __ 5.00 Sec. GS Web buckling coefficient (kv) � � .pp Eq. G2-3 W eb buckling coefficient (Cv) �KiP� 42.46 Eq. G2-t Nominal shear strength (Vn) ----'----"---------'------'------'---'---'-'-'-'-'-'--'-------------'-'---- Shear in m��s?2 Ratio . 0.05 Capacity . 25.42 [Kip] : id3 at 10.94% Demand -1 .17 [Kip] Ctri Eq. - ' - ------'--'---'_' --'--"----'-'-_'--"--"--"--"-_'--"-_'--"--"-------------'--'---'--'---'--'--"---'--Unit -"-_'-_"--"---Value Reference Intermediate results " - '--- -- --' -- - ' --'---"--'-'–'--'-_"------'–'--'--"------'--'----------"--"---'-"-----'---- - ' - '- - ' - ' [Kipl 25.42 FactoredshearcaoaciN(Vn/�) � q,�7 Sec. G2 Web slenderness (�w) [in2] 1 .54 Shear area (Aw) __ 5.00 Sec. G5 Web buckling coeNicient (kv) � .pp Eq. G23 Web buckling coefficient (Cv) �KiP� 42.qg Eq. G2-1 Nominal shear strength (Vn) '__"__"__'__"__"__"__"__'__'__'_____'__'__'__'__"__'__'__'__'__' TORSION DESIGN � Torsion Ratio � ���� Capacity . 9.04 [Kip*ft] Ctrl Eq. : id4 at 28.91 % Demand . 0.10 [Kip'ft] - - - ------'--'--'-'-' --'--'---'--'--'----------'---'---'-----'---'--'----------"--'---'---'-----'--"-----Unit -"--'------"-"Value Reference Intermediate results __"_______'__'___'__'__"__"__'___"__'_"__"__' '___'__'__'__"__'__"___'__'_"__'_"__'__' 9.04 [Kip*ft] Factored to_ �Si_ o��apa°it��T"��� (Kip/in2] 27.60 Eq. H33 Critical torsional buckling stress (Fcr) �K�P,n� � 5 pg Eq. H3-1 Nominal torsion capacity (Tn) -_'-_----'--'---'--'---"-------'--"- '-_'--"-_---'--_'---'---'--"--'--"--"--'---'------"---'--"------'---'-_' COMBINED ACTIONS DESIGN � Combined flexure and axial compression ................................................................................................... Ratio : 0.46 Reference : Eq. H1 -1a Ctrl Eq. : id3 at 14.06% .................................................................................................. _ ' ' __'__'__'__" ______________________________________________________________________________________________________Unit __.__..._._.___.__.Value Reference Intermediate results - - -------'----------'---'-------------------'---'------'--------- ------------------------�---� ---------------------------�------- — - 0.46 Eq. Ht -1a Interachon for doubiv svmmetric members for in-plane bendina �Kip"k] -� 22 in-plane required fiexural strength (Mr�3) �KiP,�� 10.7g Sec. Ft In-plane available flexural sfrength (Mcs3) �Kip� 2o 22 In-plane required axial compressive strength (Pr) �KiP� 55.94 Sea Et In-plane available axial compressive strength (Pc) 0.36 Eq. H1 -2 Interaction for doubiv svmmetric members for out-of-piane bendina �Kip`ft] 0.02 Out-of-plane required flexural strength (Mrz2) Ki k 1079 Sec. F1 Out-of-plane avaiiable flexural-torsionai strength (Mcz2) � P � 20.22 Out-of-plane required axial compressive strength (Pr) [Kip] PageS .. [Kipl 55.94 Sea E1 Out-of-plane available axial compressive strength (Pco) -------------'-'-'-----'----'-'-----'---'---'-'--------'------------------- Combined flexure and axial tension ..................................................................................................... Ratio � �� 19 : Eq. Ht -ib Ctd Eq. � id4 at 100.00% Reference ................................................................................................... - ' -----"--"--'--"--"--'-----------'-'--------'-----"--"-------'--'-'------'----'--"_' Unit ------------------'Value -----'---Reference Intermediate results - ' ---'---'------'--'-'-----'------"---'---'--'---'--'--" ----"_'------'---'--'--'---"-"-_"_"-'-'-----'_'- ' --'--- [Kip"ftl -1 .16 Required flexural strength about strong axis (Mr�s) �KiP,�� �Q �g Sec. F1 Available flexural strengih about strong axis (Mca3) �KiP,ft� 0.90 Required flexural strength about weak axis (Mrz2) �K,P,n� � p �g Sec. Fi Available flexural strength about weak axis (Mc22) �KiP� 0.00 Required axial tensile strength (Pr) �KiP� gZ.gg Eq. D2-1 Available axial tensile strength (Pc) ________________----------------------- '------'---'---'--"--'-----'----'—'----'--'—'---"------'_"---------'--" Combined flexure and axial compression about local axis ........................................................................................ Ratio N/A Reference � Ctd Eq. -- .................................................................................................. Combined fiexure and axial tension about local axis ................................................................................................. Ratio N/A '_ Reference � Ctrl Eq. ................................................................................................... Combined torsion, flexure, shear and axial compression ...................................................................................... Ratio N/A '_ Reference � Chl Eq. ................................................................................................... Combined torsion, flexure, shear and axial tension ................................................................................................. Ratio N/A Reference � Ctd Eq. " .................................................................................................... Member • 72 Design status . OK Section intormation Section name: HSS_SQR 4X4X1 _4 (US) Page6 Dimensions ------------------------------------------------------------------------'---------' yt 1 � a �. v � a ...:�:�. .. . 4.000 [in] Height b = 4.000 [in] Widih 7 = 0.233 [in] Thickness Properties "'--'----------"------"--'----'--"------'--'-'--'-------'--'---'-------'---'----------Unit Major axis Minor axis Section properties �i�p� 3.370 Gross area of the section. (Ag) �in4� � gpp 7.800 Momenf of Inedia (local azes) (I) �.n4� � gpp 7.800 Moment of Inertia (principal aces) (I') �i�� 0.000 0.000 Bending constant for moments (principal axis) (J') [in� 1 .521 1 .521 Radius of gyration (Iocai axes) (r) �i�� � 5P1 1 .521 Radius of gyration (principal axes) (r') �in4� 12.800 Saint-Venant torsion constant. (J) [ins] 0.000 Section warping constant. (Cw) i� 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) � � 3 900 3.900 Top elastic section modulus of the section (local axis) (Ssup) �in3� 3.900 3.900 Bottom elastic secfion modulus of the section (local axis) (Sinf) �in3� 3.900 3.900 Top elastic section modulus of ihe section (principal axis) (S'sup) [in3] 3.900 3.900 Bottom elastic section modulus of the section (principal axis) (S'inf) �in3] 4700 4700 Plastic section modulus (local axis) (Z) �in3� 4.700 4.700 Piastic section modulus (principal axis) (Z') ���� 2.150 Polar radius of gyration. (ro) �in2� � 53g 1 .538 Area for shear (Aw) [in3] 6.563 Torsional constant. (C) Material : A500 GrB rectangular Unit Vaiue Properties . '-----------'--"---"-----'---"------'--'---'--'---------"--'---"---'--'-'--'-----'-'--'----'---"--'---'---"46.00 [Kip/in2] Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (FU): [Kip/in2] 29000.00 Elasticity Modulus (E): [Kip/in2] 11153.85 Shear modulus for steel (G): "-_'--"'-_"--"--'----'—"--"--'-'--"-------"---'--"--"-_'-_"--"--'--'----' DESIGN CRITERIA Unit Value Description - - ---'--'----'--"--'--'----'--'-'—'----'--'---ft--'--"--'--'----"---- - '__'__"__'__"__'__"__"__"__"___'___"__'_ � � 11 .00 Length for tension slenderness ratio (L) Distance between member lateral brecing points -"-----"--"--"'--'----"'--°------'—"---'---'--'--'------------'----'- Length (Lb) [ft] Top Bottom ---'--'---'------"'--'----'---"--'-----"--"---'---"---'-------'---'--'---'---' 11 .00 11 .00 _'___"__"'__"__"__"___'_'___'__"__'__"'__"__'__'______'__"__"__'___' Page7 Laterelly unbraced length ------' - '--- ---'-_"--"--"-------'--'--"'-----'---'-_"-"'--------------'------'---"---'------'--'--'---"--"-_"__--" Length [k] Effective lengih factor Major axis(L33) Minor axis(L22) Torsionai axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) _"__"__ '_"'__"__'___'__"__'__ '___'__"__"_____'___"__"__"__'__"__"__'___'__'_1 .0 _'___"__'__'__'__"__"__"__'__"__"-_'__"__' . - 1 .0 11 .00 11 .00 32.96 _"'__"__'__'__"__"__"__'__'___'__"__'___'__"__"_____"___'__"'__"__' Additional assumptions No Continuous laterai torsional restraint No Tension fieid action No Continuous tlexural torsional restraint None Effective lengih factor value type Sway Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN � Ncial tension Ratio . 0.0o D2_� 92.83 [Kip] Reference � E9� Capaciry � Ctd Eq. : id3 at 0.00% Demand . 0.00 [Kip] - - - -----'--'---"--" ---'--"--'--"--"--'-'---'--'--"---°--"--'--"--"--"'--"-------'----"--"-----'--"Unit '------"--'--"-Value Reference Intermediate resuits -'----'--"--"—"-- -----'--'- --------'----'---'---"-------'--"-------"---'---"--'---"--"-_"-"--'-'--"--'°--"------'---"----'- 92.83 Eq. D2-1 [KiPI Factored auial tension caoacitV(Pn/�) �KiP� 0.00 Required second-order compressive strength (Pr) �KiP� 155.02 Eq. D2-1 Nominal axial tension capacity (Pn) '--'---'---------'----"-----'--'------'-_"--"—'---°-----'-----'-'------ AXIAL COMPRESSION DESIGN *� Compression in the maior axis 33 Ratio . 0.36 55.94 [Kip) Reference : Sec. Ei Capacity � p0.73 [Kip] Ctd Eq. : id3 at 8625% Demand - - ' —'---'----'--"--" '__"__"__'__"__'__"'__"__"__'__"__"__'__"_'__"_"__"-_"__'__"__"__"__"___'. Unit '__'___'__"__"_Value Reference Intermediate results -------"--"--"---"--'--'-------'----'-----_'----'------'--'--"--'----- Section classification __ Non slender Unstiffened elementclassification 14 �� Unstiffened element slenderness (�.) 35.15 Unstiffened element limiting slenderness (�.r) __ Non slender Stiffened element classification 14 � � Sfiffened element slenderness (�) 35.15 Stiffened element iimiting slendemess (�.r) �K�P� 55.94 Sea E1 Facfored flexural bucklino strenath(Pna3/�) �K�P� 20.13 Required second-order compression strength (Pr) 1 .00 Effective iength factor (KS3) �n� 11 .00 Unbraced length (LSS) _. 86.76 Eq. E3-4 Effective slenderness ((KL/r)33) [Kip/in2] 38A2 Eq. E3-4 Elastic critical buckling stress (Fe3a) 1 .00 Reduction factor for slender unstiffened elements (�ssa) " 3 37 Eq. E3-2 Effective area of the cross section based on ihe effective width (A... [in21 i o0 Reducfion facior for slender siiffened elements (Qaaa) 7 ,00 Sec. E7 Full reduction factor for slender elements (QS3) �K.P�in2� 27 72 Eq. E3-2 Critical stress for flexural buckling (Fc�3a) Page8 �KiP� 93A2 Eq. E3-1 Nominal flexural buckling strength (Pnsa) ------'----'--'---'-----------'----'--'----'------------'---'------'-----'---------- Comoression in the minor axis 22 Ratio . 0.36 55.94 [Kip] Reference : Sec. Et Capacity � Ctrl Eq. : id3 at 8625% Demand . 20.13 [Kip] - - - ----------'---- "--'------'-------'---'----'--'--------------'--------'--'---"------"-_"-------'--"--"--'--"---'---'------ ' — - Intermediate results Unit Value Reference '----'-_'--'----'--"--'----------'---"--"--"---'--'--------'--"---'--"'-----" Section classification .. Non slender Unstiffened element classification 14 � � Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�.r) _ Non slender StiHened element classification 14 �� Stiffened element slenderness (7�) 35.15 Stiffened element limiting slendemess (�r) �KiP� 55.94 Sea E1 Factored flexural bucklina strenoth(Pn2214) �K�P� 20.13 Required second-order compression strength (Pr) 1 .00 Effective length factor (KZZ) �n� 11 .00 Unbraced length (L2z) _ gg.7g Eq. E3-4 Effective slenderness ((KUr)22) [Kip/in2] 38.02 Eq. E3-4 Elastic critical buckling stress (Fe22) 1 ,00 Reduction factor for slender unstiffened elements (Qs22) -- 3 3� Eq. E3-2 Eifective area of the cross section based on the effective width (A... I��21 � ,00 Reduction factor for slender stiffened elements (Qa22) � op Sec. E7 Full reduction factor for slender elements (Q22) [Kip/in2] 27.72 Eq. E3-2 Critical stress for flexural buckling (Fc2z) �KiP� y3 4p EG, E3-1 Nominal flexural buckling strength (Pn22) ---------------------- --'----"--'--'-'--'-_"--'---'---"--"'------'------'-'--"--"--'----"---"--'---' 3 FLEXURAL DESIGN � Bendina about maior axis M33 Ratio � ��11 10.79 [Kip*ft] Reference : Sec. F1 Capacity � Ctrl Eq. : id4 at 8625% Demand . -1 .17 [Kip"tt] . . __"__"__"__"__'__'_____'__'___"__"__'__'___'__'___'__"___"__'__"'__"___"__'___"__'__"___"__'__'___"__'___"__"__ '__ Unit Value Reference Intermediate results -'--------'----'---'--'---"--'--"'--'---"'--'---'-'--'--"-------'---'--"-------'-' Section classification __ Compact Unstiffened element classification 14 �� � Unstiffened element slendemess (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) " 28 � 2 Limiting slenderness for compact unstiffened element (�.p) __ Compact Stiffened element classification 14 �� Stiffened element slenderness (�) 143.12 Limiting slenderness for noncompact stiffened element (�r) 60.76 Limiting slenderness for compact stiffened element (�.p) �Kip"ft] 10.79 Sec. Fi Factored vieldinq strenath(Mn/�) [Kip"k] 18.02 Eq. F7-1 Yieiding (Mn) [Kip"ft] '� �» Required second-order flexural strength (Mr) --'-'------------------'------'-----------'----'-"-------------------'---------- Bendina about minor axis M22 Page9 Ratio . 0.05 10.79 [Kip"ft] Reference : Sec. F1 Capacity � Ctrl Eq. : id3 at 0.00% Demand . 0.58 [Kip'ft] - - - '------------ ----------�–°--�--�------------�----------------------------------------------Unit –�------------Value Reference Intermediate results '---'-----'-'---'-'-'-'---'--'--'--"--"--"--"--'---"-'-'---'--"-----'-_' Section classification ._ Compact Unstiffened element classification t4 �� Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompaci unstiffened element (�r) _. 2a � 2 Limiting slenderness for compact unstiffened element (�p) Compact Stiffened elementclassification 14 » Stiffened element slenderness (�) __ 143.12 Limiting slenderness for noncompact stiffened element (�r) 60.76 Limiting siendemess for compact stiffened element (�p) �K'P n� � � �y Sea F1 Factored vieldina stren th(Mn/iZ) �K�P.ft� � g.02 Eq. F7-1 Yielding (Mn) [Kip*ft] 0.58 Required second-order tlexural strength (Mr) ------'---'-'-'-'-'-'-'-'------------------------------------------------- DESIGN FOR SHEAR "� Shear in��s 33 Ratio . 0.00 Capacity . 25.42 (Kip] Ctd Eq. : id3 at 0.00% Demand . 0.08 [Kip) ' - - "--------'--' --°--"--"_'--"---'--'--"-----"--"--"--"---'-----'---'--'–"--"--"---'-----'---'--'–Unit --"---'-'---'-----Vaiue Reference Intermediate results '_ ' __" _' _"_ '_ __ _'__"_'__"__"__"__"__"__"__'__'__'__"__"__'__"__"__"__"_"'_'__'__'__'__" - ' - '- - - - [Kip] 25.42 Factored shear caoacitv(Vn/�) 14_�7 Sec. G2 Web slenderness (�.w) �in2� 1 .54 Shear area (Aw) __ 5.00 Sea GS Web buckling coefficient (kv) _ � .pp Eq. G23 Web buckling coefficient (Cv) �KiP� 42.46 Eq. G2-1 Nominal shear strengih (Vn) "--'------"---'-"---"----"--'--'-------"--'--"---'---'---'--"--"--' Shear in m��s?2 Ratio . 0.04 Capacity . 25.42 [Kip] : id3 at 86.25% Demand 1 .11 [Kip] Ctrl Eq. - - - ---'---'--------'- "-----'–'--'--'--'--"--"-_'----'--'------'--'---'------'--'--------'--"--'----'--' Unit '--'---'-----'---VaWe Reference Intermediate results -- '- '---------- --'--- -'-"'_'--'------'--"------'--"--'---'--"--"--'----'_"-------'- �Kip� -------' ' - ' - 25.42 Factored s�a0—�i���"��� ._ 14.17 Sec. G2 Web slenderness (�w) �in2� 1 .54 Shear area (Aw) __ 5.00 Sec. G5 Web buckling coefficient (kv) � .pp Eq. G2-3 W eb buckling coefficient (Cv) �KiP� 42.46 Eq. G2-1 Nominal shear strength (Vn) ----'--------------'----'--------'---'--'-------'-'---------'--------'- TORSION DESIGN e'` Torsion Page10 Ratio . 0.01 Capacity . 9.04 [Kip'ft] : id3 at 8625% Demand 0.12 [K�P,h] Ctd Eq. - - - --------'-'---.. '------'--'--'--'--'---"--'---'-----------"_'--'--------'--"--'--'_"-_'-_'--'--'—Unit --'---'--"--'--'Value Reference intermediate resu�ts - - ------------'---'------'----------------------------'----- '--"--'---'-----'-'---"--"--"--"--' - ' 9.04 [Kip"ft] Factored torsion capacit (Tn/S2) [Kip/in2] 27.60 Eq. H33 Critical torsional buckling stress (Fcr) �KiP,ft� �5 pg Eq. H3-1 Nominal torsion capacity (Tn) _.___.------------------------------- -----------'----------------------'------'-------------'--------'---'- COMBINED ACTIONS DESIGN *� Combined fiexure and axial compression ..................................................................................................... Ratio � 0�45 Reference : Eq. H1 -ta Ctd Eq. : id3 at 86.25% ..................................................................................................... ' ' ---------�-----�---Value ------------ -- _'__"__"_'__"__"_'__'__'__'__'___'__'__'__'__'__'__"__"__"__'__'__'__"__'___Unit Reference Intermediate resuHs '----'--"---'---'-'_---'-'--------"--'--' -'-'-----"_'--'------'-----"--------'---'----'--"-----'--'--'----'---'--0.45 --'--'--Eq. Ht -1 a Interaction for doubl � svmmetric members for in-olane bendin �Kip"ft] '� �o� In-plane required flexural strength (Mr�s) �K�P,�� � p �g Sec. Ft In-plane available flexural strength (Mc3s) �K�P� p0.13 In-plane required axial compressive strength (Pr) �KiP� 58 gq Sea Et In-plane available axial compressive strength (Pc) 0.36 Eq. H1 -2 Interaction for doubl s mmetric members for out-of-olane 6endinq �Kip*n] 0.02 Out-of-plane required flexural strength (M22) Ki ft 10.79 Sec. F1 Out-of-plane available flexural-torsional strength (Mc22) �K P� � 20.13 Out-of-plane required axial compressive strength (Pr) �KiP� 55.94 Sea E1 Out-of-plane available axial compressive strength (Pco) _ _________________________________ -'--'---'---'-----'---'--'--'--"--"--'---'--"----------'--°--'-_' Combined flexure and axial tension ................................................................................................... Ratio � �'� � Reference : Eq. Ht -tb Ctrl Eq. : id4 at 8625% ................................................................................................. - ' - '--'---------' __"__'__"__"__'__"__'__"__'__"__"__"__'__"__'__"__"_"_"__"__"__'__"__"__"___Unit "__'__"__"__"_Value Reference Intermediate results ' - - - - ' - '---'--"'----'--'-----'--'---'-------'--"---'--"---'-'-'------'----- _ ' _ ' ' - - - -1 .1 "-_' -' --' - -- '- "- "- '---- ' — [KiP"nl Required flexural strength about strong axis (M�s) [Kip*ft] 10.79 Sec. Ft Availabie flexurai strength about strong axis (Mcsa) [Kip`ft] 0.02 . Required flexural strengih about weak axis (M22) �KiP,ft� 1 p,79 Sec. F1 Available flexural strength aboui weak axis (Mc2z) �KiP� 0.00 Required axial tensile strength (Pr) �KiP� gZ.gg Eq. D2-1 Available axial tensile strength (Pc) _.__..__.__------------------------- -'__'__"__'__'__'__'__'__"__'__'__"__'_"_____'__'__'__"__'__'__" Combined fiexure and axial compression about local axis ........................................................................................ Ratio N/A Reference � Ctri Eq. ' -" .................................................................................................. Combined flexure and axial tension about locai axis .................................................................................................... Ratio N/A Reference � Ctd Eq. "" ................................................................................................. Pageli Combined torsion, flexure, shear and axial compression ............................................................................................................ Ratio N�A Reference � Ctd Eq. " .......................................................................................................... Combined torsion, flexure, shear and axiai tension ........................................................................................................ Ratio NIA Reference � Ctri Eq. " .......................................................................................................... Member . 86 Design status . OK Section information Section name: HSS_SQR 4X4X1 _4 (US) Dimensions --'------------------------------------'---------------------------------------' �i f � a L � a��� . .. 4.000 � (in] Height b - 4.000 [in] Width 7 - 0233 [in] Thickness Properties __"__"__"__"'__"__"__"__"__"___'__"__'__'__"___'__'__"__'__"'_"__"__'__'__'. Unit Major axis Minor axis Section properties �in2� 3.370 Gross area of the section. (Ag) �in4� � 800 7.800 Moment of Inertia (local axes) (I) [in4] 7.800 7.800 Moment of Inertia (principal axes) (I') 0.000 0.000 rinci al axis J ���� � .52� Bending constant for moments (p p ) � �) ���� 1 .521 Radius of gyration (Iocai aces) (r) �i�� 1 .521 � .52� Radius of gyration (principal axes) (r') �in4� 1p,g00 Saint-Venanttorsionconstant. (J) [in6] 0.000 � Section warping constant (Cw) 0.000 0.000 Distance from centroid to shear center (principal axis) (xo,yo) I�N 3.900 3.900 Top elastic section modulus of the section (local axis) (Ssup) �in3� 3 900 3.900 Bottom elastic secfion modulus of the section (local axis) (Sinf) �in3� 3.900 3.900 Top elastic section modulus of the seciion (principal a�cis) (S'sup) [in3] 3.900 3.900 Bottom elastic section modulus of the section (principal axis) (S'inf) [n3] 4 ��� 4.700 P�astic section modWus (local axis) (Z) �in3� 4.700 4 �oo Piastic section modulus (principal axis) (Z') �i�� 2.150 Polar radius of gyration. (ro) �i�Z� 1 .538 1 .538 Area for shear (Aw) [in3] 6.563 Torsional constant. (C) Material : A500 GrB rectangular Page12 Unit Value Properties ' _"-_"--------"---'--"--_'---"---'-'---"--"-------_'------'---"-------"---'-'--"--'----"-_"--"----'-- [Kip/in2] 46.00 Yield stress (Fy): [Kip/in2] 58.00 Tensile strength (Fu): [Kip/in2] 29000.00 Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] 11153.85 ----------°-------'--'-----------'--'---------'---..-_-..------------'-----'-'-------'------------° DESIGN CRITERIA Description Unit Value --"--"'--'--------"---"-------"--"----'�-'-----'--'---------- - ----"'--'-'--'-'--'-----"--------'-'--_'---"---'-' 11 .00 Length for tension slendemess ratio (L) � � Distance between member laterel bracing points ---'---"---'----"---'--"--_'-----'---'-------'---"---"----'--"-------'---"--'-----"--"- Length (Lb) [ft] Top Bottom -------'---'---'-'--'-----"--'-----"---'-'---'----'---'--_'--"'--"'--'----'---"-------"---" 11 .00 11 .00 "___"___'___"___'___"'___"___"___"___"__"'__"__"'______"__"__"'___"___'___"__"__" Laterally unbraced length ' ' - ' - - -"---°--"— —'---'--'-'--"---'-----'---'---'-----"'--'-' '---"--"--------'---"--'-'---'----'--"---'--'--- '--- - -- ' --'- - - Length [ft] Effecfive length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) __"'__'_ _"___"'__"__"'___"___ ___"'___"__"__"__"__ "__"___"___"___"__"___"__"__"___"__"__"'___"__'O__"_ ' 11 .00 71 .00 32.96 1 .0 '___"___'___"___"'__"__"___"___"'__"__"__"__'_________"___"___"___"___"___"___"__"'__"___"__"__"___"___"___'__"__"__'.�O'___' Additional assumptions No Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint None Effective length factor value type Sway Major axis frame type Sway Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN � /Ucial tension Ratio . 0.00 Capaci . 92.83 [Kip] Reference : Eq. D2-1 � Ctrl Eq. : id4 at 0.00% Demand . 0.00 [Kip] -__"'___"__"___'__"__"__"__"'___"____'___"__"'___'___'___"__"___"'__"'___"___"___"___"'__"___'___"___'___"____"__"___' Intermediate results Unit Value Reference --"---'--'---'-'--'---'---'----'-'---'------"'--'----'---'-------"---'-------"---'--- -- "--_'---'--"-------'- �KiP� 92.83 Eq. D2-1 Factored auial tension caoaciN(Pn/S2) 0.00 Required second-order compressive strength (Pr) �K�P� �55 a2 Eq. D2-1 Nominal axial tension capacity (Pn) __ ______________________________________ —'---'---'--------'----'--"--'---"---'----'---------'-----------'--'----_-_"---°--" AXIAL COMPRESSION DESIGN g' Compression in the maior axis 33 Page13 Ratio . 0.32 Capacit . 55.94 (Kip] Reference : Sec. Et Y Chl Eq. : id3 at 90.00% Demand . � 9.�2 �KiP� __"__"___"__'___"__"'__'___"__'___"'__"_"___'___"__"'__'__"__"______'__"___"___'__'___"___'__"__"___"__"'__"__"'__' Intermediate results Unit Value Reference --'------'-----°--'--------'------'-'----'---------'---'----'-----'------------'°---- Section classification ._ Non slender Unsiiffened elementclassification 14 �� Unstiffened element slenderness (�) 35.15 Unstiffened element limiting slenderness (�r) __ Non slender Stiffened element classification 14 �� Stiffened element slenderness (�) 35.15 Stiffened element limiting slenderness (�.r) � 55.94 Sec. E1 Factored flexural bucklina strenoth(Pn3s/SZ) [Kipj 18.12 Required second-order compression strength (Pr) �K�P� 1 .00 Effective length factor (K33) �n� 11 .00 Unbraced length (L33) _. g6.76 Eq. E3-4 Effective slenderness ((KVr)33) [Kip/in2] 38.02 Eq. E3-4 Elastic critical buckiing stress (Fe3s) 1 .00 Reduction factor for slender unstiffened elements (osa3) -- 3 3� Eq. E3-2 Effective area of the cross section based on the effective width (A... (in2] � ,00 Reduciion factor for slender stiffened elements (Qass) �- � pp Sea E7 Full reduction factor for slender elements (Q33) [Kip/in2] 27.72 Eq. E3-2 Critical stress for flexural buckling (Fc�3s) �KiP� 93 qp EG, E3-1 Nominal flexural buckling strength (Pns3) ---------------------- ---"--_'--"--'----'----'--"---'-'--"---------"---'-------"-------"-_"-_"---'--' Compression in the minor axis 22 Ratio . 0.32 55.94 [Kip] Reference : Sec. Et Capacity � Ctd Eq. : id3 at 90.00% Demand . 18.12 [Kip] - ' - -----"---'---'---' -"------"--'---'-_"--'-'---'--"---'-'--"---"--"-_"--'---"--_-_"--'---"------'----------"------"---'- - -- - Unit Value Reference Intermediate results -----"--'-'_"--"'-__--"----'---"--'----"--'----'--"--"'--'---"---'---"--'----' Section classification ._ Non slender Unstiffened element classification 14 �� Unstiffened element slenderness (�.) 35.15 Unstiffened element limiting slenderness (�.r) ._ Non slender Stiffened element classification 14 �� Stiffened element slenderness (�) 35.15 Stiffened elemeM limiting slenderness (�r) 55.94 Sea Et [Kip] Factored flexural bucklina strenoth(Pn2z/S2) � a � 2 Required second-order compression strength (Pr) �K�P� � Qp Effective length factor (K22) �ft� 11 .00 Unbraced length (L22) 86.76 Eq. E3-4 EHective slenderness ((KL/r)22) [Kip/in2] 38.02 Eq. E3-4 Eiastic critical buckling stress (Fe2z) � op Reduction factor for slender unsiiffened elements (Qsz2) -' 3 3� Eq. E3-2 Effeciive area of the cross section based on the effective width (A... I��21 � ,00 Reduction factor for slender stiHened elements (�a2z) � .pp Sec. E7 Full reduction factor for slender elements (oz2) [Kip/in2] 2772 Eq. E3-2 Critical stress for flexural buckling (Fc22) �KiP� y3.q2 Eq. E3-1 Nominal fiexural buckling strength (Pn22) _________________________________________ ---'---'----'-_"--'-------'----'--'---'----'--'-------"--"'---'------'--'-'--'----" FLEXURAL DESIGN *' Bendina about maior axis M33 Page14 Ratio � 0�16 : Sec. F1 10.79 [Kip«h� Reference Capacity � Ctd Eq. : id4 at 71 .25% Demand . -1 .70 [Kip*ft] - - - --'---'---'-'---- -------------------�-----------�---�-----------------------------------------------"Unit -------------�Value Reference Intermediate results --'---------------------'---------------'--'----------------------'----------'- Section classification __ Compaci Unstiffened element ciassification 14 �� Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) — 2a � 2 Limiting slendemess for compact unstiffened element (�.p) __ Compacf Stiffened element classitication t4 � � Stiffened element slenderness (�) . � 43 � 2 Limiting slendemess for noncompact stiffened element (�r) 6076 Limiting slendemess for compact stiffened element (�p) �Kip"ft] 1079 Sea F7 Factored vieidinq strenqth(Mn/�) �KiP,h� 18,pp Eq. F7-7 Yielding (Mn) �KiP.ft� -1 .7p Required second-order flexural strength (Mr) _.__._.___._.._.__._.---.-------- ------'----"---------------'---'--"--'---"--"----'--"------'-------"--'------ Bendina about minor axis M22 Ratio . 0.01 10.79 [Kip"ft] Reference : Sec. F1 Capacity � Ctd Eq. : id4 at 8875% Demand . 0.07 [Kip'ft] - ' - "--"--"--"--' -"'--"-_'-_"--"-_'_--'------'----------"---'---'--'-'--'--'-'--'---------"--"'—'---Unit --'-------'--'-'--Value Reference Intermediate results '--'---'--"--'----'--"--'----"--'--'--------'-----'--'----"--------'--'--" Section classification __ Compact Unstiffened element classification � 4 � � Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�r) " 28 � Z Limiting slenderness for compact unstiffened element (�.p) _. Compact Stiffened element classification 14 » Stiffened element slenderness (�) 143.12 Limiting slendemess for noncompact stiffened element (�r) 6076 Limiting slenderness for compact stiffened element (�.p) �KfP n1 � � �y Sea Fi Factored Vie_ �d`ath�M°��� �KiP�g� 18.02 Eq. A-1 Yielding (Mn) [Kip*tt] a��� Required second-order flexural strength (Mr) -'---'---------'--'-----'---------------'------------------'--------'-'------------ DESIGN FOR SHEAR � Shear in maior axis 33 Ratio . 0.00 Capacity . 25.42 (Kip] : id4 at 7125% Demand -0.02 [Kip] Ctrl Eq. - ' - ---'----"--'---- ----------------�--------------------------------------------------------------��-----' Unit ---°-------�Value Reference Intermediate results __ __ "__"__'__ "__'___"__"__'___'__'__'___"__"_"__'__'___"__'___"__'__'__"__"__"__"___" ' - - �KiP� 25.42 Factoredshearcaoacitv(Vn/S2) �q,17 Sec. G2 Web slenderness (�.w) [in2] 1 .54 Shear area (Aw) __ 5.00 Sec. GS W eb buckling coefficient (kv) � _pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� 42.46 Eq. G2-1 Nominal shear strength (Vn) ---'-'----------------'-------------'-----'------'-------'-------'---------'-'---- Page15 Shear in minor axis 22 Ratio . 0.02 Capacity . 25A2 [Kip] Ctrl Eq. : id4 at 7125% Demand . 0.41 [Kip] " ' __'_'__'__' ____________________________________________________________________________________________________�_Unit -_____.__.._____-_-Value Reference Intermediate results " _ '__ __ __ ' _"__"__"__'__'___'__'__"__"__"__"_____"__'__'__'__"'_"__"__'__"__"_"__' - " - - [Kip] 25.42 Factoredshearcapaci�(Vn/S2) 14.17 Sec. G2 Web slenderness (�.w) [in2] 1 .54 Shear area (Aw) __ 5.00 Sec. G5 Web buckling coefficient (kv) � .pp Eq. G2-3 Web buckling coefficient (Cv) �KiP� 42,46 Eq. G2-1 Nominal shear strength (Vn) -----------------'-----------'------------------.-�_�.----------'----------' TORSION DESIGN '°R Torsion Ratio . 0.00 Capacity . 9.�4 �KiP n� Ctd Eq. : id4 at 7125% Demand . 0.01 [Kip*ft] ' - ' -"--"--"--"--" '-----'-'-----'--'-----'-----'----'----"--"--"---'---'--"--"--'---"--`-'----'--'—' Unit -'--"--"---'—"Value Reference Intermediate results "--'-----'--'--"------'--'---'--'--"- [Kip*ft] '- -'---'---"--'---'---'-----'--"--'---'---'----'-- '-- 9.04 Factored torsion caoacity(Tn/SL) [Kip/in2] 27.60 Eq. H3-3 Critical torsional buckling stress (Fcr) �KiP,h� 1g,09 Eq. H3-1 Nominal torsion capacity (T�) --"--"--"-----'--'---'------'--'----'---'------"--"--'--"---'--------- "--'---'---"--------'----"--"--------'--"--'--'------'--"--'--'---_--'- COMBINED ACTIONS DESIGN � Combined flexure and axial compression ................................................................................................... Ratio � 0�43 Reference : Eq. Hi -1a Ctrl Eq. : id4 at 71 .25% ...................................................................................................... ' _ _ "-____'__"_' ----�-------�----�---------------------------------------------------�--------Unit ----------------Value Reference Intermediate results -._"__"__"__"__"__"__"__"__"__'__'__'__'__'__"__'__"__" ---------------------------------------�----------------------- 0.43 Eq. H1 -ta Interactwn for doublv svmmetric members for in-plane bendin �KiP ft� � �� In-plane required flexural strengih (M�3s) �K.P,ft� � p �g Sea Ft In-plane available flexural strengih (Mc3s) �KiP� � 5 99 In-plane required axial compressive strengih (Pr) �KiP� 55.94 Sec. Et In-plane available axial compressive strengih (Pc) � pg Eq. H1 -2 Interaction for doublv svmmeiric members for out-of-plane bendin �K'Py�� -0.06 Oui-of-plane required flexural strengih (M22) K. ft � p,79 Sec. F1 Out-of-plane availabie flexural-torsional strength (Mc22) �K P� � 15.99 Out-of-plane required axial compressive strength (Pr) �KiP� 55.94 Sec. E1 Out-of-plane available axial compressive strength (Pco) -------------------------------------------------------------_.-_.-_.-_.----__--_._.---- ----'-----------------------'---'---'-------'----'-'----------------- Combined flexure and axial tension ..................................................................................................... Ratio � �'16 Reference : Eq. Hi -1b Ctrl Eq. : id4 at 71 .25% ...................................................................................................... Page16 ------------------------------------------------------------------------------------------------------------- --------------------------------------------- Intermediate results Unit Vaiue Reference - - --------'-------- '-- '- -- "'-_"---'--'-'------"--"-----'---"---'----' --' -- - - ' - - ' - - - - Required fiexural strength about strong axis (Mr�3) [Kip*ft] � ��� Ki k 10.79 Sec. F1 Available fiexural strength about strong axis (Mcss) �K P n� -0.06 Required flexural strength about weak axis (Mrzz) �K P ft� 10 �9 Sec. Fi Available fiexural strengih about weak axis (Mc22) � P � 0.00 Required axial tensile strengih (Pr) [Kip] Available axial tensile strength (Pc) [Kip] 92.83 Eq. D2-1 ---'------------------'-----'-'---------'------'------------------'---------._---'-----------'-------'-- Combined flexure and axial compression about local axis ....................................................................................................................................... Ratio N!A Ctrl Eq. � -- Reference � ........................................................................................................................................ Combined flexure and axial tension about local axis ......................................................................................................................................... Ratio N/A Cirl Eq. ' -- Reference � ....................................................................................................................................... Combined torsion, flexure, shear and axiai compression ...................................................................................................................................... Ratio N/A Ctrl Eq. ' -- Reference � .......................................................................................................................................... Combined torsion, flexure, shear and axial tension ....................................................................................................................................... Ratio N/A Ctrl Eq. ' -- Reference : .......................................................................................................................................... Member • $� Design status . OK Section information Section name: HSS_SQR 4X4X1_4 (US) Dimensions ------�---------------------------------------------------�----------------------------------- �t t a a � � x�, x a� _ � � 4.000 [in] Height b - 4.000 [in] Width T = 0.233 [in] Thickness Page17 Properties ------------------------'---------------'-------------'--------°----------'-------------------°— Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.370 Moment of Inertia (local axes) (i) [in4] 7.800 7.600 Moment of Iner[ia (principal axes) (I') [in4] 7.800 7.900 Bending constant for momenis (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 1 .521 1 .521 Radius of gyration (principal axes) (r') [in] 7 .521 1 .521 Saint-Venant torsion constant. (J) [in4] 72.800 Section warping constant. (Cw) (in6] 0.000 Distance from centroid to shear center (principal auis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section Qocai axis) (Ssup) [in3] 3.900 3.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 3.900 3.900 Top elastic section modulus of the section (principal axis) (5'sup) [in3] 3.900 3.900 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 3.900 3.900 Plastic section moduWs (local axis) (Z) [in3] 4700 4700 Plastic section modulus (principal axis) (Z') [in3] 4.700 4.700 Polar radius of gyration. (ro) [in] 2.150 Area for shear (Aw) [in2] 1 .538 1 .538 Torsional constant. (C) [in3] 6.563 Material : A500 GrB rectangular Properties Unit Value '_____"""_____""'______""_____""_______"'_____""'_____""'______""'_____""'_____""_._____"'_'_____""'______' Yield stress (Fy): [Kip/in2] 46.00 Tensile strength (Fu): [Kip/in2] 58.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153.85 '______""______""'_____""'_______""_____'_"______""'______""______""'______"""_____""_______"'_______""'_____' DESIGN CRITERIA Description Unit Value "'_____""'_______""_____""_____""'______""_____""'_____"_'_____""'______""'_____""'______"'________"_______' Length for tension slenderness ratio (L) [ft] 11 .00 Distance between membee lateral brecing points '-----'--'-----'--'-'-----"'-'--------"-----'--"-----'--'------"------"'------""-----'--'------"---------'--'------'--------""'------'---------"-' Length (Lb) (ft] Top Bottom ---"-'------"-"----'-"--------"------'-'-----"'------'-"-----'--'------'--"-----"--------'--"------"-"'-----_"'------'-_----'-'--------"'--'-- 11 .00 17 .00 "______"'_______""_____""'_____""_____""'_____""'______"'_____""'______""'______""______""'_______""_____"'______""'______""'______' Laterally unbraced length ---------------------'------------------------------------'--------'------°--------------'----'-----------------------------------'----------"---'------- Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional a�cis(Lt) Major axis(K33) Minor axis(K22) Torsional a�cis(Kt) "'_____""______""____""'_____"_______""_____"""____""'_____""'______""_____""'______"""_______""_____""______""'_______""'______" 71 .00 11 .00 32.96 1 .0 1 .0 1 .0 _______'______""______""'____"'______""________"______""'_____""______""'___"""_______""'_______""______"'_'_____""'_______""______""_ Additional assumptions Continuous lateral torsional restraint N0 Tension field action NO Continuous flexural torsional restraint No Effective lengih factor value type None Major axis frame type Sway Minor axis frame type Sway Page18 DESIGN CHECKS AXIAL TENSION DESIGN � Ncial tension Ratio . 0.00 Capacity . 92.83 [Kip] Reference : Eq. D2-7 Demand . 0.00 [Kip] Ctrl Eq. : id3 ai 0.00% --'----"---'-----"--'------"'---"---"-'---'--------------'---"---"'----"---"----"---"-- ---'--------'--------------'----'---- Intermediate results Unit Value Reference '-----'-'---'---'----- q. -- -- ---------- ----- ---------------------------------------------------------------------------[--PI Factored axial tension caoaciri(Pn/S2) Ki 92.83 E D2-1 0.00 Required second-order compressive strength (Pr) [K�P1 155.02 Eq. D2-1 Nominal axial tension capacity (Pn) [Kip] ------'--'----------'-----------------------------'---'-'--------------'-----'------'---'---------'------------- AXIAL COMPRESSION DESIGN � Compression in the maior axis 33 Ratio . 0.33 Capacity . 55.94 (Kip] Reference : Sec. E1 Demand . 18.53 [Kip] Ctd Eq. : id3 at 7125% ' '___"____'__"'___"___"___"____"____"__"___"____'____'____'___"'___"____"___"'__'____"'__"'___'___' ____"___'___"'___ Intermediate results Unit Value Reference _'---'-'---"_--'----'----"-----'---'-----"----'---'-'---------'---'----'---"---------'---"-----'----'---" Section classification _. Non slender Unstiffened element classification Unstiffened element slenderness (�.) -- 14.17 35.15 UnstiHened element limiting slenderness (�r) __ Non slender Stiffened element classification � Stiffened element slenderness (�.) '� 14.17 35.15 Stiffened element limiting slendemess (�r) 55.94 Sea Ei Factored flexural bucklina strenath(Pns3/S2) �K�P� 18,53 Required second-order compression strength (Pr) �K�P� � .00 Effective length factor (K33) �n� 11 .00 Unbraced length (LSS) 86.76 Eq. E3-4 Effective slenderness ((KVr)s3) � Elastic critical buckling stress (Fe33) [Kip/in2] 38.02 Eq. E3-4 Reduction factor for slender unstiffened elements (Qssa) -- 1 .00 Effective area of the cross section based on the effective width (A... [in2] 9.3�7� Eq. E3-2 Reduciion factor for slender stiffened elements (Qasa) � .00 Sea E7 Full reduction factor for slender elements (QS3) [Kip/in2] 27.72 Eq. E3-2 Critical stress for flexural buckling (Fcl�s) 93.qz Eq. E3-t Nominal flexural buckling strength (Pnsa) �K�P� ---'----'---------------------------'-------'--------'-----------'--'--'-------'-------------------------------- Compression in the minor axis 22 Ratio . 0.33 Capacity . 55.94 [Kip] Reference : Sec. E1 Demand . 18.53 [K�PI Ctrl Eq. : id3 at 7125% - . "--'-----"--"-'---"---"'---"---"--------'----------'-----'---------"---------'---'-------'---"-----'---'---" -- -'---'----"---- intermediate results Unit Value Reference ----"'---'-'--"-'-_"---'-'----'---'-'----------'----'---'-'--"---"---'----'-----_'---'-'---'----'----'-'----' Section classification _. Non slender Unstiffened element classification Unstiffened element slenderness (�) "" 14.17 35.15 Unstiffened element limiting slenderness (�r) __ Non slender Stiffened element classification Page19 14.17 Stiffened element sienderness (�) 35.15 Stiffened element limiting slenderness (�r) 55.94 Sec. E1 Factored fiexural bucklinq strenaih(Pn2z/52) [Kip] 18.53 Required second-order compression strength (Pr) �K�P� 1 .00 Effective length factor (KZZ) �h� 11 .00 Unbraced lengih (L22) gg 7g Eq. E3-4 eifective siendemess ((K�/r)2z) Elasfic critical buckling stress (Fe22) [Kip/in2] 38.02 Eq. E3-4 1 .00 Reduction factor for siender unsiiffened elements (Qs22) '- 3 3� Eq. E3-2 Effective area of the cross section based on the effective width (A... I��21 � ,00 Reduction factor for slender stiffened elements (�a22) � � ,00 Sec. E7 Full reduction factor for siender elements (Q22) [Kip/in2j 2772 Eq. E3-2 Critical stress for flexural buckling (Fc22) 93.42 Eq. E3-7 Nominal flexural buckling strength (Pn22) [Kip] --"'----'--'--"---"-------"--'-'--"--'-'--'---'--_'---"----'--'-'--"'---'-'--'----'-'--- FLEXURAL DESIGN �' Bendinq about maior axis M33 Ratio . 0.07 Capacity . 10.79 [Kip*ft] Reference : Sec. F1 Demand . -075 [Kip'ft] Ctd Eq. : id3 at 100.00% ___"___"'__"___"'___"__"___"___"'__"'__"'___'____"__"___"___'___"'___"_______"'__"'__ "'___"___'___"__"___"___"___"'__" Intermediate results Unit Value Reference "---'-'--_'------"'-------'---"---"-------'----"---'---'-'--"-_"--------"'--'-----"--'-'---' Section classification ._ Compact Unstiffened element classification 14 �� Unstiffened element slenderness (�.) 35.15 Limiting slenderness for noncompact unstiffened element (�.r) -- 28 �2 Limiting slenderness for compact unstiffened element (�p) ._ Compact Stiffened element classification 14 �� Stiffened element slenderness (�) �43 �2 Limiting slenderness for noncompact stiffened element (�.r) 60.76 Limiting slenderness for compact stiffened element (�p) �Kip'ft] 10.79 Sec. F1 Factored vieidina strenath(Mn/S2) [Kip'ft] 18.02 Eq. F7-1 Yielding (Mn) [Kip*ft] -0.75 Required second-order flexural strength (Mr) --"-_"---"--"---'------'---'------'--'-----"--------'---'-'----'-----------'---"--'----'-'--'-' Bendina about minor axis. M22 Ratio . 0.01 Capaci . 10.79 [Kip*ft] Reference : Sec. F1 � Ctd Eq. : id3 at 8875% � Demand . 0.15 [Kip'ft] ___"__"__"___"___"__"___"__"___'__"'__"'___"___'___'___'___"___'___'___"___"___' _________________________________________________ Intermediate results Unit Value Reference --"--'-----'---'-'--_'---'----"---"'----------"---'---'---'-'--"--'-'-----'--_'-_"--"----"' Section classification __ Compact Unstiffened element classification 14 � � Unstiffened element slenderness (�) 35.15 Limiting slenderness for noncompact unstiffened element (�.r) -� 2a 12 Limiting slenderness for compact unstiffened element (�p) __ Compact Stiffened element classification 14 �� Stiffened element slenderness (�) 143 �2 Limiting slenderness for noncompact stiffened element (7�r) 6076 Limiting slenderness for compact stiffened element (�.p) � � �y Sec. F7 Factored vieidina strenath(Mn/Sd) [Kip'ft] �KiP•ft� 18.02 Eq. F7-1 Yielding (Mn) [Kip`ft] a�� s Required second-order Flexural strength (Mr) ---------------'---------'-'----'---'--'-'---'---------'------------'---'----------'--'-----------' Page20 — DESIGN FOR SHEAR �' Shear in maior axis 33 Ratio . 0.00 Capacity . 25.42 [Kip] Demand . -0.04 [Kip] Ctd Eq. : id3 at 71 .25% ______________________________________________________________________________________________________________________________________________________________________________ Intermediate results Unit Value Reference ______________________________________________________________________________________________________________________________________________________________________________ FactoredshearcaoaciN(Vn/S2) [Kip] 25.42 Web slenderness (�w) -- 74.17 Sec. G2 Shear area (Aw) [in2] 1 .54 Web buckling coefficient (kv) -- 5.00 Sec. G5 W eb buckling coefficient (Cv) -- 1 .00 Eq. G2-3 Nominal shear strength (Vn) [Kip] 42.46 Eq_G2-1 -------'----------"---------------------'-------°------"--°-------'--------------"----'-----------'-------------------°--'------'---°------------- Shear in minor axis 22 Flatio . 0.01 Capacity . 25.42 [Kip] Demand . -025 [Kip] Ctd Eq. : id3 at 90.00% ______""'____"""'_______""'_______""'_______"_______"'_'________"""_________"""________"""'________"""_______"""'______"""________"' Intermediate results Unit Value Reference '--'--------'-"-------""----"-'--'-----'--'------'-----------_"-'---------"-'--"-------'---'----------""---------_-""--------""_-------"--'------- Factored shear ca�acitv(Vn/S2) [Kip] 25A2 Web slenderness (�w) -- 14.17 Sec. G2 Shear area (Aw) [in2] 1 .54 Web buckling coefficient (kv) -- 5.00 Sec. GS Web buckling caefficient (Cv) -- 1 .00 Eq. G2-3 Nominal shear strength (Vn) [Kip] 42.46 Eq. G2-1 ____"'_______""'_______"""________'_"________""_____"""______""'_'________"""_______""'_________""'_______"""'_______""'________""'__ TORSION DESIGN '+�' Torsion Ratio . 0.01 Capacity . 9.04 [Kip*ft] Demand . 0.05 (Kip'ft] Ctrl Eq. : id4 at 90.00% '_____""'______"""_______"""'______""'______"""_____""'________"""'________""""_______"""'_______"""_________"""'______"""______"" Intermediate results Unit Value Reference ---"-"----""'--------"--'-------"'-------'--'-----"-"------"-"-'--------""--"-------"--"-------"'--'-------"'--"------'_"'-------"--'_--- Factored torsion capacitv(Tn/52) [Kip'ft] 9.04 Critical torsional buckling stress (Fcr) [Kip/in2� 27.60 Eq. H33 Nominal torsion capacity (Tn) [Kip'ft] 15.09 Eq. H3-1 '-------'--'------"--"'-----"-'_-----"'--'-----""-------"'-------"-'-"---------'-""-------'-"-'--------"""_--------'-"'-'------"----'----'-'- COMBINED ACTIONS DESIGN �' Combined fiexure and axial compression .............................................................................................................................................................................. Ratio . 0.39 CtdEq. . id3at7125% Reference : Eq. H1 -7a .............................................................................................................................................................................. Page21 ------------------------------------------------------------------------------------------------------------------------------------- --- Intermediate results Unit Value Reference _"_"_""""""""""""""""'__'__.______--__-__--__--__-______'_'_'____'_-__"""""""""""""""""'...___ --- q. Interaction for doubl s mmetric members for in- lane bendin -- 0.39 E H1 -ta In-plane required flexural strength (Mr�3) [Kip'ft] 0.66 In-plane available flexural strength (Mcss) [Kip*ft] 10.79 Sec. F1 In-plane required axial compressive strength (Pr) [Kip] 18.53 In-plane available axial compressive strength (Pc) [Kip] 55.94 Sec. E1 Interaction for doublv svmmetric members for out-of-olane bendino -- 0.33 Eq. H7 -2 Out-of-plane required flexural strength (Mrzz) [Kip`k] -0.10 Out-of-plane available flexural-torsional strength (Mc22) (Kip'ft] 10.79 Sea F7 Out-of-plane required axial compressive strengih (Pr) [Kip] 18.53 Out-of-plane availabie axial compressive strength (Pco) [Kip] 55.94 Sec. E1 Combined flexure and axial tension .............................................................................................................................................................................. Ratio . 0.08 CtrlEq. . id4at88.75% Reference : Eq. H1-7b .............................................................................................................................................................................. __________________________"""""""""""""""""______________________________________________________'__________"""""""""""""""""__________ Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr�3) [Kip'R] 070 Available flexural strength about strong axis (Mc33) [Kip*ft] 10.79 Sec. F7 Required flexural strength about weak auis (Mrzz) [Kip'ft] 0.13 Available flexural strength about weak axis (Mc2z) [Kip'k] 1079 Sea Fi Required axiai tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 92.83 Eq. D2-1 _____________________________________"_"""""""""_""______________________________________________________________"_""""""""""""'_"_______ Combined flexure and axial compression about local axis .............................................................................................................................................................................. Ratio N/A Ctd Eq. . -- Reference . .............................................................................................................................................................................. Combined tlexure and axial tension about local axis .............................................................................................................................................................................. Ratio N/A Ctd Eq. . -- Reference . .............................................................................................................................................................................. Combined torsion, flexure, shear and axial compression .............................................................................................................................................................................. Ratio N/A Ctd Eq. . -- Reference . .............................................................................................................................................................................. Combined rorsion, flexure, shear and axial tension .............................................................................................................................................................................. 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Col-l�l� C'� °� = ����5.125x6 = � 1Z. �I _ _ _ _ �� _ c�s� Z� 6 - IG�p . vnoouoims�(slna�esora�s�f0.5�1�naeaeA� JOB��� " ' — ��� Monroe & Newell Engineers, Ine. sHeerNO. oF cn�cu�nreo av onTe CHEGKED BV DATE SCALE �ix��-,�i� ��� ��l �= � z, �' e�lo�1 �. �� I _ _. _ �_ `��� �o� = �-+.0 iv�� __ _ �5� Cz� - 8�` I� c�n. � vnoaucr toa i�s:nvie s�eeis�ms-i ivaaeea� y' �„ �ly r�`� l .e�`e.��,�Y'�I� "'�.,m1� ' � v+ JOB Monroe & Newell SHEEfNO. " OP - S Engineers, Ina � � ��� `i��'�{''�:, ,,,>� �.. � ��' CALCUTATED 0V ° �:t� ` � DATE-°'! C..e CHECKEDBY OATE SCALE 1 — " v, t�,{ ['- I �� � � _ �- . r� , —3 ^,,� � --�(_ C._� ) lJ . i � �c �- � ^�_ .. 'a , � � i� "� � I d i i . ° _�. )!� �� �� �Y� �� _ �`_ `� " �� - - q � � �., ,'�7 � ( 5 � '� ,.{ p w n rc �' �� � -� �� � r {�' � � � � ��E i "° �� � . � i � r � � °' ��°°� t , � t ` ' - 1`,.� k,. I i �. J : . .. . , p . � ..e ._ _. , ' _ �- � � k . .;.� __.. _ � ( j ^ , ,- _ _ � , , � `� _ _ P . .° � .. , _. � � Y � �' r� � '� i�� � ` _ _ , , > � � . � a , � _w� �.� � � � r �" �, . : _ '� ; a � � 1�� �� � � �� , �t � °�� � - ?�=� � __ , � _ ' , � � • C� - � �-� . . � �- �i - - __ - � � � �, � � - p� � � �� �� ' � >I ' � � ' 1� � � ° � ���-� x� '� z�`. � 1 f /.,�> s , � ..._; � ��� ' �- , � l �Y?� � " ��'�1.a �3 % < � ' �)� V , � 7t . � � rF.�.- �x�T.+ §a. �-_�:.A' r ' ri , � '�:��� k __ .__.� .�... - � 5 ...� �. 1 �v. ...o��--v .k � �` ti � - � i C�`�') _y ; ' 1 �,' ul�l �` t -�2m'( � � � - � � , � � - � - �' =� ` �� ` a� � �, - _- - i� � d�- _. . n � �� �.'� � �11 p .;;� �,' ��`-�.� ��a �: ��. �.�-)� � __ \ ��, ; � � , � , � , , , ,� , _ _ � , �, _ � �.� �� �� �. ,, _ ,��` _ — � �' f h ' - , . _��, � �� i� , �� ,� _ _ _ �" ,�, � , ,% _-_ "� „ R '� ' y— , . . _— � �'�—, ° � �, '�., �_�. . ,,, Pxooucrzo4�i I��ui�slnei:�zos�� lraanwl Electroforged Bar Grating Plain Steel Load Table Page 2 of 3 ��{��,�-'C�L.�-� 1.-�U&- ���`iY� Z � IZ - . � . 1 { . .. . . . • . . • ' i : � u ' ,��,� � i�'I �- Q, 2 0 2 6 3' 0" 3, 6„ 4�_��� 4�_6�� 5�_p�� 5 6" 6'-0 7-0" g�_��� �� 1421 355 227 158 116 $9 �� Uni[Slress 18 OOU p .D25 .099 .155 .224 .304 .398 .502 LOadTableOn Ibspersq.inr�h 3!4" x 1/iS° � 710 355 284 237 203 178 15� p�p,ry•�.I11CI11CI10I5.00111 �_pnilonn Lnad- p A20 .079 .124 .179 .243 .319 .403 P�iipcls Pei U 2131 533 341 237 174 133 105 �t '. i :P Sc�.Fi. p .025 .099 .155 224 .304 .397 .�02 ��r�d I�r=i��iie�! U-�eflettion 3/4"x3/16" � �p66 533 426 355 304 266 23� y,�rwheelU:�ftic ininrhas p A20 .079 .124 .179 .243 .317 .403 � U 2526 632 404 281 206 158 125 101 84 70 �- �����Powtds 1" x1/8" � ���g .075 .116 .168 .228 298 .378 .465 .566 .6fi� �erFt.���itllh C 1263 632 505 421 361 376 281 253 230 2�� 2tmidspan U .015 .060 .093 .134 .182 238 .302 .373 .457 .537 � 3790 947 606 421 309 237 187 152 125 105 1" x 3l16" � .019 .074 .116 .168 .22� 290 .377 .467 .562 .669 � 1895 947 758 632 547 474 421 379 345 3i6 p .075 .060 .093 .134 .182 .23E3 .302 .372 .451 .537 � 3947 987 637 439 322 247 795 158 130 110 81 1-1l4"x1/8" � .015 .060 .093 .134 .762 239 .302 .373 .449 .538 .734 C 1973 987 7II9 658 564 493 439 395 359 329 282 p .012 .048 .074 .107 .146 .197 242 296 .361 A29 .584 U 5921 1480 947 658 483 370 292 237 796 164 121 1-1l4"% 3/16" � �015 .060 .093 .134 .182 238 .307 .373 .451 .535 .731 � 2960 1480 11�4 987 846 740 658 592 538 493 423 � .012 .048 .074 .107 .146 .191 .241 .298 .360 .429 .584 U 5684 1421 910 632 4fi4 355 281 227 188 158 116 t39 1-1/2"x 1/8" U .012 .050 .076 .112 .152 .198 252 .310 .376 .447 .608 .796 C 2842 1421 1137 947 812 711 632 568 517 474 406 355 U .010 .040 .062 .089 .122 .159 201 248 .301 .356 .487 .635 � 8526 2132 1364 947 696 533 421 341 2�2 237 174 733 1-1/2"x 3/16" U .012 .050 .078 .112 .152 .799 251 .310 .376 .447 .608 793 c 4010 ?040 1.062 �.089 �.122 �.�59 2�1 848 300 .356 4fl7 .636 D U 11605 2901 1857 1289 947 725 573 464 384 322 237 1 1-3/4"x 3116" � �011 .043 .067 .096 .130 .170 .275 .266 .322 .383 .522 .680 C 5803 2901 2321 1934 165fi 1451 1289 1161 1055 967 829 725 p .009 .034 .053 .077 .104 .136 .172 .213 257 .306 .4P .545 � 15158 3790 2425 1684 1237 947 749 606 501 421 309 237 .009 .037 .05II .084 .114 .149 .189 .233 .282 .335 .456 .596 2"x3/16" � 7579 3790 3032 2526 2165 1895 1684� 1516 1378 1263 1083 947 p .007 .030 .047 .067 .091 .119 .151 .186 225 .26� .365 .476 U 1g764 4796 3070 2132 7566 1799 947 767 634 533 392 300 2-1/4"x 3/16" � .008 .033 .052 .074 .1D1 .i32 .168 207 250 .29� .406 .530 C 9592 4796 3837 3197 2741 2398 2132 1918 1744 1599 1370 1199 U .007 A26 .041 .060 .061 .706 .734 .166 .200 .23D .324 A24 U 23684 5921 3790 2632 1933 7480 1170 947 7fi3 658 483 370 2-V2"%3/16" � .007 .030 .047 .067 .091 .119 .151 .186 .225 .268 .365 .4�77 C 11842 5921 4737 3947 3383 2961 2632 2368 2153 1974 1692 1480 p .006 .024 .037 .054 .073 .095 .121 .149 .180 .275 .292 .381 pans in shaded area produce a deilection of 1I4"or I�ss under a unifm�ni load of 100 pounds per square foot This �,ieilec- ion is recoromended as the maxiinum to pruvitl? pedestrian r,umiori. It can be exceedetl atihe discmtion �f the engineer. Ta determine load �or IyP�s shov:n bxloee. multiply valua alaove by the correspanding load (,ONVERS�ON TABLE-factoi. Dellecti�n under the factored luads eoill b G�e as sGoQn in load ta61e. SGW, SGW-2, G� � � GWH GV Series GCM-1 GCM-2 GCM-3 GCM-4 GCM5 GCC,GDD Load Factor 127 2.70 2.35 �.90 1.72 1.45 1.15 1.61 .82 .58 •Typicaliy,your seiection,for a given IoaO and span,should fall wiMin the shatled areas.Spans in shadetl areas pratluce a tlefiection of 1/4 inch or less For a unlPorm load of 100 pounds per square foo[.This deFlection is recommended ro provlAe mmfortable safety margins,but may be ezceedetl at the discreHOn oF the engineer. **The specifier is responsible for vedrying conFOrmance of this pratluct with applicable mAes associated with its Intended use. Bar Grating is also available with a serrated surface by speclal ordec Cautlon: For serrated grating,selec[a beadn9 bar hei9ht 1/4 inch greater than specified for non-serrated gratlng. he carrying capaci a�di therefore vanes wlthtJhectype�of g aHngtusedtl To d terml�ne carry ng capalc ty offgratlngsesubjet�to such loatl�ings,fplease calbMCrNICHOrLS and the cross bars, http:Nwww•mcnichols.com/viewer.htm?pageCode=electostelt 2/15/2012