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HomeMy WebLinkAboutB14-0081 STRUCTURAL CALCS APPROVED Vail, Colorado ..''. Denveq Colorado Frisco, Colo�ado Moruoe 8� Newell Enginee�s,lnc. Structural Calculations For The Sebastian Penthouse Renovation At The Sebastian Lodge, Vail , Colorado � �}fl�l��� Project Number M&N 9380 ����''����Sr�eFO�� ,,� � � e� ; � ��� � .� ��. ��.. r,� . 3� N o°' : .. � ���. ��,. . ' Prepared by: Date: ' Monroe and Neweli Engineers, Inc. April 4, 2014 2 w�vm.ni�nroe-ne�veli.com 70 Benchmark Roxd � Sui[e 204 • P.O. 13ox 1597 • Avon, Colorado 81620 (970) 949-7768 � FA� (970) 949-4054 • email: avon�monroe-�ewell.com \ � The Sebastian Penthouse Table of Contents: 1. Roof and Floor Loads 100 - 101 2. Roof Framing 200 - 222 3. New Upper Level Floor Framing 300 — 308 4. RAM Steel Model - Floor Loading 9 - 2 400 - 431 5. Existing Beam Reinforcement 500-508 6. RAM Steel Model - Steel Beam Design Summary 9-2 600-614 7. RAM Ste�l Model — Column Load Summary 9-2 700-719 Attached is a pdf of the beam and column model analyses — pages not I numbered. I � _ I � � I � I April 4, 2014 i I Monroe & Newell JOe ��� ���� ������'� Engineers, II1C. SHEETNO. pF CAICULATEDBY � �ATE �✓ � CHECKED 8Y DATE SCALE '0� { . , . .. I , :_. . ... . �_ ._.. :—. . '�, , . . .-! c . . � ��� 1�!�� � ,. . .. .. .___.. --__. �i _ . � ��...� ,�.. �,�y... ..� ��, ��'�,� �„ : �,Tu p �?(�j��, -��_ ���- P�-`�� r� �_. ���� _ . ' . _ 'i�' _ � �� � ��Q�i� � r�'� � . l �� � ��� , ���� ��1�I �l � , :_ 2, �"� 1��� ; �: �. �-_���t-1 I� 1�� � : � ._/�t_°1 l��, -; •�_�.- . ; . � _(�,��, _ r�>�-" . C'�` ' e. � - . ; � r,��i�.� ,.,.;_„ � (� . ��,n � ,� _. ` � � - _ __ : __ _ _ D�', _ . �I e�.1 ����r � , ' ' �^t�jat�� �, _5` . - Ce,1�n� ; l.t _ _. � -- _._ � " -� �TC�h�q �4i� ' Z 5� :_ �... ,... . . . ' _ �, � i I . - ' . . � - . ... ,. � , ft�il,�� t�.�. :- ` � .-- .... _ . . _._. u .� - ,. � :. .. ..____... 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L�, _�: 2 R , � _ Ca('� � `1 � �v�4dr�,. a _ ��� . _ �r,s' ) l_�i'� 6 �7 � r�e ,. 17, o � �-( �[' )._(z ��`) � �o�� � - �.� �� "L �, �� . ,�.,a, S.,r..._ ' '�� �, C � .� � , - _ . , � ,_ � _co�S a ��ve _ ,l,� - �- � . � , 1��' l � __�-p— ,�.-_.�. '_ _ �,6 ; 'z�1 _ . _ 7� -� ' 2�( �H' • . _ . C� ' _ j , i' , __ . �i � �_� � f>G- �� 6 � ,� a �` �,-6 �, , zy, �{ k' _ � a2,�t `�--� , ' Q s, �i _ . __ _ _ . _ Zl �� S_sa'I � 13 ��. 7 •� `� �` �. �r. << � �.ry�_ __ ,_ 7, 2 , 2if � _ _ - - - _ _ _ ;_ _ _ _.._ �, 6 z �( r1 � � u �i � . 8 _ _ � - -� . . - , _ - � `4 j, 3 � �- 1z.x�,���Lrz�-� : � � A,'� _ �IO. � � (�`�';: �l x �r�' __ _ - 13�� � 3,3 � `l ;� S'� V - - _ _ _, _ n L L� _..�___..r _ .� f�L� i�tt.5� `1 t � �. � 1, t; _ �. . ' ) 7.b Z� `��3 3,� t � �� � � �Y 3zt{ _ ��2 r�r,t-� � r -, _ .._� � � .__ _ ._ .� . ..._ _- ' "` !�l. l C, � � > __ .�.. ._ r � ----._�_._� �J,� _ , _ ._. �_ � �I�JtX �� _ ,��� I�i $`�X-� �l� Z,1? `� � � � ���a6� Ho�lc�i.,� �Cro ��«�� z) _ �.s i�< << L.� ., �3_? 3 . s v_ . � � . �e ��,��� o,.� �b 5 - �2 � � ,2 , �17�5 ? �v1R�r.6� ff � -` '� �i�i � � '� � � }� -. . :� �e0.t�-)N,< ... l o a J r - V � �z �� . J j r _. .� ..� __Cs�.�.�«_� _ , - - ` � ZoF>` � S l t��E�y _ - ���Z. - `'�i4r�� ��/r� . ,._ _ _ �L,�;.� �0 6 � ` ;� ', � _ 51 `€ _ : t�, — _ -- � �2 2 �u z..� ,P_ 1 �T , , _ /r �4II IZ111� `t) 4.� .��t � _ _ I � V Y . . ... .._ :_ ..._. . •__.. f . �L � (�i� '1 � i `! : �t �# t _ . . __.. - I FnWUtr2k�ils�lyxsiea�l�stlGnlbd) "�\�1 �.Q ,!. �,C �+t� � I 30�, COLUMN SGHEDULE MARY. GOLUMN SIZE G� H55 4X4XI/4 G� HSS 4X4X3/8 G3 H55 4X4XI/� � H55 6X6XI/4 C5 H55 bX6X3/8 C6 H55 6X6XI/2 C� H55 8X8X3/8 CB H55 8X8XI/2 G`� HSS 8X8X5/8 CI0 H55 IOXIOXI/� CII H55 IOXIOXS/8 G� H55 I�XI2X5/B CI3 H55 12X8X5/8 I Floor Man `��� ��� RAM Steel 14.06.01.00 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 9 -..._ ___ -_ _ - _ ! X . . __ - P14 5 P15 � F15 � P14 ! � �` 3 �::: ��::�.`r�?13 ' „,1[ : : 2F ° �. �7aiZ � A8 : W ' 2 � ' — _..._ . _ , aq�, a �g � 43 Q3 �' � �7 : 40 ; � y6 '�n c� � M� P1S! v - - ; • 8 ' i ' a�� � 5t 47 28 .�: �� � :�; 29 ::"i4 N U .___ _.__..._____ .' � ' . � . _ _______ ._ �. 4 O � x �,s � i �2 �: 217 � m � 4 _ i --- ._---------- � ------ � h T.4 2 � 2ts -� 62 �3 � �� ------- ��: 235.� -: : : . T r ° :- - `� � '� ^'E.N � 14 .. N. Q : : � . . � C: '� �� ' M : NJ � �. .:: 2��.�_���„ :. . n� � � . �4'-. O : 1 �: _._ . iilil -...,.. .....__� ..- . .�� ._ ---- ---- -------- - - - - -- -------- -- 147 156 im irn � I � 148 157 '� '� i Q_ 1 149 158 ' 0 mi nr � � 1b0 159 i ` 151 N', 160 I O �------- ° ._--- 152 � 161 � �f---O�----------- - - -- -- R I �i 153 162 I nn mrn � � �, 15� 163 � I 155 164 121 ............ (p .tn'.;}•{M'�:N � 0 7� . n �m rn m�1 m m �� . ;. _- ____-__ '___.... _ . . ____ _ _ ....__ � I �k �>:: � ' I :f>::>:?:�:::; � , �� 197195�199<206201202 i i N�i-� _ __ r.�__ _ � - _ �� _ � n �(�`17 � 18 19 � ) ( ) � �/ � �J Floor Man �o� ��� RAM Steel 14.06.01.00 Page 2/2 Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf � floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Deck 50.0 25A 100.0 Uru•educible 0.0 0.0 0.0 New floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Reduction PLL CLL Mass DL �� k/ft k/ft k/ft Type Wft k/ft Wft Ll side typ 0.300 0.000 0.145 Reducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips Icips lcips P9 9 6.200 0.000 19.500 Um•educible 0.000 0.000 0.000 P 10 10 4.500 0.000 14.800 Um•educible 0.000 0.000 0.000 P11 I1 2.600 0.000 7.800 Uru•educibie 0.000 0.000 0.000 P12 12 8.300 0.000 22.900 Uru•educible 0.000 0.000 0.000 P13 13 4.000 0.000 10.500 Uru•educible 0.000 0.000 0.000 P14 14 2.600 0.000 7.300 Um•educible 0.000 0.000 0.000 P15 15 4.800 0.000 17.600 Um•educible 0.000 0.000 0.000 P16 16 7.700 0.000 19.000 Uru�educible 0.000 0.000 0.000 P17 17 7.400 0.000 24.900 Um•educible 0.000 0.000 0.000 P18 18 6300 0.000 26.000 Um�educible 0.000 0.000 0.000 P19 19 8.600 0.000 29.100 Um�educible 0.000 0.000 0.000 P20 20 11.200 0.000 32:000 Unreducible 0.000 -0.000 0:000 P21 21 9.000 0.000 34.100 Unreducible 0.000 0.000 0.000 P22 22 12.800 0.000 39.600 Um•educible 0.000 0.000 0.000 P23 23 2300 0.000 6.700 Um•educible 0.000 0.000 0.000 P24 24 12.000 0.000 34.000 Um•educible 0.000 0.000 0.000 P25 25 4.300 0.000 15.900 Um•educible 0.000 0.000 0.000 P26 26 8.500 0.000 23.800 Um•educible 0.000 0.000 0.000 P27 27 10.600 0.000 24.500 Unreducible 0.000 0.000 0.000 P28 28 1.500 0.000 4.100 Um•educible 0.000 0.000 0.000 P29 29 10.200 0.000 34.600 Unredueible 0.000 0.000 0.000 P30 30 10.700 0.000 36.400 Um•educible 0.000 0.000 0.000 P31 31 2.300 0.000 8.200 Um•educible 0.000 0.000 0.000 P32 32 2.500 0.000 8.100 Um•educible 0.000 0.000 0.000 P33 33 5.400 0.000 19.800 Um•educible 0.000 0.000 0.000 P34 34 3.700 0.000 14.100 Um•educible 0.000 0.000 0.000 P35 35 0.500 0.000 5.200 Um•educiUle 0.000 0.000 0.000 P36 36 6.900 0.000 22.200 Unreducible 0.000 0.000 0.000 P37 lvl 9 V 18 10.100 0.000 14.000 Reducible 0.000 0.000 0.000 P38 1v19 T.418 22.300 0.000 33.600 Reducible 0.000 0.000 0.000 i I i Floor Man ' RAM Steel 14.06.01.00 ��� ��� Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 9 X _ .__ _ ___ - ...._ !_ ' � � WIDc14 6 � WiDC16 � W1D¢6 6 � 1��'+^o c / � � +'�� ; O�c12 6 � J '� � Ox12 � - Sj Ox12 . m m . uV --- - . ._------ - - �i - - � c - -� - -........ -- O o; Out2 6 � , x W10x12 W10x12 m 3 WIOui2 6 �.. �N�,.. WIOx�2 6 M �"' m(�2 �mg, u°� 2xE5 t2�O� Cd : � V --- � -------- � -� � - � - - - j �. --------- ' O � � ���;� N„Ox,2 ; � 6X4 26 . W16k40 0 0,' � � � 2x53 30 U ------------------ �. .. . � - - - - - ---------- _. O WI6x7 o WI2�t16 0/M''� : l/ /,`� °' �'S v�nzx a�v�nac�a s o � -__ ' , x : T.4 7r�" '� �,� ���� WI2x16 8��� ; /,�/fi�3 n' T ___ � N WI2x5S 10 '- - O X _f��� ,� _ , ��z ,oi � w � WiDc53 � '� w o d� m WIDc19 � ��2 _ ,::>W1Dc 40 '" ac5317 D - r -- �:::. �:::: .:.. O .::•: — 1 � �::� C S - , . ..... c C . ' ':>:� =V�6x1 V�6x1 �:'� �) WI �0>;: _V�BxI c10�:�:� c30 Q __ � - k�.� —V�6xi � V�8x1Ca �X���I �I R - --- V�sxi 3 V�sx1C.- � �f , ;<�. —v�sx� v�ex�c�s �:.3l � ..__ , ;,.:.; :<�;;, ' ..... ;�::•I ; �_WI x30':':" _�-- �1 :WI2C30 � i � �� w ro m �� � � �� m lf E ;_ Q - 3 � O : ��, �' 4� i xa _ x 'd � \ �/ / � ..___ �'�---- �---�'i_�---------- ��- -----------� ___ _-.�� � �{�17 J ( 18 � ( 1y ) 9 .%N � Z"I ) � ZL � i �� \� �� �� �J i Floor Man `�c �� RAM Steel 14.06.01.00 Page 2/2 ��� Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Decics: Deck Label Deck Type Slab Orientatio Action n � Deck deck Noncomposite One-Way 0.00 degrees � New floor deck Noncomposite One-Way 0.00 degrees � New floor deck Noncomposite One-Way 90.00 degrees � 4 1/2" Deck VULCRAFT 2.OVL One-Way 90.00 degrees � f I I a Floor Man �, ��, RAM Steel 14.06.01.00 ��� Katie Warren � RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 8 y . .. - - 31 - -____ : O .. .... ::..:.... ... ::::..... ::::..... : titi�N ti•:(� ti•:a I .... .. .... :.� � � ..:M•:.(7 •:.(h .� : V, ':}.�:.:� �'.� � :::.:. 1� N to W -._ ___ ' 37 � �; � .: � ..' o . 44 45;: 46 ' � `� ,. � ;N. 47 48_ 49 --- �.._. _ : ,' ; : . g; ; � -: 1Q w _ , 23 � - - c ; 50- ; ; _ _ . t., ; ? <. t� Eo J L 51:5 n '; 22 �� T.4 ----- ---------__... ; m ,: ; = �o -------- ............. 6 �......_ 59 : < 21 ;a� � ' T 63 ... ____.°° - %_ _. n O � N � :: . . u`�i . ': 13 -. '.I�. . . . 56 of �I S - ---------- P43 : ;; ; #� : � ; � , 9 i ._-- . '�_ 7. _ .. O �4: 71 �—N � O 75 � ----------------- m � ? : � ; 72 :- - o - - 94=1 76� 73 � �� 101 ' O ___ ' Ld:! 104 81� � ' : �� _ � �� -- � � � , ; Floor Man ��� ��� RAM Steel 14.06.01.00 Page 2/2 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf � floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Deck 50.0 25.0 100.0 Um•educible 0.0 0.0 0.0 roof 0.0 0.0 100.0 Uru•educible 0.0 0.0 0.0 Line Loads Label DL CDL LL Reduction PLL CLL Mass DL k/ft Idit lc/ft Type k/ft k/ft 1�/ft LI side typ 0300 0.000 0.145 Reducible 0.000 0.000 0.000 � L4 bottom 8 0.224 0.000 0.700 Unreducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips lcips Type kips kips kips P39 lvl 8 V18 7.300 0.000 3.500 Reducible 0.000 0.000 0.000 P40 1v18 T.418 14.400 0.000 7.000 Reducible 0.000 0.000 0.000 P41 Iv18 S18 3.300 0.000 1.600 Reducible 0.000 0.000 0.000 P42 1v18 Q18 1.800 0.000 5.600 Reducible 0.000 0.000 0.000 P43 Ivl 8 Q 19.7 2.600 0.000 8.200 Reducible 0.000 0.000 0.000 ( I Floor Mau �.�� ��� RAM Steel 14.06.01.00 Katie Warren RAM DataBase: Sebastiau 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 8 V�6x75 6 y, . _.. ___ - _.. _ _ : . O ::,a�:::.o}r�:::o, : � :,i;� :�X�%f,:::} I � � VJ12%�Q ..,� .�pJ .. m�'.�... VJi2X�4 ' ��+,�o �'��. ��14 ��-::�o +�o�l � __ _ N � 0---------- ----- - - ` W10ui2 I�Ou12 6 Iil�Ox12 . � trx12 6 � �Ox12 6 � WIO�c12 6 ! � � � � � WIO�c12 � � Ou12 6 � �Ox12 6 `�° ---.._! � � � � _ _ � I�I JzX 25 sXss o I `� Wiac1910 � 19 � �` 0 ..... ._--------- �j �I�����D26 10 g 2x16 9 '�I--------- ... � I ! � -- N��� � ��I � � T.4- � ��.y Dc19 10' WIDc19 10 W� 19-- — O�c1� _ �1 � 2x19 10 Illl lllllt�� � - _ 0...__..._____________� NF_�.. . ___� _ I � 3 WIDc1 � � � Ill �, � ' �� WID2 14 �i ��, ', . �__ I�Illlall�l ��, �, _ __ __ ��� � z�22 ,o n � : ....... . � ' 2x16 8 N�D�VVIDc1 � �,4 $ �, �Ifll Illlf� ��,���� ; O.__ ...___..------� �i Dc168 ����2U . ..�,�. �: D22 10 (I��� 50 14 ��� :� �% � '2WID^WI2x1 N �� ' OQ --------------------.... �', L.._2x79 58 �. ,. . WiDc40 331 � 12x�4WIDc - ----;_. ;� � -� _ -� - _ � � i ;, t � � , / � � .��� / ` / P — _ � �J �/ �/ �J � ��� Floor Man � �"� RAM Steel 14.06.01.00 Page 2/2 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Decks: Deck Label Deck Type Slab Orientatio Action n � roof Noncomposite One-Way 90.00 degrees � 4 1/2" Deck VULCRAFT 2.OVL One-Way 0.00 degrees � 4 1/2" Deck VULCRAFT 2.OVL One-Way 90.00 degrees I Floor Man �-� ' ��� RAM Steel 14.06.01.00 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 7 ' 11 _. . - X , i 14 � �� 15 � ; � o, �:::: .�:. 5 ; :.;: ..:::,.�o; ; N : � : 6 ,, � ; � ._ , W ----- -------- � „ �. ; O : : -------- , � � k d.E .::: 25 �g.:: 72 ; -i�sQy4 N1 � ~ M Zp m �__- _____ V 24 . ., � _____ _ 86 16• � � $ ��; n 5 39 � M _� U - - - O 61 ' 40. ' ry 37 _ N T.4 JK� ' � —6 O 4�: � - � : � � T — — � x _ . � �¢ v qvT ro � 32 — :�:...�. .�.� e ; ! Ni N. OOf M i � � 29� ' :31 �: 66 S ----- ....----- � � � � -- -- - '. O 75•� o .....;:::n .»,a.:,,�.,<.: 78 ! h R n � ' rO1- ; �� � O �� 79 .,,.�,,,��„-..�::: 77; m � , , Q ------ -------- 7 �: '. l7 ': .:: 84 z�'4973_�:_ _82 . �_. 67 \!/17� _______� � �! 1R 1 .� � __�l 9Q 1 ___.. 1 � 79(1_... _ �l 99 1____ �_.. . 9 _ - __.- : _____- � /� � � � � � � � I , Floor Man �- � '�� RAM Steei 14.06.01.00 Page 2/2 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf � floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Deck 50.0 25.0 100.0 Unreducible 0.0 0.0 0.0 roof 0.0 0.0 100.0 Uru•educible 0.0 0.0 0.0 Line Loads LaUel DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type lc/ft k/ft k/ft L1 side typ 0300 0.000 0.145 Reducible 0.000 0.000 0.000 L6 side deck 6&7 0.600 0.000 0.725 Reducible 0.000 0.000 0.000 L7 bottom 5-7 0.850 0.000 0.410 Reducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P44 ]v16&7 V18 5900 0.000 2.900 Reducible 0.000 0.000 0.000 P45 Iv16&7 T.418 14.400 0.000 7.000 Reducible 0.000 0.000 0.000 P46 lvl 6&7 S18 3.300 0.000 1.600 Reducible 0.000 0.000 0.000 P47 Iv17 Q18 12.600 0.000 16.700 Reducible 0.000 0.000 0.000 P48 Ivl 7 Q19.7 4.500 0.000 13.900 Reducible 0.000 0.000 0.000 P49 ]v17 Q21 1.100 0.000 3.400 Reducible 0.000 0.000 0.000 I � � � Floor Man � ��� RAM Steel 14.06.01.00 Katie Watren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 7 _ _ ' V�6x15 9 !-,. -_ .. ' �. � Jfof<�i}o ..�. : - -- , I �}[St�z?{�;::.:; : I i � W12x14 ..� ....a0........ Wixc14 '� �0+�� � ''�:�::•� Dc1�8�;::N �����I��� +'o�l O ^.�� O�c12 '� 07c12 6 c VJi0xt2 �, ; �,, ___ � IIIIIIIIIIIIIII�� ` � W10zt2 6 pX12 6 ��12 ', <o c a ` .- .- I ;���' O�c12 � Ox12 6 � W10x12 �- ; � __ , I�I c2x 25 6�Q6 0 I��1�106 ' � I`�Ii�l����ll�l� �wta��� 'y�� ' O - __ DQ6 12 � I�II��� 9 10 ������ j 3. rn 2x16 8 � !6�-� ;N O2�C2612. � E T.4 ----- � I bviacVV�2oP i T R DjQ6 15 W12x19 10 �W�1'�( :i �3 O ____ � �IIlI� N �WIa(1$ ' N `� 05 � WI2x1 I�C1�4� �' �(Il�ll��il�l � ��II�� z � S aas ,z u�n2x,s e X, ' _ F �_ . ' 2xls �z � � � N 2X3J �6 k � , � R O- .. .. �, a¢� iz � � � , 3! �a5 �s � o i zxzs �z � � ( �i , , (� ----------------------- ,. ac87 13 W12x40 8 2x14 x1 �-- ---.;,. 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I � � U U � .�J U U � Floor Map ��3 RAM Steel 14.06.01.00 Page 2/2 ��� Katie Waizen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf 0 floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Redaction PLL CLL Mass DL k/ft klft Ic/ft Type Wft k/ft k/ft LI side typ 0300 0.000 0.145 Reducible 0.000 0.000 0.000 L6 side deck 6&7 0.600 0.000 0.725 Reducible 0.000 0.000 0.000 L7 bottom 5-7 0.850 0.000 0.410 Reducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL Icips Icips Icips Type lcips kips lcips P44 Ivl 6&7 V l8 5.900 0.000 2.900 Reducible 0.000 0.000 0.000 P45 Ivl 6&7 T.418 14.400 0.000 7.000 Reducible 0.000 0.000 0.000 P46 1v16&7 S18 3300 0.000 1.600 Reducible 0.000 0.000 0.000 P50 Iv16 Q18 10.500 0.000 8.500 Reducible 0.000 0.000 0.000 Floor Man � RAM Steel 14.06.01.00 �'� Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 6 y _ ._ ... V�8x15 8 ' __ ' 0 0 6 Wi2ui9 cO �"O WiDc19 ,, ��6 ��2x i�8 s i i � � +`'s N � � WIOz12 6 � : . � �___��� - -------- :- W __ ______ M V�I�%�Z �WI�%�Z .. � � WIOu12 6 : � �' WI�12 6) .� (,) � �W1�12 6 :N . � `� � ::S� ��^ S`! : �.:x , W10x1�6�} � WIOX�Z{B�N WIO�c12 6 � .. �� 3 ..._...— O � ; i WI2x 25 �...WI6�Q6 0 s:_: 2x14 i � ":�� .:�:<: . ' � m . W12a2612 �� � � , 0 � _� ; ... ��,� ,4 3 _ . � , o � % N O � .. ..._ Wt2�26j12) . o : : � T.4 � x — WIDQ6,{15), : � �:.`W12x30 t5)� o -- ' � _._ ' rn � O � �� � , _ � � ��.�o> � . �3 € WI2u19 10 � ... � � 2) ; �h2x� 15} _ � co 0 x a ry X S WI2x2B 12 �,� W12x19 10 :: N xt � . O , m I WI2�C26 12 ��><o � ; N ` � � 2 .�i0 �4: > R � ' WiDQ6-�t2? � ° - � - ___ ________ N :r( > � �_ �4 - f X ' ro 3W ; � ...:: � :: W72�c3014:� �io � W12a26 12 -�_�o :i: �i: -.iN � ' ; :� : �� : �. I Q _ _(13? ,�, WIDc40 8 : Dc14 + 1 j.. - -- - .. .... . ._._._: WIDc65 "-- ,i ��� __ U _ U -- '�� _ U U � �i� Floor Man ��� RAM Steel 14.06.01.00 Page 2/2 Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Decks: Deck Label Deck Type Slab Orientatio Action n � 4 1/2" Deck VULCRAFT 2.OVL One-Way 90.00 degrees I I � Floor Man �If� ��� RAM Steel 14.06.01.00 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 5 X __.. ._ ' -__. ._ _..... .. 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I O � ' - .� - ' - �� � _ __� � � _ - � ILV LI G ( Floor Man ��� ��� RAM Steel 14.06.01.00 Page 2/2 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loacls Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf � floor 25.0 0.0 40A Reducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Recluction PLL CLL Mass DL klft k/ft l�/ft Type k/ft k/ft k/ft Ll side typ 0.300 0.000 0.145 Reducible 0.000 0.000 0.000 L7 bottom 5-7 0.850 0.000 0.410 Reducible 0.000 0.000 0.000 L8 side deck 5 0.300 0.000 0360 Reducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reclaction PLL CLL Mass DL kips lcips kips Type kips kips kips P59 Iv15 T18 8.700 0.000 4.200 Reducible 0.000 0.000 0.000 P60 Iv15 S18 2.100 0.000 1.000 Reducible 0.000 0.000 0.000 P61 1v15 Q18 4.900 0.000 2.400 Reducible 0.000 0.000 0.000 I � i Floor Man �' � RAM Steel 14.06.01.00 ��� Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 5 - - , _ _ _ _ i ❑ �� �5 V�8u10 ❑ ! � V�B�Q8 I �'�, �� W � ' W12x14 8 : . ---._. 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O � \ i / �. �-� -- �\ /-�-\_ __ 7� _ _/"'\ I � � � 1 J20 21 22 Floor Man ��� ��� RAM Steel 14.06.01.00 Page 2/2 Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL � Psf psf psf TYPe psf psf psf floor 25.0 0.0 40.0 Reducible 0.0 0.0 0.0 Deck 50.0 25.0 100.0 Unreducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Redaction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft 1�/ft Wft L9 bottom deck 4 0.166 0.000 0.200 Reducible 0.000 0.000 0.000 L10 bottom 4 0.270 0.000 0.130 Reducible 0.000 0.000 0.000 LI 1 side 4 0.374 0.000 0.180 Reducible 0.000 0.000 0.000 Point Ldads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P55 1v14 T18 1.000 0.000 0.500 Reducible 0.000 0.000 0.000 P56 Ivl 4 Q18 12.700 0.000 6.100 Reducible 0.000 0.000 0.000 P57 1v14 Q19.7 1.600 0.000 0.800 Reducible 0.000 0.000 0.000 P58 1v14 Q21 1.800 0.000 2.200 Reducible 0.000 0.000 0.000 � � � � Floor Mau � ��� RAM Steel 14.06.01.00 KaYie Wairen RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: 4 X _ - _ .. 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Description: L9 Beam 165,W12x53 Final Section Properties �m Totai Area . in"2 ' Calculated final C.G.distance from Datum: XcgDisl. . in YcgDisL . in __.-_. �;��,cc Edge Distances from CG.: +X in -X in +Y in I -Y in � I�c= . in"4 �YY= . in"4 Sbc:-Y in^3 Sbc:+Y . in"3 Syy:-X . in"3 Syy:+X . in"3 rxx . in �ri . in --- 'Steel Shapes _W12x53:t I�oc= 425.00Oin"4 Rotalion= OdecCCW Area= 15.600 in"2 l yy= 95.800 in"4 Xcg= 0.000 in Height 12.100 in S�= 70.248 in^3 Ycg= 0.000 in Width t0.000in Syy= 19.160in^3 - --- -- �HSS10xtOxt/2:2 Ixx= 256.00Oin^4 Rotation= OdecCCW Area= 17200 in^2 lyy= 256.000 in^4 Xcg= 0.000 in Height 10.00Oin Sbc= 51200In"3 Ycg= -0t.000in Widlh 10.000 in Syy= 51.200 in^3 I Title Block Line 1 Project TiVe: �p I You can change this area En�ineer: Project ID: ����.. using the°Settings"menu item Pra�ect Descr: and lhen using ihe'Printing& ' Title Block"selection. ' Ti�eBlockline6 Pnn;c-0 ]APRh114 856A41 <General Section Pro ert Caiculator F�-R`�°S-,�"c�"E-nc�a�a°"'�s p y ENERCALQINC19812014,&e7d674.123Ver614.123 .: � �i. • '• ,,.. DeSCription: L96eam28,Wi6x45 '��.. Final Section Properties . . . oa� . . ___ � Total Area . in^2 I ' i ' Calculated final C.G.distance Uom Datum: ' X cg Dist. in YcgDist. . in ' Edge Distances fwm CG.: — �'�^ � +X . in ' -X . in +Y . in -Y : in ' Izx= . in"4 ' �YY= . in"4 i ' S�c:-Y . in^3 , ' Sax:+Y . in^3 �'.., ����. Syy:-X . in^3 ''�, '.. Syy:+X . in"3 ', r rx . in ' ' rYY : in � Steel Shapes _ .. _ ' �Wi6x45:1 bcx= 586.00Oin^4 Rotation= OdecCCW Area= 13.300 in^2 lyy= 32.800 in^4 Xcg= 0.000 in , Height 16.100 in Spc= 72795 in^3 Ycg= 0.000 in �dth 7.040 in Syy= 9.318 in"3 ', .._ _ �SS8x8x1/2:2 i�oc= 125.000 in^4 Rolation= O dec CCW Area= 13.500 in"2 lyy= 125.000 in^4 Xcg= O.00O in Height S.00O in S�cc= 31250 in^3 Ycg= -12.050 in Width 8.000 in Syy= 31250 in"3 Title Block Line 1 Project Ti�e: r� You can diange this area En�ineer: Project ID: V,J,� �� using�he"Settings"menu item Pro�ecl Descr: and lhen using ihe"Printing& Title Block"selection. Title Block Line 6 _ Pnm=e�.�aPnzau,e�ssna I General Section Property Calculatar F�e=P:,s3eo-s-nehc�Ne-��c�;a�s�eo,:v.e� � ENERCALC,INC.198&2014,Bm''A�.6.14.1 23,Ver 6.14.123 i��i� � -� DeSGiptlon: L9 Beam 28,W16x45 with wnc Final Section Properties � oa� 1 TotalArea . in"2 c� Calalated fnal C.G.distance irom Datum: ' X cg Dist. . in YrgDist. . in Edge Distances from CG.: , .X in — ec oamm -X in +Y in -Y in Ixr= in^4 �ri= . in"4 Sbc:-Y . in^3 � S�c:+Y . in"3 ��� Syy:-X in^3 Syy:+X in"3 r�c . in I �ri in Steel Shapes _W16x45:1 Ix�= 586.000 in^4 Rotation= 0 dec CCW Nea= 13.300 in"2 lyy= 32.800 in^4 Xcg= 0.000 in Height 16.100 in S�a= 72.795 in"3 Ycg= 0.000 in Widlh 7.040 in Syy= 9.318 in"3 HSS16x4x5/8:4 I�= 54.100 in"4 Rotation= 90 dec CCW Area= 21.000 in^2 lyy= 539.000 in^4 Xcg= 0.000 in Height 4.000 in S�c= 27.050 in^3 Ycg= -10.050 in Width 16.000 in Syy= 67.375 in^3 I I Title Block Line 1 Project TiUe: `��� ', You can change this area En9ineer: Project ID: ���,. using the"Setlings"menu item Pro�ect Descr: and then using the°PrinUng& ', Title Block"selectlon. ' TiUeBlockLine6 P""�ed �"�2014 8�� � � �� Flle'P,I936qS'11ENGWE-1Malcsl9380�xeU �: .. �General Section Property Calculator ENERCALC,INC 7983201A,&nId614.123,Ver614.123 � �� • • Desaiplion: L9 Beam 54,W12u65 Final Section Properties � _ _ oa�m TotalArea . in^2 Calculaled final C.G.distance from Dalum: XcgDist. . in YcgDist. : �� _ ma��m Edge Distances from CG.: +X in -X . in +Y in -Y . in I�c= i�"4 lyy= in"4 Sxx:-Y in"3 ' Spc:+Y . in"3 ' Syy:-X . in"3 ' Syy:+X , in^3 rpc . in ' ryy : in _ _ _ 'Steel Shapes __ . �Wipx65:1 I�oc= 533.00Oin"4 Rotation= OdecCCW Area= 19.100 in"2 lyy= 174.000 in^4 Xcg= 0.000 in Height 12.100 in Snc= 88.099 in"3 Ycg= 0.000 in Width 12.000 in Syy= 29.000 in^3 � HSS14x10x518:2 I�oc= 407.000 in"4 Rotation= 90 dec CCW Area= 25.700 in"2 lyy= 687.000 in"4 Xcg= 0.000 in Height 10.000 in Sbc= 81.400 in"3 Ycg= -11.050 in Widlh 14.000 in Syy= 98.143 in^3 TiUe Blxk Line 1 Project Tifle: � You can change this area En�ineer: Project ID: using the"Settings"menu item Pro�ecl Desa: and then using the"Pnn6ng& Title Block"selection. Ti�e Block Line 6 Pnnted:7PPR2014.85GAM General Section Property Calculator F�`P�`�s�+�NC�NE-,!c�a�aW�s ENERCALC.INC.19&120f4.eu1d.614.i 23.Ver.8.14.123�: 1 � ii. � -• Descnp6on: L9BeamN,Wi2xt9 _ Flnal Section Properties G -_ _ . Total Area : i��p ��m Catculated final C.G.distance from Datum: X cg Dist . in Y cg Dist. . in Edge Distances Bom CG.: +X ' —. .__ ._._�e�m ..___cc � in -X . in +Y . in -Y . in ��_ . in^4 ! �YY= . in"4 Sx�c:-Y . in^3 Sbc:+Y . in"3 . Syy:-X , in^3 '��.. Syy:+X : in^3 rpc : in �ri : in ' SteelShapes .. _ _ _Wi2xt9:1 Ixx= 130.00Oin"4 Rotation= OdecCCW Area= 5.570 in"2 lyy= 3.760 in"4 Xcg= 0.000 in Height 12200 in Sxx= 21.311 in^3 Ycg= 0.000 in Wdih 4.010in Syy= 1.875in"3 HSS6x6xt12:2 i�a= 48.300in"4 Rolalion= OdecCCW Area= 9.740 in^2 lyy= 48.300 in^4 Xcg= 0.000 in Height 6.000 in S�ec= 16.100 in^3 Ycg= -9.100 in Width 6.00Oin Syy= 16.t00in"3 I I I Title Block Line 1 Project TiUe: ��� You can change this area En�ineer: Project ID: using Ihe°Seltings"menu ilem Pro�ect Descr: and ihen using the°Printing& Title Block"seiection. Ti11eBlockLine6 v�osa inrasow ass,un (General Section Property Calculator F��e-P.`�e°S-+�NC�NE�,�a's�eo�.� ENERCALC,INC 19832Qid,Bw1d614.123,VerS14123 ; � �i • -• Descriptlon: l9 Beam 34,W16x50 ._ _.. . _ ._ ___ _ _... ...._ Final Section Properties °aj Total Area . in"2 C6 Calculaled final C.G.distance irom DaWm: XcgDist. . �� Y cg Dist . in Edge Disiances from CG.: +X : in ...._ ._..�x�...__cc -X . in +Y in -Y . in ��_ . in"4 lyy= in"4 S�a:-Y in"3 Sxx:+Y . in"3 ' Syy:-X : in"3 � Syy:+X : ��"3 rpc : in �ri : in . __ _ S Steel Shapes _ _ �W16x50:1 Ix�= 659.000 in"4 Rotation= O dec CCW Area= 14.700 in^2 lyy= 37.200 in"4 Xcg= 0.000 in Height 16.300 in Sxx= 80.859 in^3 Ycg= 0.000 in Wdth 7.070in Syy= 10.523in^3 HSS8x4x1/2:2 i�oc= 23.600 in"4 Rolation= 90 dec CCW Area= 9.740 in^2 lyy= 71.800 in"4 Xcg= 0.000 in Height 4.000 in Sbc= 11.800 in"3 Ycg= -10.150 in Width 8.000 in Syy= 17.950 in^3 Titie Block Line i Project Title: � o� You can change this area Engineer. Project ID: ' using the"Seltings'menu item Pro�ect Descr: ' and then using the°Printing 8 TiUe Biodc"selectlon. Ti�e Block Line 6 Pm'ed 'lAPR2074 BS6NA General Section Property Calculator F�'P•'�'+�"c'"E',�a`�w.�' ' ENERCALC,INC 19812014,&eid 614:143,Ver:614.i23'..: � ��� � -• DescnpGon: L88eam&5,Wt2x79 Final Section Properties . - � ._ ____.... __...._ �.� _.... oa� Totai Area : in^2 Calculaled final C.G.distance from Datum: XcgDist. . in Y cg Dist. . in EdgeDistancestromCG.: ������� ���������°"� +X . in -X . in +Y . in -Y . in 1�= . in"4 �YY= . in"4 ' S�a:-Y . in^3 Snc:tY . in^3 ' Syy:-X . in"3 ' Syy:+X . in"3 rxx . in ' �YY . in Steel Shapes . _ _ _ _Wi2x79:t 6oc= 662.000 in"4 Rotation= O dec CCW Area= 23.200 in^2 lyy= 216.000 in^4 Xcg= 0.000 in Height 12.400 in Spc= 106.774 in"3 Ycg= 0.000 in Wdth 12.100 in Syy= 35.702 in^3 HSS14x10x5/8:2 boc= 407.000 in"4 Rotation= 90 dec CCW Area= 25.700 in^2 lyy= 687.000 in"4 Xcg= 0.000 in Height 10.000 in Sxx= 81.400 in^3 Ycg= -11200 in Widlh 14.000 in Syy= 98.143 in^3 I i Tille Black Line 1 Project TiUe: ry You can change this area En�ineer: Proiect ID: �j p/ using lhe"Setlings°menu item Pro�ect Descr: and then using the°Pnnting& , Title Black"selection. '��.. TiOeBlockLine6 P"ied1i��014 e�`� [General'Section Property Calculator ' F��e-P's�°S-,��c�NE'�ia`�w.�s ' ENERGALC,INC 19832014,&n1d6.14.123,Ver.&14123 ��] i �� • • Description: LBBeam104,W12u40 ��� ._._ _.._ ._.. .__ . . ._. Finat Section Properties ` � - _ _ s c ��m TotalArea . in"2 Calculated finai C.G.distance from Datum: X cg Dist in Y cg Dist. . �� Edge Distances from CG.: _ �a„�, ---cc __ _ +X . in _X . in +Y . in -Y . in ��= in"4 lyy= , in"4 S�c:-Y . in"3 Sbc:+Y . in^3 �'�.. Syy:-X . in"3 �''�... Syy:+X . in"3 , rpc : in rYY : in � . __ J SteelShapes _ _ �W12x40:1 _ 6oc= 307.000 in^4 .. Rotalion= O dec CCW Area= 11.700 in^2 lyy= 44.100 in^4 Xrg= 0.000 in Height 11.900 in Sax= 51.597 in^3 Ycg= 0.000 in Wdth 8.010 in Syy= 11.011 in^3 � HSS8x6x1/2:2 I�oc= 62.500 in^4 Rotation= 90 dec CCW Area= 11.600 in"2 lyy= 98200 in^4 Xcg= O.00O in Height 6.000 in Sbc= 20.833 in"3 Ycg= -9.000 in Width 8.000 in Syy= 24.550 in^3 Title Block line t Project TiUe: You can change this area Enyineer: Project ID: � using ihe"Seltings"menu ilem Pro�ect Descr: and ihen using the°Prin6ng& Title Block"selection. TiOe Block Line 6 Pnn�:]AM21014,8�.5'aMl General Section Pro erk Calculator ' F'�-P:"�`,�"c'"E-„c�a``,�a"'.� p �y ENERCALC INC 19832014,BU1d614.123,Ver.674.i23 ���i� • '� Descrip6on: L8 Beam 11,W12x45 . . _—._....._. . . ...___ .._.. 'Fina1 Section Properties o� -- _ ...__- Dalom Total Area . in"2 Calculated final C.G.distance hom Datum: X cg Dist. . in YcgDist . in Edge Distances Gom CG.: .. ..... m.......� +X in -X in +Y . in -Y . in Ixx= . in"4 �YY= . in"4 S�a:-Y . in"3 Sbc:+Y . in"3 ' Syy:-X . in"3 Syy:+X . in^3 r�a . in ' �YY . in ' =Steel Shapes _ -- — �W12x45:1 lux= 348.00Oin"4 Rotalion= OdecCCW Area= 13.100 in^2 lyy= 50.000 in"4 Xcg= 0.000 in Height 12.100 in Sau= 57.521 in"3 Ycg= 0.000 in Width 8.050 in Syy= 12.422 in^3 . -- _ _ _ .--- HSS8x6x1/2:2 I�a= 62.500 in"4 Rotation= 90 dec CCW Area= 11.600 in^2 lyy= 98.200 in"4 Xcg= 0.000 in Height 6.000 in Sbc= 20.833 in"3 Ycg= -9.000 in Width 8.00Oin Syy= 24.550in"3 � I , = Beam Summarv /�� RAM Steel 14.06.01.00 �� Katie Watren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD STEEL B�AM DESIGN SUMMARY: Floor Type: 9 Bm # Length +Ma -Ma Mn Fy Beam Size Studs ft kip-ft ldp-ft kip-ft ksi 3 7.17 43.9 -39.7 284.2 50.0 W16X31 u 15 1.50 0.0 -39.7 4 7.17 43.9 -39.6 284.2 50.0 W16X31 u 15 1.50 0.0 -39.6 5 10.33 4.7 0.0 110.4 50.0 W12X14 u 6 8 2.00 0.0 0.0 36.5 50.0 W8X10 u 9 13.50 03 OA 19.6 50.0 W12X14 u 10. 2.00 0.0 0.0 36.5 50.0 . W8X10 u 11 13.50 183.3 0.0 1933 50.0 W12X19 #*u 36 12 7.00 24.7 0.0 136.0 50.0 W12X19 u 5 13 19.33 160.9 -91.7 8149 50.0 W16X89 u 25 533 0.0 -91.7 14 ]7.67 43.0 0.0 173.8 50.0 W 12X22 u 10 18 8.92 0.0 0.0 72.5 50.0 W12X14 u 19 6.75 0.0 0.0 72.5 50.0 W12X14 u 20 8.92 45.2 0.0 118.2 50.0 W12X14 u 7 21 25.79 437.2 -20.1 1091.7 50.0 W18Xi 19 #u 2.00 10.9 -20.1 24 8.21 1].8 -91.8 729.2 50.0 W 16X89 u 5.33 0.0 -91.8 26 13.67 16.0 0.0 86.9 50.0 W10X12 u 7 27 19.50 26.8 0.0 222.9 50.0 W 12X45 u � 28 25.08 322.8 0.0 492.6 50.0 W16X45 *u 26 29 16.42 ]14.9 0.0 304.2 SOA W16X40 u 0 31 22.33 289.8 0.0 561.9 50.0 W 16X50 u 36 34 22.33 295.2 0.0 5619 50.0 W 16X50 u 36 39 13.67 16.2 0.0 86.9 SOA WIOX12 u 6 40 13.67 15.3 0.0 86.9 50.0 W10X12 u 6 41 13.67 9.3 0.0 86.4 50.0 W10X12 u 6 43 14.17 14.7 0.0 86.9 50.0 W10X12 u 6 44 14.17 14.7 0.0 86.9 50.0 W10X12 u 6 45 14.17 14.7 0.0 86.9 50.0 W10X12 u 6 46 14.17 15.9 0.0 480.6 SOA W 12X65 u 12 47 14.17 14.5 0.0 86.9 50.0 WIOX12 u 6 48 13.67 16.1 0.0 86.9 50.0 W10X12 u 7 ( 49 13.67 16.2 0.0 86.9 SOA �V10X12 u 6 50 13.67 16.2 0.0 86.9 50.0 �V10X12 u 6 51 13.67 1G3 0.0 86.9 50.0 W10X12 u 6 52 2.00 0.0 -10.2 24.25 484.0 -10.2 1142.3 50.0 w�Fxinn �� r.n -----. . .. ,,., i , . Beam Summarv ��( /�� RAM Steel 14AG01.00 Page 2/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Studs 53 25.08 267.9 0.0 452.5 50.0 W12X53 u 30 54 25.08 585.7 0.0 478.7 50.0 W12X65 #*u 40 55 4.71 0.5 0.0 47.9 50.0 W8X10 u 4 56 4.71 0.5 0.0 47.9 50.0 W8X10 u 4 58 1033 4.9 0.0 193.9 50.0 W12X26 u 6 59 14.17 7.6 0.0 122.4 50.0 W12X16 u 6 62 16.42 29.5 0.0 133.9 50.0 W12X16 u 8 63 16.42 43.1 0.0 83.8 50.0 W12X16 u 0 73 6.92 2.1 0.0 184.2 50.0 W16X26 u 0 76 13.67 97.8 0.0 179.6 50.0 W12X30 u 105 14.17 6.1 0.0 2133 50.0 W12X35 u 106 14.17 6.0 0.0 2133 50.0 W12X35 u 115 28.50 276.9 0.0 1054.2 50.0 W21X101 u 116 28.50 292.9 0.0 1054.2 50.0 W21X101 u 117 9.33 46.2 0.0 179.6 SOA W12X30 u 118 8.58 42.4 0.0 179.6 50.0 W12X30 u 119 933 64.7 0.0 179.6 50.0 W12X30 u 120 8.58 59.5 0.0 179.6 SOA W12X30 u 121 23.59 59.7 -54.9 266.7 50.0 W 16X36 122 24.75 89.6 0.0 342.9 50.0 W 16X45 u 141 13.67 4.7 0.0 72.5 50.0 W12X14 u 142 13.67 4.7 0.0 72.5 50.0 W12X14 u 143 13.67 4.7 0.0 56.7 50.0 W8X15 u 144 13.67 4.7 0.0 56.7 50.0 W8X15 u 145 7.58 2.0 0.0 56.7 50.0 W8X15 u 146 7.58 2.0 0.0 56.7 SOA W8X15 u I 147 15.75 8.1 0.0 56.7 50.0 W8X15 u 148 15.75 7.8 0.0 56.7 50.0 W8X15 u 149 15.75 7.8 0.0 56.7 50.0 W8XI5 u 150 15.75 7.8 0.0 56.7 50.0 W8X15 u I 151 15.75 7.8 0.0 56.7 50.0 W8X15 u 152 15.75 7.8 0.0 56.7 50.0 W8XI5 u 153 15.75 7.8 0.0 56.7 50.0 W8X15 u II 154 15.75 7.8 0.0 56.7 50.0 W8X15 u �I I55 15.75 7.0 0.0 56.7 50.0 W8XI5 u I 156 7.84 2.0 0.0 36.5 50.0 W8X10 i 157 7.84 1.9 0.0 36.5 50.0 W8X10 ', 158 7.84 1.9 0.0 36.5 50.0 W8X10 ' 159 7.84 1.9 0.0 36.5 50.0 W8X10 ' 160 7.84 1.9 0.0 36.5 50.0 W8X10 ' 161 7.84 19 0.0 36.5 50.0 W8X10 ' 162 7.84 1.9 0.0 36.5 50.0 W8X10 163 7.84 1.9 0.0 36.5 50.0 W8X10 ' 164 7.84 1.7 0.0 36.5 50.0 W8X10 ' 155 17.E? 320.0 �.4 qn9� Sn,n w12X53 #��� 17 Beam Summarv � ��� RAM Steel 14.06.01.00 Page 3/15 I Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # LengNi +Ma -Ma Mn F� Beam Size Studs 171 4.42 6.7 0.0 36.5 50.0 W8X10 172 5.17 9.2 0.0 36.5 50.0 W8X10 173 14.00 79.3 0.0 184.2 50.0 W 16X26 176 7.25 0.0 -9.2 3.75 0.0 -9.2 85.0 50.0 W8X21 u 177 7.25 0.0 -10.8 3.75 0.0 -10.8 85.0 50.0 W8X21 u 190 7.25 0.0 -16.4 3.75 0.0 -16.4 85.0 50.0 W8X21 u 191 7.25 0.0 -16.2 3.75 0.0 -16.2 85.0 SOA W8X21 u 192 7.25 0.0 -16.0 3.75 0.0 -16.0 85.0 50.0 W8X21 u 193 7.25 0.0 -16.2 3.75 0.0 -16.2 85.0 50.0 W8X21 u 194 7.25 0.0 -16.2 3.75 0.0 -16.2 85.0 50.0 W8X21 u 195 7.25 0.0 -14.7 3.75 0.0 -14.7 85.0 50.0 W8X21 u 196 2.31 01 0.0 36.5 50.0 W8X10 197 2.88 0.1 0.0 36.5 50.0 W8X10 198 2.88 0.1 0.0 36.5 50.0 W8X10 199 2.88 0.1 0.0 36.5 50.0 W8X10 200 2.80 0.1 0.0 36.5 50.0 W8X10 201 296 0.] 0.0 36.5 50.0 W8X10 202 2.88 0.1 0.0 36.5 50.0 W8X10 205 27.58 149.9 0.0 625.0 SOA WI6X77 u 206 12.75 5.1 OA 102.9 50.0 W12X19 u 216 12.33 106.8 0.0 625.0 50.0 W16X77 u 217 12.33 7.6 0.0 121.5 50.0 W12X14 u 8 218 12.33 10.9 0.0 I55.0 50.0 W12X26 u 220 12.33 17.0 0.0 324.6 50.0 W12X53 u 0 227 10.66 7.9 0.0 122.1 50.0 W12X22 u 230 2.62 0.0 -43 155.0 50.0 W 12X26 u 231 10.42 2.6 0.0 122.1 50.0 W 12X22 u 232 1516 2.9 0.0 26.6 SOA HSS4X4X3/8 u 233 2.63 0.5 0.0 72.5 50.0 W12X14 u 234 2.62 03 0.0 36.5 50.0 W8X10 u 235 10.16 83 0.0 424.3 50.0 W12X58 u 10 Floor Type; 8 ( Bm # Length +Ma -Ma Mn Fy Beam Size Stucls ft lcip-ft lcip-ft kip-ft ksi 1 10.21 13.6 -3.7 266.2 SOA W16X31 u 6 5.33 0.0 -3.7 Beam Summarv ��'� ��� RAM Steel ]4.06.01.00 Page 4/15 ' Katie Wairen RAMDataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm# Length +Ma -Ma Mn Fy Beam Size Studs 2 19.33 32.7 -3.7 301.0 50.0 W16X31 u 12 533 0.0 -3.7 6 4.71 0.8 0.0 47.9 50.0 W8X10 u 4 7 4.71 0.8 0.0 47.9 50.0 W8X10 u 4 8 2.00 0.0 -14.7 25.79 165.5 -14.7 639.3 50.0 W 16X67 u I S 9 25.08 129.5 0.0 422.0 50.0 W12X50 u 25 10 16.42 42.4 0.0 266.7 50.0 W16X36 u 0 11 13.75 258.9 0.0 373.0 50.0 W12X45 *u 21 13 17.67 54.4 OA 102.9 50.0 W12X19 u 14 13.50 244.6 0.0 371.9 50.0 W12X45 *u 18 17 2.00 0.0 -10.8 27.25 438.7 -10.8 I101.5 50.0 W16X]00 u 63 19 17.67 42.3 0.0 83.8 50.0 W12X16 u 21 16.42 25.7 0.0 164.5 50.0 W12X19 u 10 22 16.42 25.0 -1.7 133.9 50.0 W12X16 u 9 2.00 0.0 -1.7 23 16.42 26.2 0.0 164.5 50.0 W12X19 u 10 24 14.17 25.7 0.0 121.7 50.0 W12X14 u 8 25 7.17 1.3 -34.7 179.6 50.0 W12X30 u 6.50 0.0 -34.7 26 7.17 1.3 -34.7 179.6 50.0 W12X30 u 6.50 0.0 -34.7 2g 2.00 0.0 -19.1 102.9 50.0 W12X19 u 2g 2.00 0.0 -19.1 102.9 50.0 W12XI9 u 31 14.17 16.5 0.0 93.4 50.0 W8X15 u 6 32 6.50 3.7 0.0 36.5 50.0 W8X10 u 33 6.50 3.7 0.0 36.5 50.0 W8X10 u 34 6.50 3.7 0.0 36.5 50.0 W8X10 u 35 10.33 6.6 0.0 110.4 50.0 W12X14 u 6 36 10.33 6.6 0.0 ll0.4 50.0 W12X14 u 6 37 13.67 19.1 0.0 86.9 SOA WIOXl2 u 7 39 13.67 191 0.0 86.9 50.0 W10X12 u 7 40 14.17 18.6 0.0 86.9 50.0 W10X12 u 6 41 1933 67.2 0.0 226.9 50.0 W 12X26 u 15 43 1933 67.2 0.0 226.9 50.0 W 12X26 u 15 44 13.67 16.6 0.0 86.9 50.0 W10X12 u 6 45 14.17 18.6 0.0 86.9 50.0 W10Xi2 u 6 46 13.67 16.6 0.0 86.9 50.0 WlOX12 u 6 47 13.67 173 0.0 86.9 50.0 W10XI2 u 6 48 14.17 18.6 0.0 86.9 50.0 W10X12 u 6 49 13.67 173 0.0 869 50.0 WIOX12 u 6 50 25.08 59.9 0.0 164.8 50.0 W12X19 u 10 SI 25.08 79.1 0.0 205.2 50.0 W12X26 u 10 �} �.,L �.� �.� �?�.? sn,p W12X16 u 4 , Beam Summarv (� �� '�� RAM Steel 14.06.01.00 Page 5/15 Katie Watren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Stucls 55 15.50 35.7 0.0 150.4 50.0 W12X16 u 12 56 25.08 83.3 0.0 223.8 50.0 W12X26 u 14 57 18.53 12.2 0.0 118.7 50.0 W12X14 u 8 58 18.53 30.4 0.0 118.7 50.0 W12X14 u 10 59 11.42 11.0 0.0 163.7 50.0 W12X19 u 10 60 11.42 11.6 0.0 163.7 50.0 W12X19 u 10 61 3.92 0.0 -2.8 95.7 50.0 W12X19 u 62 5.95 0.0 0.0 72.5 50.0 W12X14 u 63 5.17 3.5 0.0 52.1 50.0 WIOX12 u 0 65 25.08 562.1 -154.5 675.1 50.0 W12X79 #�`u 58 2.00 0.0 -154.5 67 _ 14.25 67.2 0.0 409.6 50.0 W12X58 u 7 . 71 16.42 27.0 0.0 133.9 50.0 W12X16 u 8 72 16.42 269 0.0 133.9 50.0 W12X16 u 8 73 16.42 28.1 0.0 387.2 50.0 W12X50 u 14 74 25.08 71.7 0.0 185.7 50.0 W12X22 u 10 75 25.08 72.3 0.0 122.2 50.0 W12X14 u 8 76 25.08 73.0 0.0 185.7 50.0 W 12X22 u 10 77 5.00 0.0 -16.6 72.5 50.0 W12X14 u 4.25 0.0 -16.6 81 5.00 1.2 0.0 72.5 50.0 W12X14 u 83 5.25 3.2 0.0 72.5 50.0 W12X14 u 84 14.25 15.6 0.0 63.3 50.0 W12X14 u 85 13.75 14.4 0.0 62.4 50.0 W12X14 u 86 28.50 208.9 -31.0 617.0 50.0 W 18X60 u 13 2.00 0.0 -31.0 87 28.50 215.2 -13.6 817.1 50.0 W16X77 u 24 2.00 0.0 -13.6 88 14.25 75.4 0.0 409.6 50.0 W12X58 u 7 90 5.00 2.2 0.0 72.5 50.0 W12X14 u 92 5.00 2.2 0.0 72.5 50.0 W12X14 u 94 5.00 2.2 0.0 72.5 50.0 W12X14 u 96 5.00 2.3 0.0 72.5 50.0 W12X14 u 98 4.25 L6 0.0 72.5 50.0 W12X14 u 99 4.25 1.6 0.0 72.5 50.0 W12X14 u 100 4.25 1.6 0.0 72.5 50.0 W12X14 u 101 4.25 1.6 0.0 72.5 50.0 W12X14 u 102 28.00 263 0.0 15.8 50.0 MC12X10.6 #'�`u 103 4.92 14.5 0.0 116.4 50.0 W12X16 u 6 104 14.42 258.7 0.0 338.8 50.0 W12X40 *u 33 105 6.75 0.0 0.0 72.5 50.0 W12X14 u 106 6.75 0.0 0.0 72.5 50.0 W12X14 u rloor Type: 7 I Beam Summarv ��' ��� RAM Steel 14.06.01.00 Page 6/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm# Length +Ma -Ma Mn Fy Beam Size Stads ft kip-ft kip-ft kip-ft ksi 1 7.17 5.0 -33.9 179.6 50.0 W 12X30 u 6.50 0.0 -33.9 2 717 5.0 -339 179.6 50.0 W12X30 u 6.50 0.0 -33.9 3 19.33 33.5 -11.4 301.0 50.0 W16X31 u 12 5.33 0.0 -11.4 4 10.21 19.3 -11.4 266.2 50.0 W16X31 u 7 5.33 0.0 -11.4 5 14.17 23.8 0.0 121.7 SOA W12X14 u 8 6 14.17 18.6 0.0 86.9 50.0 W10X12 u 6 7 2.00 0.0 -36.4 25.79 156.8 -36.4 480.4 50.0 W16X50 u 15 8 16.42 42.7 0.0 184.2 50.0 W 16X26 u 0 9 4.71 0.6 0.0 47.9 50.0 W8X10 u 4 10 4.71 0.6 0.0 47.9 50.0 W8X10 u 4 11 14.17 14.6 0.0 93.4 50.0 W8X15 u 9 12 6.50 49 0.0 36.5 50.0 W8X10 u 13 6.50 4.9 0.0 36.5 50.0 W8X10 u 14 10.33 5.3 0.0 110.4 50.0 W12X14 u 6 15 10.33 53 0.0 110.4 50.0 W12X14 u 6 16 25.08 124.5 0.0 422.0 50.0 W 12X50 u 25 17 19.33 69.2 0.0 2269 50.0 W12X26 u 14 18 19.33 67.5 0.0 226.9 50.0 W 12X26 u I S 19 14.17 18.6 0.0 86.9 50.0 WIOX12 u 6 20 14.17 18.6 OA 86.9 50.0 W1DX12 u 6 21 13.67 18.3 0.0 86.9 50.0 W10X12 u 6 22 13.67 18.3 0.0 86.9 50.0 W10XI2 u 6 23 13.67 18.1 0.0 86.9 50.0 W10X12 u 7 24 13.67 183 0.0 86.9 SOA WIOXi2 u 6 25 13.67 19.2 0.0 8G9 50.0 W10X12 u 6 26 13.67 18.1 0.0 86.9 50.0 WIOX12 u 7 27 2.00 0.0 -12.5 27.25 204.2 -12.5 919.5 50.0 W16X89 u 23 29 25.08 67.4 0.0 225.4 50.0 W 12X26 u 12 31 17.67 40.6 0.0 153.7 50.0 W12X19 u 8 32 17.67 36.8 0.0 102.9 50.0 W12XI9 u 33 13.75 34.8 0.0 130.0 50.0 W12X16 u 7 34 13.50 33.8 0.0 130.0 50.0 W12X16 u 6 35 892 09 -0.9 104.9 50.0 W12X14 u 9 36 16.42 26.2 0.0 164.5 50.0 W12X19 u 10 37 16.42 25.6 OA 133.9 50.0 W12X16 u 8 38 16.42 25.7 0.0 164.5 50.0 W12X19 u 10 39 25.08 66.2 0.0 225.4 50.0 W 12X26 u 12 qn �S,ne 53,1 0.0 ?25J 50.0 W12X26 u 12 Beam Summarv ��`��� ��� RAM Steel 14.06.01.00 Page 7/15 Katie Warren RAM D�taBase: Sebastiau 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Lengtl� +Ma -Ma Mu Fy Beam Size Studs 41 25.08 61.0 0.0 232.6 50.0 W 12X26 u 15 42 25.08 75.5 0.0 2323 50.0 W 12X26 u 15 46 9.08 2.0 0.0 118.7 50.0 W12X14 u 9 47 9.08 2.0 0.0 118.7 50.0 W12X14 u 9 48 3.50 0.8 0.0 36.5 50.0 W8X10 u 0 50 2.00 0.0 -4.2 102.9 50.0 W12X19 u 51 2.00 0.0 -4.2 102.9 50.0 W12X19 u 52 13.50 7.3 0.0 72.5 50.0 W12X14 u 53 5.00 0.1 -19.8 72.5 50.0 W12X14 u 4.25 0.0 -19.8 54 5.00 0.0 -19.8 72.5 50.0 W12X14 u 4.25 0.0 -19.8 55 1.75 0.0 -1.0 27.50 249 -1.0 15.7 50.0 MC12X10.6 #'`u 1.75 0.0 -1.0 56 13.75 133 0.0 75.3 50.0 W12X1611 57 13.75 13.3 0.0 75.3 50.0 W12X16 u 58 5.00 1.9 0.0 72.5 50.0 W12X14 u 59 4.25 1.6 0.0 72.5 50.0 W12X14 u 60 4.25 1.6 0.0 72.5 50.0 W12X14 u 61 3.00 0.8 0.0 72.5 50.0 W12X14 u 62 4.25 1.6 0.0 72.5 50.0 W12X14 u 63 3.00 0.8 0.0 72.5 50.0 W12X14 u 64 5.00 19 0.0 72.5 50.0 W12X14 u 65 4.25 1.6 0.0 72.5 50.0 W12X14 u 66 3.78 0.9 0.0 86.6 50.0 W12X14 u 2 67 25.08 127.1 -30.2 631.4 50.0 W12X87 u 13 2.00 0.0 -30.2 69 14.25 36.2 0.0 130.1 50.0 W 12X16 u 10 70 13.75 35.4 0.0 130.0 50.0 W12X16 u 9 71 28.50 ]37.1 -24.0 480.7 50.0 W16X50 u 11 2.00 0.0 -24.0 72 28.50 242.6 -03 1022.9 50.0 WI6X100 u 22 2.00 0.0 -0.3 73 5.00 1.7 0.0 98.6 50.0 W12X14 u 4 75 25.08 669 0.0 225.4 50.0 W 12X26 u 12 76 25.08 63.5 0.0 225.4 50.0 W 12X26 u 12 77 25.08 60.8 0.0 225.4 50.0 WI2X26 u 12 78 2L42 61.5 0.0 306.2 50.0 W12X35 u 16 79 21.42 61.5 0.0 306.2 50.0 W12X35 u 16 80 4.58 0.0 0.0 36.5 50.0 W8X10 u 81 4.58 0.0 0.0 36.5 50.0 W8X10 u 82 5.25 0.0 0.0 36.5 SOA W8X10 u 83 2.00 0.4 0.0 36.5 50.0 W8X10 u R4 14.42 4?.6 Q.Q 288.7 SQ.Q ��':2.4C i� 8 Beam Summarv ��� ��� RAM Steel 14.06.01.00 Page 8/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Lengtl� +Ma -Ma Mn Fy Beam Size Studs 85 4.92 0.0 0.0 83.8 50.0 W12X16 u 86 15.50 59.8 0.0 227.8 50.0 W12X30 u 9 88 9.25 1.3 0.0 34.8 36.0 MC12X10.6 u 89 9.25 1.3 0.0 34.8 36.0 MC12X10.6 u Floor Type: 6 ' Bm # Length +Ma -Ma Mn Fy Beam Size Studs ' ft kip-ft kip-ft kip-ft ksi 2 7.17 1.6 -21.9 179.6 50.0 W12X30 u 6.50 0.0 -21.9 3 7.17 1.6 -21.9 179.6 SOA WI2X30 u 6.50 0.0 -21.9 4 14.17 18.7 0.0 121.7 50.0 W12X14 u 8 5 13.67 19.6 0.0 86.9 SOA W10X12 u 7 6 13.67 19.6 0.0 86.9 50.0 W10X12 u 7 7 10.21 90.1 0.0 -1.$ SOA W16X36 u 3 533 90.1 0.0 8 1933 93.9 0.0 463.3 50.0 W 18X46 u 12 533 90.3 0.0 9 5.00 1.6 0.0 98.6 50.0 W12X14 u 4 10 13.75 34.4 0.0 130.0 50.0 W12X16 u 9 i l 13.75 33.1 0.0 ]30.0 SOA W 12X16 u 10 12 892 0.3 0.0 72.5 50.0 W12X14 u 0 13 13.75 35.2 0.0 130.0 50.0 W12X16 u 9 14 14.25 36A OA 130.1 SOA W12X16 u 10 IS 5.25 0.0 0.0 36.5 50.0 W8X10 u 16 5.00 1.7 0.0 98.6 50.0 W12X14 u 4 18 25.08 125.2 -30.1 480.2 50.0 W 12X65 u 13 2.00 0.0 -30.1 19 28.50 136.4 -24.5 439.5 50.0 W16X45 u 12 2.00 0.0 -24.5 20 25.08 66.2 0.0 225.4 50.0 W12X26 u 12 21 17.67 40.7 0.0 164.6 50.0 W12X19 u 10 24 17.67 39.8 0.0 164.6 50.0 W 12X19 u 10 25 2.00 0.0 -153 27.25 219.8 -15.2 1022.7 50.0 W16X100 u 23 26 16.42 45.0 0.0 184.2 50.0 W 16X26 u 0 27 2.00 0.0 -35.9 25.79 156.0 -35.9 480.4 50.0 W16X50 u 15 28 25.08 121.2 0.0 422.0 50.0 W 12X50 u 25 29 19.33 66.8 0.0 2269 SOA W12X26 u 15 30 1933 66.8 0.0 226.9 50.0 W12X26 u IS 31 14.17 9.5 0.0 95.2 50.0 W8X15 u 8 32 10.33 6.6 0.0 142.2 50.0 W12X19 u 6 34 2.5J �.0 -44.6 184.� SQv �t%16n2u �� Beam Summarv ��� ��� RAM Steel 14.06.01.00 Page 9/l5 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn N� Beam Size Studs 212 0.0 -44.6 35 10.33 6.6 0.0 142.2 50.0 W12X19 u 6 37 2.12 0.0 -44.8 2.59 0.0 -44.8 184.2 50.0 W]6X26 u 38 3.75 09 0.0 86.6 SOA W12X14 u 2 39 3.78 0.9 0.0 72.5 50.0 W12X14 u 0 40 6.50 0.0 0.0 36.5 50.0 W8X10 u 41 6.50 0.0 0.0 36.5 50.0 W8X10 u 51 14.17 18.6 0.0 86.9 50.0 W10X12 u 6 52 14.17 18.6 0.0 86.9 50.0 W10X12 u 6 53 1417 18.6 0.0 869 50.0 W10X12 u 6 54 13.67 16.9 0.0 869 SOA WIOX12 u 6 55 13.67 16.9 0.0 86.9 50.0 W10X12 u 6 56 13.67 16.9 0.0 86.9 50.0 W10X12 u 6 57 13.67 16.9 0.0 86.9 50.0 W10X12 u 6 58 25.08 66.2 0.0 225.4 50.0 W 12X26 u 12 59 25.08 57.1 0.0 225.1 50.0 W12X26 u 12 60 25.08 62.0 0.0 232.6 50.0 W 12X26 u 15 61 25.08 74.5 0.0 232.3 50.0 W 12X26 u 15 62 28.50 2423 -0.3 1022.9 50.0 W16X100 u 21 2.00 0.0 -0.3 63 21.42 58.7 0.0 260.4 50.0 W12X30 u 14 64 21.42 59.5 0.0 260.4 50.0 W 12X30 u 15 65 25.08 63.9 0.0 225.4 50.0 W 12X26 u 12 66 25.08 63.9 0.0 225.4 50.0 W12X26 u 12 67 25.08 63.9 0.0 225.4 50.0 W 12X26 u 12 68 21.42 61.2 0.0 260.4 50.0 W 12X30 u 14 69 21.42 613 0.0 260.4 SOA W12X30 u 14 70 4.75 0.0 0.0 36.5 50.0 W8X10 u 71 4.25 0.0 0.0 36.5 50.0 W8X10 u 72 4.58 0.0 0.0 36.5 50.0 W8X10 u 73 4.58 0.0 0.0 36.5 50.0 W8X10 n 74 9.08 2.0 0.0 118.7 50.0 W12X14 u 9 � 75 9.08 2.0 OA 118.7 50.0 W12X14 u 9 76 3.50 0.8 0.0 36.5 50.0 W8X10 u 0 77 14.42 47.6 0.0 219.5 36.0 W12X40 u 8 78 15.50 59.0 0.0 175.1 36.0 W12X30 u 9 79 4.92 0.0 0.0 60.3 36.0 W12X16 u Floor Type: 5 Bm # Length +Ma -Ma Mn Fy Beam Size Stads ft kip-ft kip-ft kip-ft ksi 1 25.08 145.4 0.0 480.2 50.0 W 12X65 u 12 2 16.42 62.3 0.0 457.3 50.0 W 12X65 u 8 ' 3 10.25 53.6 0.0 72.5 50.0 W12X14 =�u � Beam Summarv � ���� �'� RAM Steel 14.06.01.00 Page 10/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Studs 4 14.25 37.0 0.0 130.1 50.0 W12X16 u 9 5 13.75 36.1 0.0 130.0 50.0 W12X16 u 9 6 3.78 0.9 0.0 72.5 50.0 W12X14 u 0 7 28.50 225.5 -0.2 971.4 50.0 WI6X89 u 30 2.00 0.0 -0.2 8 28.50 129.2 0.0 4683 50.0 W16X45 u 14 9 25.08 869 0.0 185.7 50.0 W 12X22 u 10 10 25.08 823 0.0 230.1 50.0 W12X22 u 22 I 1 25.08 82.3 0.0 230.1 50.0 W 12X22 u 22 12 17.67 40.5 0.0 185.2 50.0 W 12X22 u 10 13 21.42 61.7 0.0 260.4 50.0 W12X30 u 14 14 21.42 61.7 0.0 260.4 50.0 W 12X30 u 14 16 4.75 0.0 0.0 36.5 50.0 W8X10 u ]7 4.75 0.0 0.0 36.5 50.0 VJ8X10 u 18 8.92 0.3 0.0 72.5 50.0 W12X14 u 0 19 3.75 0.9 0.0 86.6 50.0 W12X14 u 2 20 17.67 39.1 0.0 164.6 50.0 W12X19 u 10 22 2.00 0.0 -10.8 14.17 621.0 -12.1 1300.0 50.0 W30X99 u 0 2.00 0.0 -12.1 24 5.00 1.6 0.0 98.6 50.0 W12X14 u 4 25 13.75 34.5 OA 130.0 50.0 W12X16 u 9 �I 26 13.75 34.1 0.0 130.0 50.0 W12X16 u 9 27 2.00 0.0 -0.3 27.Zg 223.4 -0.3 1022.7 50.0 W16X100 u 21 28 21.42 59.7 0.0 260.4 50.0 W 12X30 u 14 29 21.42 59.0 0.0 260.4 50.0 W12X30 u IS 30 4.58 0.0 0.0 36.5 50.0 W8X10 u 3l 4.58 0.0 0.0 36.5 50.0 W8X10 u 34 2.00 0.0 -28.8 42.00 2246.3 -28.6 6287.6 50.0 W44X290 u 30 35 19.58 77.8 0.0 368.4 50.0 W 12X45 '�`u 19 36 19.58 77.8 0.0 368.4 50.0 W12X45 xu 19 37 19.58 49.2 0.0 203.2 50.0 W14X22 �`u 12 39 13.67 16.9 0.0 869 50.0 W10X12 u 6 40 13.67 17.2 0.0 869 50.0 W10X12 u 6 41 13.67 16.9 0.0 869 50.0 W10X12 u 6 42 13.67 17.2 0.0 869 50.0 WIOX12 u 6 43 14.17 16.7 0.0 869 50.0 W10X12 u 6 44 14.17 16.7 0.0 86.9 50.0 W10X12 u 6 45 14.17 13.4 0.0 121.7 50.0 W]2X14 u 8 46 25.08 62.9 0.0 185.7 50.0 W 12X22 u 10 47 25.08 53.9 0.0 185.6 50.0 W12X22 u 10 48 25.08 51.2 0.0 195.1 50.0 W 12X22 u 12 51 �.99 �.0 0.0 72.5 50.0 4U12X14 u Beam Summarv � � � ��� RAM Steell4.06.01.00 Page 11/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Studs 52 5.99 0.0 0.0 72.5 50.0 W12X14 u 58 14.00 0.7 0.0 102.7 50.0 W8X28 u 59 1417 0.4 0.0 24.9 50.0 W8X15 u 61 10.17 0.0 0.0 36.5 50.0 W8X10 u 62 10.17 0.0 0.0 36.5 50.0 W8X10 u 73 11.75 15.2 0.0 213.0 50.0 W 12X26 u 13 74 25.08 74.3 0.0 195.2 50.0 W12X22 u 12 75 11.67 14.9 0.0 86.7 50.0 W10X12 u 6 76 11.67 13.2 0.0 86.7 50.0 W10X12 u 6 79 492 0.0 0.0 72.5 50.0 W12X14 u Floor Type: 4 Bm # Length +Ma -Ma Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 3 17.83 188.6 0.0 597.3 50.0 W18X55 u 24 6 13.67 9.2 0.0 122.4 50.0 W12X16 u 6 7 14.17 9.9 0.0 122.4 50.0 W12X16 u 6 8 2.00 0.0 -7.2 22.42 87.4 -7.2 344.6 SOA W16X36 u 12 9 13.75 39.0 0.0 131.1 50.0 W12X16 u 6 10 13.67 12.8 0.0 118.1 50.0 W12X14 u 9 13 13.67 42.6 0.0 272.7 50.0 W 16X26 u 12 16 24.67 71.3 0.0 476.9 50.0 W 16X50 u 12 17 25.08 150.0 0.0 538.4 50.0 W16X57 u 11 18 17.83 102.3 0.0 205.3 50.0 W 12X26 u 11 19 2.00 0.0 -14.6 17.83 247.2 -14.6 897.9 SOA W16X100 u 15 21 17.67 51.2 0.0 238.4 50.0 W12X26 u 18 , 22 9.33 81.8 0.0 267.5 50.0 W 12X45 u 0 � 23 7.25 7.6 0.0 72.5 50.0 W12X14 u 0 24 7.25 7.3 0.0 72.5 50.0 W12X14 u 0 25 8.92 7.8 0.0 118.7 50.0 W12X14 u 7 26 17.67 37.9 0.0 133.9 50.0 W12X16 u 9 27 21.33 681.9 -4.4 2141.7 50.0 W33X141 u 2.00 0.0 -4.4 28 19.58 29.7 0.0 184.0 50.0 W 12X22 u 10 31 19.58 58.3 0.0 185.4 50.0 W12X22 u 10 32 19.58 559 0.0 185.4 50.0 W 12X22 u 10 33 27.83 78.2 0.0 422.5 50.0 W 12X50 u 22 34 27.83 54.1 -100.4 541.7 50.0 W16X67 u 0 2.00 0.0 -100.4 35 13.50 38.0 0.0 131.1 50.0 W12X16 u 7 36 27.83 77.6 0.0 610.7 50.0 W 16X57 u 24 38 13.75 30.2 0.0 119.3 50.0 W12X14 u 7 40 9.33 70.7 0.0 179.6 50.0 W12X30 u 0 Beam Summarv �<< ��� RAM Steel 14A6.01.00 Page 12/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Studs 41 8.67 11.9 0.0 118.6 50.0 W12X14 u 6 42 13.75 303 0.0 1193 50.0 W12X14 u 7 43 12.83 27.9 0.0 121.6 50.0 W12X14 u 8 44 12.83 27.9 0.0 121.6 50.0 W12X14 u 8 46 10.42 11.5 0.0 253.0 50.0 W12X35 u 6 47 7.17 468.8 0.0 1695.6 50.0 W18X175 u 5 49 11.42 173 0.0 121.4 50.0 W 12X14 u 15 50 24.67 933 -9.0 326.4 50.0 W16X31 u 18 2.00 0.0 -9.0 51 1433 38.0 0.0 150.7 50.0 W12X19 u 8 52 14.25 9.2 0.0 122.4 50.0 W12X16 u 8 53 7.25 5.7 0.0 72.5 50.0 W12X14 u 0 54 9.33 5.4 0.0 121.1 50.0 W12X14 u 8 55 8.92 6.2 0.0 118.7 SOA W12X14 u 9 56 ll.42 8.2 0.0 121.4 50.0 W12X14 u 8 57 7.17 4.9 0.0 52.1 50.0 WIOXi2 u 58 14.25 45.5 0.0 150.7 50.0 W12X19 u 7 59 17.83 55.9 0.0 122.0 50.0 W12X14 u 8 61 14.25 23.5 0.0 121.7 50.0 W12X14 u 8 62 14.25 23.2 0.0 121.7 50.0 W12X14 u 8 63 14.25 23.2 0.0 121.7 50.0 W12X14 u 8 64 14.25 50.3 0.0 133.7 50.0 W12X16 u 9 65 12.83 28.9 0.0 121.6 50.0 W12XI4 u 8 66 24.67 61.1 0.0 5379 SOA W16X50 u 22 67 14.25 16.4 0.0 133.7 50.0 W12X16 u 8 68 ll.42 11.2 OA 121.4 SOA W12X14 n 8 69 10.42 6.9 0.0 1213 50.0 W12X14 u 9 70 10.42 8.0 0.0 1213 50.0 W12X14 u 8 71 3.17 0.0 0.0 72.5 50.0 W12X14 u 72 11.50 13.1 0.0 136.8 50.0 W12X19 u 12 73 5.17 5.2 0.0 52.1 50.0 W10X12 u 0 74 533 3.5 0.0 2243 50.0 W16X26 u 6 75 8.42 8.9 0.0 120.9 50.0 W12X14 u 12 76 15.83 135.0 0.0 437.5 50.0 W16X57 u 0 Floor Type: 3 Bm # Length +Ma -Ma Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 2 2.00 0.0 -58.0 21.08 1392.8 -57.8 2327.5 50.0 W33X130 u 56 4, 25.33 646.6 -48.7 2270.4 50.0 W24Xi76 u 20 2.00 0.0 -48.7 6 9.33 19.1 0.0 130.6 50.0 W12X16 u 18 7 8.67 8.1 0.0 245.3 50.0 W16X26 u 8 8 17.67 183 0.0 273.4 50.� W16X26 u 14 Beam Summarv � T° RAM Steel 14.06.01.00 Page 13/15 '�� Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Buildiug Code: IBC Steel Code: AISC 360-10 ASD Bm # Lengtl� +Ma -Ma Mn Fy Beam Size Shids 9 8.92 12.0 0.0 121.0 50.0 W12X14 u 8 10 8.92 153 0.0 72.5 50.0 W12X14 u 0 11 9.33 3.1 0.0 83.8 50.0 W12X16 u 0 12 7.25 34.0 0.0 130.1 50.0 W12X16 u 7 14 14.25 23.5 0.0 121.7 50.0 W12X14 u 8 15 14.25 23.5 0.0 121.7 50.0 W12X14 u 8 16 28.50 586.9 0.0 1441.7 50.0 W30X108 u 0 17 16.46 106.8 0.0 397.5 50.0 W21X44 u 0 18 27.83 152.2 -29.7 919.6 50.0 W 16X89 u 22 2.00 0.0 -29.7 20 19.71 7399 0.0 1483.3 50.0 W18X158 u 0 21 17.83 114.7 0.0 535.0 50.0 W18X40 u 23 22 19.58 65.5 , 0.0 2103 50.0 W12X22 u 10 23 13.67 76.6 0.0 300.3 50.0 W 16X26 u 11 24 0.50 0.0 -9.3 17.92 353.2 -9.3 958.3 50.0 W18X106 u 0 26 2.00 0.0 -65.2 28.00 400.0 -65.2 1159.4 50.0 W 18X97 u 24 27 19.71 90.8 0.0 539.1 50.0 W 16X45 u 29 29 14.50 0.0 -51.2 420.8 50.0 W18X50 u 2.00 0.0 -51.2 30 13.75 9.3 0.0 142.7 50.0 W12X19 u 7 34 28.50 103.0 0.0 378.3 50.0 W12X45 u 21 35 28.50 92.2 0.0 361.9 50.0 W12X45 u 17 36 4.83 0.0 0.0 72.5 50.0 W12X14 u 37 28.50 80.1 0.0 378.7 50.0 W12X45 u 20 38 28.50 169.7 0.0 4803 50.0 W12X58 u 22 39 28.50 84.6 0.0 379.0 50.0 W12X45 u 20 40 28.50 131.3 0.0 360.0 50.0 W12X58 u 0 42 28.50 81.2 0.0 362.2 50.0 W12X45 u 17 43 7.33 0.5 0.0 92.4 50.0 W10X12 u 17 44 733 0.5 0.0 92.4 50.0 W 10X12 u ]7 45 2.00 0.2 0.0 40.1 50.0 C8X11.5 u 46 2.00 0.2 0.0 40.1 50.0 C8Xll.5 u 47 16.46 24.4 0.0 121.7 50.0 W12X14 u 8 48 7.79 6.0 0.0 72.5 50.0 W12X14 u 0 49 7.79 6.7 0.0 72.5 50.0 W12X14 u 0 53 7.54 6.0 0.0 72.5 50.0 W12X14 u 0 54 7.54 6.0 0.0 72.5 50.0 W12X14 u 0 55 16.46 24.9 0.0 164.4 50.0 W12X19 u I1 56 13.75 308.2 0.0 1131.4 50.0 W 18X 11) u 9 57 6.58 0.4 0.0 52.1 50.0 W10X12 u 0 58 7.33 2.5 0.0 92.4 50.0 W10X12 u 8 59 6.58 0.4 0.0 52.1 50.0 W10X12 u 0 I En 7,zz Q.g C.0 92.4 50.0 WiGni2 u 7 Beam Summarv �f'�.��' �I� RAM Steel 14.06.01.00 Page 14/15 Katie Warren R�MDataBase: Sebastian 3-10-14 KW 03/18/14 12:0�}:42 Buildiug Code: IBC Steel Code: AISC 360-10 ASD Bm # Leugth +Ma -Ma Mn Fy Beam Size Studs 61 2.00 0.1 OA 40.1 50.0 C8Xll.5 u 62 2.00 0.2 0.0 40.1 50.0 C8X11.5 u 63 2.00 0.2 0.0 40.1 50.0 C8X11.5 u 64 4.83 1.2 0.0 36.5 50.0 W8X10 Ll 0 65 2.92 0.0 0.0 36.5 50.0 W8X10 u 66 1392 26.1 0.0 141.6 50.0 W12X14 u 8 67 13.92 32.6 0.0 14L6 50.0 W12X14 u 8 68 13.92 37.5 0.0 141.6 50.0 W12X14 u 9 69 19.71 39.0 0.0 2249 50.0 W 12X26 u 12 70 19.71 38.5 0.0 224.9 50.0 W 12X26 u 12 71 19.71 38.1 0.0 224.9 50.0 W12X26 u 12 72 19.71 38.3 0.0 2249 50.0 W12X26 u 12 73 19.71 41.8 0.0 224.7 50.0 W 12X26 u 12 74 19.58 59.9 0.0 2103 50.0 W 12X22 Ll 10 75 19.58 62.5 0.0 210.3 50.0 W 12X22 u 10 78 19.58 71.1 0.0 2103 50.0 W12X22 u 10 79 19.58 66.4 0.0 210.3 50.0 W12X22 u 10 80 19.58 61.6 0.0 210.3 50.0 W12X22 u 10 81 19.58 64.2 0.0 2103 50.0 W 12X22 u 10 84 10.43 0.2 0.0 29.5 50.0 W 12X 14 u 85 15.67 54.5 0.0 330.5 50.0 W16X31 u 14 86 11.67 104.4 0.0 484.4 50.0 W18X40 u 22 87 12.00 81.7 0.0 299.3 50.0 W 16X26 u 11 88 18.42 126.1 0.0 344.1 50.0 W16X36 u 9 90 15.83 58.8 0.0 548.4 50.0 W16X50 u 23 97 19.58 86.3 0.0 360.9 50.0 W 16X31 u 17 98 9.67 20.9 0.0 141.0 50.0 W12X14 u 8 99 9.67 21.4 0.0 141.0 50.0 W 12X 14 u 8 100 17.83 143.2 0.0 404.7 50.0 W 16X45 u 8 Tlom•Type: 2 Bm # Leugth +Ma -Ma Mn Fy Beam Size Studs ft ►cip-ft kip-ft kip-ft Icsi 3 12.00 18.8 0.0 131.0 50.0 W12X16 u 9 4 22.44 39.5 0.0 163.7 50.0 W 12X19 u 13 5 17.77 40.8 0.0 164.6 50.0 W12X19 "u 12 6 4.67 2.6 0.0 130.6 SOA W12X19 u 4 7 14.25 26.2 0.0 130.1 50.0 W12X16 u 11 12 14.00 58.2 0.0 122.1 50.0 W12X22 '`u 13 14.00 93.9 0.0 158.6 50.0 W12X16 u 16 18 18.83 35.5 0.0 185.3 50.0 W 12X22 Ll 10 19 14.00 66.6 0.0 272.8 50.0 W 16X26 u 14 20 15.10 76.7 0.0 273.0 50.0 W 16X26 u 1] 21 19.58 44.0 0.0 164.7 50.0 W12X19 u 11 22 8.42 7.2 0.0 72.5 Su.0 W'12X14 u Beam Summarv � ��° � ��� RAM Steel 14.06.01.00 Page 15/15 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 03/18/14 12:04:42 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn Fy Beam Size Studs 23 19.58 39.1 0.0 164.7 50.0 W12X19 u 10 24 8.42 8.0 0.0 72.5 50.0 W12X14 u 25 28.00 84.6 0.0 4303 50.0 W16X40 u 18 26 28.00 98.0 0.0 402.0 50.0 W18X35 u 17 27 28.00 60.0 0.0 510.1 50.0 W I2X65 u 18 28 8.88 0.0 0.0 36.5 50.0 W8X10 u 29 8.88 0.0 0.0 36.5 50.0 W8X10 u 30 9.33 ll1 0.0 121.1 50.0 W12X14 u 8 32 18.83 34.4 0.0 185.3 50.0 W12X22 u 10 33 18.83 364.8 0.0 1658.3 50.0 W18X175 u 0 34 18.83 35.2 OA 193.9 50.0 W12X22 u 13 35 18.83 37.9 0.0 1853 50.0 W12X22 u 11 36 7.33 1.5 0.0 92.4 50.0 W10X12 u 11 37 7.33 1.5 0.0 92.4 50.0 W10X12 u I1 39 892 0.2 0.0 130.5 50.0 W12X16 u 6 41 16.50 83.0 0.0 273.3 50.0 W16X26 u 11 42 22.44 58.5 0.0 164.9 50.0 W12X19 u 10 43 20.42 47.3 0.0 164.8 50.0 W12X19 u 10 44 20.42 35.5 0.0 164.6 50.0 W12X19 u 10 45 20.42 48.4 OA 164.8 50.0 W12X19 u 10 53 20.67 51.3 0.0 102.9 50.0 W12X19 u 54 14.25 33.1 0.0 130.1 50.0 W12X16 u 8 55 13.75 961 0.0 277.6 SOA W12X40 u 10 56 933 4.8 0.0 72.5 SOA W12X14 u 57 4.67 4.6 0.0 729.2 50.0 W16X89 u 0 58 20.42 276.5 0.0 8743 50.0 W16X89 u 28 59 17.67 62.4 0.0 164.6 50.0 W12X19 u 12 60 892 0.2 0.0 130.5 50.0 W12X16 u 6 62 4.54 1.1 0.0 52.1 50.0 W10X12 u 64 12.00 0.2 0.0 81.5 50.0 W10X12 u �} 65 10.43 0.2 0.0 29.5 50.0 W12X14 u 68 28.00 365.9 0.0 612.7 50.0 W21X44 32 69 20.42 102.2 0.0 1873 50.0 W12X19 18 71 21.08 106.7 0.0 184.2 50.0 W 16X26 72 1.35 0.4 0.0 36.5 50.0 W8X10 * after Size denotes beam failed stress/capacity criteria. # afrer Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. ( I I RAM Modeler V14 . 06 - Floor Plan: 9 Katie Warren ��� DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46: 09 X ,5 L ' LJ W L J r �' 1 J � V � 1� J L.� � �5 u ' TA � , � 4 � T r i � i Q , � S .i r i 7 I I �� �_� _ , � R � I L_� .....i� � L_,.� 1...J 1. .1 -1 P 17 18 19 1 . 21 22 I i RAM Modeler V14 . 06 - Floor Plan: 8 Katie Warren DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46 : 04 ��� � X r i r.J I I I � r T W r.J I_� � " V f I i' 12 l � U r � J T.4 r _i T - � � ��1 � , s ` ' � i 1i� R L J�L._l I � L J �..i .....� ..i �J i� P ( ( 17 18 19 1 . 21 22 � I RAM Modeler V14 . 06 - Floor Plan: 7 Katie Warren DataBase: Sebastian 3-10-19 KW 04/07/14 08 : 46: 04 �� X r � _ I ( �_ �_. W ' __� � i_ �1 � � .� � u U I._ � r �0 J T.4 � 7 - — — �i �. 1 ( ; � , , � � , , ! � .� �/ �. �_ . R —.. ; , ti � Q r i_ i r'i r �a.bW� ...l _.. _.� ...._i 1..._1 �� P — 17 18 19 1 . 21 22 I i RAM Modeler V14 . 06 - Floor Plan: 6 Katie Warren DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 96 : 09 �� � X �_i � I ( � i_ � W � , i _ � � g v ri �ri3 , � U r �'� �JO T.4 ` ' T ' ; � �]9 S � —� i i � . R , r.� r i r �. r � '-1'-1 Q _)- i-. i__ ( P 17 18 19 1 . 21 22 I RAM Modeler V14 . 06 - Floor Plan: 5 Katie Warren �,��� DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46 : 04 X �J� ] ' i8 �J w v � , � ,� � � ,3 , � � � U �� r_�9 T.4 T ' i _. � � � i r �8 , �_i S � � R � ' � _� � Q ` ' y�' LJ P 17 18 19 1 . 21 22 I RAM Modeler V14 . 06 - Floor Plan: 4 I Katie Warren DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46 : 04 �� X W V C_ � � U r � i_.� T.4 T � Ia � , r I ���rJ i "�L.i� S ri r ����J r _i�� �� R 1�-�. � Q t . _� P 17 18 19 1 . 21 22 � RAM Modeler V14 . 06 - Floor Plan: 3 Katie Warren �� � '' DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46 : 04 X W V ' [ _��f u ` , , T.4 p � t r i[J J LJ T ,�—r _, i_ � s c� r� r i" S �. .� i�� .., _ � R `__, Q �_ �_� � � P � 17 18 19 1 . 21 22 RAM Modeler V14 . 06 - Floor Plan: 2 Katie Warren DataBase : Sebastian 3-10-14 KW 04/07/14 08 : 46 : 09 ( Q 1 O W - � - . ,_-_. .,._._.. _-_-� ._-..' :_ V — ���� � �� Z I u �, � � � � T.4 � �, 2 � iU �� � � � �4 �� � � -- - r� � ? -- �� � a -- -- � _- - 3 – — � � P -- -- 17 1� 19 � . 21 27. Column Load Summarv '�'� RAM Steel 14.06A1.00 ��� Katie Wairen RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD UNFACTORED COLUMN LOADS: Units: lcips Column Line 223.25ft-227.58ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 4 45 9.00 27.4 0.8 19.6 -0.2 28.0 47.8 3 27 9.00 27.5 1.6 19.6 -0.2 28.9 48.6 2 64 10.00 27.5 2.4 19.6 -0.2 29.8 49.6 Column Liue 223.75ft-238.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 3 25 9.00 -1.3 0.8 0.2 -1.5 -2.0 -03 2 62 10.00 -1.3 1.7 0.2 -1.5 -1.1 0.6 Columi► Line 238.00ft-224.25ft Level Co1# Length Dead Self +Live -Live MinTot MaxTot 3 28 9.00 305.0 1.5 115.3 -0.8 305.7 421.8 2 39 10.00 321.2 3.2 116.9 -0.8 323.6 441.4 Column Line 18-U Level Col# Length Dead Self +Live -Live MinTot MaxTot 3 22 9.00 56.6 0.3 45.0 0.0 56.9 101.9 2 41 10.00 116.1 0.7 57.1 -0.0 116.7 173.8 Cohimn Line 238.25ft-195.75ft Level Co1# Length Dead Self +Live -Live MinTot MasTot 8 30 9.00 36.8 0.2 57.6 -8.4 28.6 94.6 7 27 9.00 73.6 0.6 73.2 -8.8 65.3 147.3 (, 11 9.00 107.9 0.9 82.2 -91 99.7 190.9 5 13 9.00 137.7 1.3 87.4 -9.0 130.0 226.4 4 3 9.00 171.6 1.9 93.6 -9.0 164.5 267.1 3 14 9.00 272.3 3.5 130.3 -9.0 266.7 406.0 � 2 38 10.00 290.0 5.2 133.2 -8.9 286.2 428.4 � Colwnn Line 238.25ft-203.00ft I Column Load Summarv �� ��� RAM Steel 14.06.01.00 Page 2/ 2 Katie Wai7•en RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 , Building Code: IBC Steel Code: AISC 360-10 LRFD Level Col# Lengtl� Dead Self +Live -Live MinTot MaxTot 9 39 9.00 2.7 01 6.7 0.0 2.8 9.6 Column Line 238.25ft-210.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 2 42 10.00 10.1 0.1 4.9 0.0 10.2 15.1 Column Line 238.25ft-217.17ft Level Col# Length Dead Self +Live -Live MinTot MaxTot g 38 9.00 3.4 0.1 8.7 0.0 3.5 12.2 Column Line 238.25ft-220.42ft Level Col!# Lengtli Dead Self +Li��e -Live MinTot MaxTot 4 24 9.00 86.1 0.8 51.4 -03 86.6 1383 Column Line 238.25ft-224.25ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 8 9.00 37.6 0.2 63.8 -0.7 37.1 101.6 g 28 9.00 69.3 0.4 79.2 -0.7 69.0 148.8 '7 14 9.00 991 0.7 85.7 -0.7 991 185.4 6 12 9.00 128.8 1.1 91.7 -0.7 1293 221.6 5 32 9.00 152.0 1.6 961 -0.7 152.9 249.7 Column Liue 238.25ft-238.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 5 15 9.00 238.0 0.8 104.1 -2.7 236.1 342.9 4 25 9.00 243.8 1.6 105.1 -2.7 242.7 350.4 3 16 9.00 283.5 2.4 118.6 -2.7 283.1 404.4 2 40 10.00 315.5 3.2 124.2 -2.8 3159 4429 Colmm�Line 238.25ft-243.75ft Level Col# Lengtl� Dead Self +Live -Live MinTot MaxTot ( 9 7 9.00 53.5 0.5 75.7 -0.6 53.4 129.7 I g 26 9.00 93.2 1.0 77.9 -0.6 93.6 17'ZA � 12 9.00 138.7 1.5 84.0 -0.6 139.7 224.2 ( 22 9.00 184.2 2.0 91.2 -0.6 185.7 277.4 Column Load Summarv � I� ' ��� RAM Steel 14.06.01.00 Page 3/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 238.25ft-269.5�4ft Level Col# Lengtli Dead Self +Live -Live MinTot MaxTot 9 4 9.00 413 0.3 59.1 -7.9 33.7 100.7 8 24 9.00 68.3 0.6 64.0 -8.0 60.9 132.8 7 I1 9.00 93.5 0.9 70.1 -8.4 86A 164.6 6 26 9.00 123.2 13 793 -8.6 ll5.9 203.8 Column Line 238.25ft-279.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 6 9.00 22.6 0.1 45.0 0.0 22.7 67.7 8 6 9.00 28.5 0.3 47.9 0.0 28.8 76.7 7 5 9.00 35.5 0.4 52.0 0.0 36.0 88.0 6 27 9.00 29.2 0.6 52.2 -12.7 17.0 82.0 Column Line 240.08ft-286.92ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 6 34 9.00 18.4 0.2 20.6 0.0 18.6 39.2 5 31 9.00 18.4 0.5 20.6 0.0 18.9 39.4 Column Line 241.58ft-288.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 34 9.00 4.1 0.1 8.1 0.0 4.2 12.3 8 4 9.00 6.2 0.2 9.3 0.0 6.4 15.7 7 4 9.00 7.9 0.3 10.2 0.0 8.2 18.4 Column Line 244.58ft-227.58ft j � Level Col# Length Dead Self +Live -Live MinTot MaxTot 4 44 9.00 67.9 0.2 419 -03 67.8 109.9 Coh�mn Line 247.58ft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 50 9.00 17.6 0.1 42.0 -7.1 10.7 59.8 Coluuin Line 248.17ft-260.42ft I Column Load Summarv F � (� ��� RAM Steel 14.06.01.00 Page 4/12 Katie Warren RAM DataBase: Sebastiau 3-]0-14 KW 04/07/14 09:09:55 Building Code: 1BC Steel Code: AISC 360-10 LRFD Level Col# Length Dead Self +Live -Live MinTot MasTot 3 21 9.00 76.9 0.2 34.4 -0.7 76.4 111.5 2 50 10.00 84.2 0.5 35.8 -0.7 84.0 120.5 Column Line 251.92ft-220.42ft Level Colil Length Dead Self +Live -Live MinTot MaxTot 4 23 9.00 16.9 0.2 7.4 0.0 17.0 24.5 Column Line 251.92ft-227.58ft Level Col# Lengt►i Dead Self +Live -Live MinTot MazTot 4 43 9.00 5.5 0.2 29 0.0 5.6 8.5 Cohimn Line 251.92ft-238.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 4 42 9.00 17.8 0.1 7.7 -0.9 17.0 25.7 Column Line 251.92ft-240.71ft Level Col# Length Dead Self +Live -Live MinTot M��Tot 3 20 9.00 51.7 0.2 19.7 -1.0 51.0 71.7 Coltunn Line 25192ft-260.42ft Level Col# Length Dead Self +Livc -Live MinTot MaxTot 5 26 9.00 51.1 0.2 26.4 -0.4 51.0 77.8 4 11 9.00 61.1 0.5 28.7 -0.9 60.6 90.2 Coliunu Liue 25192ft-279.75ft Level Col# Length Deact Self +Live -Live MinTot MaxTot 9 30 9.00 22.8 0.1 36.7 -3.9 19.0 59.6 8 10 9.00 34.1 0.3 40.2 -6.1 283 74.5 7 6 9.00 44.9 0.5 43.2 -8.2 37.2 88.6 6 5 9.00 56.7 0.6 46.2 -8.7 48.6 103.5 Co1��mn T ine� �,51,9?ft-2R6,92ft Level Col# Lengtl� Dead Self +Live -Live MinTot MaxTot 9 32 9.00 13.0 0.1 29.5 0.0 131 42.6 8 27 9.00 24.1 0.2 38.3 0.0 24.4 62.7 Column Load Summarv �1 ��� RAM Steel t4.06A1.00 Page 5/12 ' Katie Wairen RAM DataBase: Sebastiau 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD 7 2 9.00 35.6 0.4 47.4 0.0 36.0 83.4 6 1 9.00 45.0 0.7 51.0 0.0 45.8 96.8 5 29 9.00 45.2 1.0 51.0 0.0 46.2 97.2 Column Line 252.00ft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 53 9.00 14.1 0.1 15.8 0.0 14.3 30.1 Colmm� Line 19-U Level Col# Lengtl� Dead Seif +Live -Live MinTot MaxTot 2 52 10.00 42.4 0.4 13.9 -0.4 42.4 56.7 Column Line 258.67ft-195.75ft Level Co1# Length Dead Self +Live -Live MinTot MaxTot 3 17 9.00 221.7 0.5 117.1 -5.7 216.5 339.3 2 43 10.00 253.4 1.1 123.5 -5.7 248.8 378.0 Column Line 258.67ft-207.75ft Level Col# Lengtli Dead Self +Live -Live MinTot MaxTot 2 54 10.00 20.4 0.1 7.7 0.0 20.5 28.2 Column Line 258.67ft-224.25ft Leve► Col# Length Deacl Self +Live -Live MinTot MaxTot 2 45 10.00 1�4.7 0.2 6.2 -OA 14.8 21.0 � Column Line 258.67ft-233.17ft � Level Col# Length Deaci Self +Live -Live MinTot MaxTot 2 46 10.00 36.0 03 12.5 -0.4 36.0 48.9 Column Line 263.33ft-195.75ft Level Col# Length Deacl Self +Live -Live MinTot MaxTot 8 32 9.00 73.0 0.2 959 -7.3 65.9 169.0 � 7 28 9.00 123.4 0.5 113.6 -7.3 116.6 237.5 6 10 9.00 169.0 0.9 121.8 -7.3 162.6 291.7 5 5 9.00 212.3 13 129.4 -73 2063 343.0 4 2 9.00 227.6 1.7 131.9 -73 222.0 361.3 Column Load Summarv ��� ��� RAM Steel 14.06.01.00 Page 6/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 263.33ft-224.25ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 22 9.00 47.3 0.2 75.5 -1.0 46.5 123.0 8 18 9.00 78.0 03 83.8 -1.2 77.2 1621 7 15 9.00 110.0 0.6 90.1 -1.2 109.4 200.7 6 13 9.00 141.8 0.9 94.3 -1.2 141.5 236.9 5 11 9.00 174.5 1.4 100.1 -1.2 174.7 275.9 4 19 9.00 186.6 19 102.2 -1.2 1873 290.7 3 10 9.00 256.7 2.5 121.1 -1.3 258.0 380.4 2 55 10.00 264.3 33 122.7 -13 266.2 3903 Column Line 263.33ft-233.17ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 21 9.00 27.7 0.1 25.4 0.0 27.8 53.2 8 20 9.00 60.8 0.4 40.7 -0.0 61.2 101.9 7 13 9.00 91.0 0.6 47.0 -0.2 91.4 138.7 6 29 9.00 123.2 09 53.2 -0.2 123.9 1773 5 21 9.00 153.3 1.2 58.8 -0.2 154.4 2133 4 20 9.00 1619 1.6 60.4 -0.2 163.3 223.9 3 9 9.00 168.0 2.1 61.5 -0.2 169.8 231.5 2 56 10.00 178.9 2.5 63.5 -0.2 181.2 244.9 Column Line 263.33ft-257.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 36 9.00 58.0 0.3 76.0 -0.1 58.2 134.4 Column Line 263.33ft-260.42ft Level Col# Lengtl� Dead Self +Live -Live MinTot MaxTot 8 23 9.00 88.1 0.2 75.5 -0.1 88.2 163.9 7 10 9.00 124.8 0.5 82.5 -0.2 125.1 207.8 6 25 9.00 163.1 0.8 89.3 -0.3 163.7 2533 Colwnn Line 26GOOft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 54 9.00 14.6 0.1 1b.4 0.0 14.7 31.1 ( Column Line'20-U �i� Column Load Summarv ` I I `j' RAM Steel 14.06.01.00 Page 7/12 Katie Warren RAM DataBase: SeUastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LItFD Level Col# Lengtl� Dead Self +Live -Live MiuTot MaxTot 2 53 10.00 20.5 0.5 7.7 0.0 209 28.6 Coluuw Line 266.08ft-260.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 5 25 9.00 162.6 0.3 79.1 -0.4 162.5 242.0 4 12 9.00 166.2 0.7 79.7 -0.4 166.5 246.7 3 11 9.00 210.5 1.3 92.5 -0.7 2ll.1 304.2 2 51 10.00 218.7 1.8 94.0 -0.7 219.9 314.6 Column Line 266.OSft-279.75ft Level Col# Leugth Deacl Self +Live -Live MinTot MaxTot 9 29 9.00 22.5 0.1 36.7 -3.9 18.8 59.3 8 ll 9.00 33.8 0.3 40.2 -6.1 28.0 743 7 7 9.00 44.7 0.5 43.2 -8.2 36.9 883 6 6 9.00 56.5 0.6 46.2 -8.7 48.4 103.3 Coh�mn Line 266.08ft-286.92ft Level Col# Lengtl� Dead Self +Live -Live MiuTot MaxTot 9 33 9.00 13.1 0.1 29.5 0.0 13.2 42.6 8 9 9.00 24.2 0.2 38.3 0.0 24.4 62.7 7 1 9.00 35.7 0.4 47.4 0.0 36.1 83.5 6 2 9.00 45.1 0.7 51.0 0.0 45.8 96.8 5 28 9.00 45.2 1.0 51.0 0.0 46.3 97.2 Column Line 266.25ft-210.00ft Le�-el Col# Lengtl� Dead Self +Live -Live MinTot MasTot 4 5 9.00 9.0 0.2 4.5 0.0 9.1 13.6 Colwnn Line 27117ft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 49 9.00 18.2 0.1 42.7 -7.1 11.2 61.0 Cohium Liue 276.42ft-288.42ft Level Col# Lengtli Dead Self +Live -Live MinTot MaxTot 9 35 9.00 4.2 0.1 8.1 0.0 4.3 ]2.4 8 5 9.00 63 0.2 9.3 0.0 6.5 15.8 % 3 9.VU &.0 U.3 iO.L U.0 x.3 ix.5 Column Load Summarv �I � ' ��� RAM Steel 14.06.01.00 Page 8/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 277.92ft-286.92ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 6 33 9.00 18.5 0.2 20.6 0.0 18.7 39.3 5 27 9.00 18.5 0.5 20.6 0.0 19.0 39.6 Column Line 279.75ft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 8 33 9.00 16.2 0.2 30.2 -2.9 13.5 46.7 7 29 9.00 27.1 0.4 36.5 -2.9 24.6 64.0 6 8 9.00 36.8 0.6 39.3 -2.9 34.5 76.7 5 2 9.00 53.9 0.9 44.9 -29 519 99.6 4 1 9.00 66.3 1.4 55.9 -29 64.8 123.6 3 1 9.00 149.6 1.9 98.7 -5.1 146.3 250.2 2 58 10.00 163.5 4.5 102.2 -5.1 162.9 270.2 Column Line 279.75ft-203.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 42 9.00 2.7 0.1 6.8 0.0 2.9 9.6 Column Line 279.75ft-210.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 8 34 9.00 13.4 0.1 15.4 -0.1 13.4 289 7 26 9.00 13.4 0.2 15.4 -0.1 13.5 29.0 6 I S 9.00 13.5 0.3 15.4 -0.1 13.7 29.2 5 8 9.00 13.5 0.4 15.4 -0.1 13.8 29.3 4 6 9.00 54.4 0.6 38.2 -0.1 55.0 93.2 3 24 9.00 62.9 0.9 40.2 -0.1 63.7 103.9 2 59 10.00 62.9 3.5 40.2 -0.1 66.3 lOG6 Colurun Line 279.75ft-217.17ft Leve► Col# Length Dead Self +Live -Live MinTot MaxTot 9 41 9.00 3.4 0.1 8.7 0.0 3.6 123 Cohuun Line 279.75ft-239.92ft Level Col# Lengtlt Dead Self +Live -Live MinTot MaxTot 9 23 9.00 18.3 0.1 37.7 0.0 18.4 56.1 Column Load Summarv �I (� ' ��� RAM Steel 14.06.01.00 Page 9/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 279.75ft-240.71ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 3 18 9.00 90.1 03 61.6 0.0 90.4 152.0 2 60 10.00 90.1 3.0 61.6 0.0 93.1 154.7 Column Line 279.75ft-246.67ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 8 25 9.00 31.8 0.1 49.7 0.0 31.9 81.6 7 18 9.00 41.1 03 55.5 0.0 41.4 96.9 6 21 9.00 41.2 0.4 55.5 0.0 41.6 97.1 5 20 9.00 41.2 0.6 55.5 0.0 41.8 973 4 14 9.00 87.9 0.9 76.2 0.0 88.8 165.0 See Column Loads Report for applied moments. Column Line 279.75ft-253.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 26 9.00 19.1 0.1 39.7 0.0 19.2 58.9 Cohimn Line 279.75ft-260.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 27 9.00 18.8 0.2 39.5 -3.1 15.9 58.6 8 22 9.00 40.6 0.5 64.5 -3.1 38.0 105.6 7 9 9.00 51.1 0.7 70.0 -6.2 45.6 121.8 6 24 4.00 63.5 1.0 74.2 -6.2 583 138.7 � 5 24 9.00 71.5 1.4 76.5 -6.3 66.6 149.4 4 13 9.00 98.6 1.8 98.2 -6.3 94.1 198.7 3 2 9.00 156.6 2.5 130.4 -6.3 152.8 289.5 2 61 10.00 156.6 5.1 130.4 -6.3 155.4 292.2 See Column Loads Report for applied mornents. Column Line 279.75ft-279.75ft Leve1 Col# Lengtlt Dead Setf +Live -Li��e MinTot MaxTot 9 28 9.00 25.2 0.2 48.2 0.0 25.4 73.6 8 7 9.00 32.9 0.3 51.0 0.0 33.2 84.2 7 8 9.00 411 0.5 53.3 0.0 41.6 94.8 6 28 9.00 38.4 0.7 55.1 -10.3 28.8 94.2 � Column Load Summarv �� � ��� RAM Steel 14.06.01.00 Page 10/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 281.00ft-224.25ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 19 9.00 16.9 0.2 38.8 -0.5 16.7 56.0 8 17 9.00 25.1 0.5 46.5 -2.7 22.8 72.1 7 16 9.00 31.4 0.7 483 -2.8 29.3 80.4 6 17 9.00 38.1 0.9 50.0 -2.8 36.2 89.0 5 10 9.00 44.7 1.4 51.5 -2.8 43.3 97.7 4 18 9.00 64.4 1.9 62.3 -2.8 63.5 128.6 3 5 9.00 78.4 2.4 65.6 -2.8 78.0 146.4 Column Line 281.00ft-233.17ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 9 20 9.00 7.2 0.1 10.1 0.0 7.3 17.4 8 21 9.00 23.8 0.3 32.9 0.0 24.1 57.0 7 17 9.00 30.2 0.4 37.4 -2.7 27.9 68.0 6 18 9.00 36.7 0.6 39.1 -2.7 34.5 76.3 5 17 9.00 43.1 0.7 40.6 -2.7 41.1 84.4 4 16 9.00 62.1 1.0 51.6 -2.7 60.4 114.7 3 8 9.00 70.3 1.2 533 -2.7 68.7 124.8 2 49 10.00 81.2 1.5 55.6 -2.7 79.9 1383 Column Line 281.75Ft-239.92ft Le��el Col# Lengtlt Dead Self +Live -Live MinTot MaxTot � 9 24 9.00 2.4 0.1 6.7 0.0 2.5 9.2 Colutnn Line 281.75ft-253.42Ft Level Col# Length Dead Self +Live -Live MinTot MaxTot ( 9 25 9.00 2.4 0.1 6.7 0.0 2.5 9.2 Cohimn Line 284.75ft-195.75ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 8 37 9.00 1.2 0.1 4.0 0.0 13 5.3 7 25 9.00 4.6 0.2 5.8 0.0 49 10.6 6 7 9.00 8.0 0.4 7.5 0.0 8.4 16.0 Column Line 284.75ft-210.00ft � � �'�� Column Load Summarv � �� ' RAM Steel 14.06.01.00 Page 11/12 Katie Warren RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Level Col# Length Dead Self +Live -Live MinTot MaxTot 8 36 9.00 1.8 0.1 6.2 0.0 1.9 8.1 7 24 9.00 12.1 0.2 11.1 0.0 12.3 23.3 6 14 9.00 22.3 03 13.9 0.0 22.6 36.4 5 7 9.00 32.4 0.4 16.3 0.0 32.8 49.1 Column Line 284.75ft-223.75ft Level Co►# Length Dead Self +Live -Live MinTot MaxTot 8 35 9.00 2.7 0.1 8.8 0.0 2.8 11.6 7 23 9.00 5.9 0.2 10.5 0.0 6.1 16.6 6 16 9.00 9.1 0.3 12.2 0.0 9.4 21.6 5 9 9.00 12.5 0.4 13.5 0.0 12.9 26.4 Column Line 284.75ft-232.92ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 7 22 9.00 3.1 0.1 10.1 -0.0 3.1 13.2 6 19 9.00 6.1 0.2 11.6 -0.0 6.2 179 5 18 9.00 9.2 03 133 -0.0 9.5 22.8 Column Line 284.75ft-246.67ft Level Col# Length Dead Self +Live -Li��e MinTot MaxTot 7 20 9.00 1.5 01 5.2 OA 1.6 6.8 6 20 9.00 11.4 0.2 9.9 0.0 1 L6 21.5 5 19 9.00 21.3 0.3 12.6 0.0 21.6 34.2 Column Line 284.75ft-260.42ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 7 19 9.00 3.1 0.1 10.1 -0.0 3.2 13.3 6 23 9.00 6.5 0.2 119 -0.0 6.7 18.6 5 23 9.00 99 03 13.6 -0.0 101 23.8 Colmm� Line 290.00ft-195.75ft Level Coli# Length Dead Self +Live -Live MinTot MaxTot 8 38 9.00 0.8 0.1 2.4 0.0 0.9 3.3 i 7 30 9:00 0.& 0.2 2.4 0.0 1.4 3 a I 6 9 9.00 0.8 0.3 2.4 0.0 1.1 3.5 5 4 9.00 6.5 0.4 7.0 0.0 6.9 139 ���� Column Load Summarv "�� �J RAM Steel 14.06.01.00 Page 12/12 � Katie Wanen RAM DataBase: Sebastian 3-10-14 KW 04/07/14 09:09:55 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 290.33ft-224.25ft Level Col# Length Deacl Self +Live -Live MinTot MaxTot 4 22 9.00 12.5 0.2 11.9 0.0 12.7 24.7 3 23 9.00 27.2 0.5 22.6 0.0 27.6 50.3 Column Line 290.33ft-232.92ft Level Col# Length Dead Self +Live -Live MinTot MaxTot 4 21 9.00 10.7 0.2 11.4 -0.0 10.9 22.3 3 7 9.00 15.0 OS 14.3 -0.0 15.4 29.7 I Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:asnv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 1.a 19 bJwT.8&V CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.104) L(0.45) � Span = 16.250 ft � W12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Unifam Load: D=0.1040, L=0.450 Wft, Tributary V�1dth=1.0 ft,(v�2) DESIGIV SUMVIARY �• • • Maximum Bending Stress Ratio = 0.421 : 1 Maximum Shear Stress Ratio= 0.105 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 18286 k-ft Va:Applied 4.501 k Mn/Omega:Aliowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load C'.oni�ination +D+L+H Load Garbination +D+L+H La�tion of rr�vd rrum on span 8.125ft Location of rr�d m..im on span 0.000 ft S�an#v�kiere rr�dmum oora irs Span#1 Span#v�k�ere ma�dmum ooaars Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.277 in Ratio= 704 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.341 in Ratio= 572 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Combinatiais Load Corrbination N}ax Stress Ratios Summary of Nbrrent Val�s Summary of Shear Values Segrrerrt Lerigth Span# M V M r�ax+ Mr�x- (vla-Nl� Nru� Nhx/prriege (� Rrr Va Max Vrix Vrix/Orr�ega +p+L+H Dsgn.L= 16.25 ft 1 0.421 0.105 18.29 18.29 72.50 43.41 1.00 1.00 4.50 71.40 42.75 Overall Ma�dmum Deflections-UrrFac:ta-ed Loads Load C',ont�ination Span N�c.""Defl Location in Span Load C'.orr�bination fV�c.„+"Defl Location in Span D+L 1 0.3410 8.206 0.0000 0.000 V�tiCdl R�B2Ct1011S-U11faCt01'Ed Support notation:Far left is#'1 Values in 14PS Load Corri�ination Support 1 Support 2 O�erall fWaXimum 4.501 4.501 D Only 0.845 0.845 L Only 3.656 3.656 D+L 4.501 4.501 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Prirrted:3 JAN 2014,11:41AN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 1.b 19b/wV&X-SHORTER-withcantilever CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 L 0.861 D(0.161) L(0.56) � � � 0.161 L 0.7 `v Span = 24.750 ft �pan = 3.750 ft W 12x45 W 12x45 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.1610, L=0.560 k/ft,Exter�=0.0-»16.0 ft, Tributary Width=1.0 ft,(wl) Unifam Loed: L=0.8610 k/ft,Extent=16.0-»24.750 ft, Tributary V�fdth=1.0 ft,(wl) Load for Span Nurrix�'2 Unifam Loed: D=0.1610, L=0.70 Wft, Tributary Vbidth=1.0 ft DESIC�V SUNIVI4RY �- • • Maximum Bending Stress Ratio = 0.363: 1 Maximum Shear Stress Ratio= 0.132 : 1 Section used for this span W12x45 Section used for this span W12x45 Ma:Applied 58.118 k-ft Va:Applied 10.740 k Mn/Omega:Allowable 160.180 k-ft Vn/Omega:Allowable 81.070 k Load C',oirbination +D+L+H Load Corrbination +D+L+h' La�tion of rrn�d rrum on span 12.375ft L.a�tion of rr�d rrum on span 24.750 ft Span#�e ma�drrum occurs Span#1 Span#v�xe ma�drrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.512 in Ratio= 580 Max Upward L+Lr+S Deflection -0.239 in Ratio= 375 Max Downward Total Deflection 0.639 in Ratio= 465 Max Upward Total Deflection -Q.2g2 in Ratio= 308 Ma�dmum Forces�Stresses for Load Cari�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbrrient Values Surrrr�ry of Shear Values segm�,t�e�, span# M v nn�+ nm�_ n�_nn� nmx n�r,�o�„�a cb wr va n� v� v�orr,�a +D+L+H Dsgn.L= 24.75 ft 1 0.363 0.132 58.12 �.37 58.12 267.50 160.18 1.00 1.00 10.74 121.61 81.07 Dsgn.L= 3.75 ft 2 0.040 0.042 �.37 6.37 267.50 160.18 1.00 1.00 3.40 121.61 81.07 Overall Ma�dmum Deflections-UrrFacta'ed Loads Load C',orrt�ination Span N�c."„Defl Location in Span Load C'.orr�bination fV�c.„+"Defl Location in Span D+L 1 0.6388 12.375 0.0000 0.000 2 0.0000 12.375 D+L -0.2922 3.750 VEFtICdI REaCtl011S-UI'1f�OP@d Support notation:Far left is#1 Values in 14PS Load CaYi�ination Support 1 Support 2 Support 3 O�erall MAXrrum 9.433 14.136 D Only 2.237 2.214 L Only 7.197 11.922 D+L 9.433 14.136 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Prirrted:3 JAN 2014,11:41AN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 1.b 19b/wV&X-SFiORTER-nocaritilever CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.161) L(0.7) ♦ � Span = 24.250 ft W 12x50 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrber 1 Unifam Load: D=0.1610, L=0.70 k/ft,Extent=0.0—»24.250 ft, Tributary 1Mdth=1.0 ft,(wl) D�SIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.373: 1 Maximum Shear Stress Ratio= 0.122 : 1 Section used for this span W12x50 Section used for this span W12x50 Ma:Applied 66.943 k-ft Va:Applied 11.042 k Mn/Omega:Allowable 179.391 k-ft Vn/Omega:Allowable 90.280 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H Location of rr�d rrum on span 12.125ft Location of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.483 in Ratio= 601 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.630 in Ratio= 462 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega +p+�+H Dsgn.L= 2425 ft 1 0.373 0.122 66.94 66.94 299.58 179.39 1.00 1.00 11.04 135.42 90.28 Overall Ma�dmwn Deflections-Ur�Factored Loads Load Corri�ination Span Max.��,�Defl Location in Span Load Gorr�bination fV}�c.,�+"Defl Location in Span D+L 1 0.6299 12.246 0.0000 0.000 V@YtiCdl R�Ct1011S-U11faCtOPed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O�erall MAkmum 11.042 11.042 D Only 2.555 2.555 L Only 8.488 8.488 D+L 11.042 11.042 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wv zo�a,a:s�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 2. W.5 b/w 19&20 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(����I�)�t�(�Y5�5) � � , Span = 14.Oft � W 8x35 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.1210, L=0.5250 k/ft, Tributary Width=1.0 ft,(w) Poir�t Load: D=2.80, L=12.10 k@ 7.0 ft,(P) DESIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.795: 1 Maximum Shear Stress Ratio= 0.243 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma:Applied 68.836 k-ft Va:Applied 12.217 k Mn/Omega:Allowable 86.577 k-ft Vn/Omega:Allowable 50.344 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 7.00Oft La:ation of rr�d rrum on span 14.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.450 in Ratio= 372 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.564 in Ratio= 2g$ Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 14.00 ft 1 0.157 0.050 13.62 13.62 144.58 86.58 1.00 1.00 2.49 75.52 50.34 +p+�+H Qsgn.L= 14.00 ft 1 0.795 0.243 68.84 68.&4 144.58 86.58 1.00 1.00 12.22 75.52 50.34 +p+�-+H Dsgn.L= 14.00 fl 1 0.157 0.050 13.62 13.62 144.58 86.58 1.00 1.00 2.49 75.52 50.34 +p+g-rH Dsgn.L= 14.00 ft 1 0.157 0.050 13.62 13.62 144.58 86.58 1.00 1.00 2.49 75.52 50.34 +D+0.750Lr+0.750L+H Dsgn.L= 14.00 ft 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +D+0.750L+0.750S+H Dsgn.L= 14.00 fl 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +p+W+H Dsgn.L= 14.00 ft 1 0.157 0.050 13.62 13.62 144.58 86.58 1.00 1.00 2.49 75.52 50.34 +D+0.70E+H Dsgn.L= 14.00 ft 1 0.157 0.050 13.62 13.62 144.58 86.58 1.00 1.00 2.49 75.52 50.34 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 14.00 ft 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 14.00 ft 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +D+0.750L+0.7505+0.750W+H Dsgn.L= 14.00 ft 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wv zo�a,a:s�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 2. W.5 b/w 19&20 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 14.00 ft 1 0.636 0.194 55.03 55.03 144.58 86.58 1.00 1.00 9.79 75.52 50.34 +0.60D+�W+H Dsgn.L= 14.00 ft 1 0.094 0.030 8.17 8.17 144.58 86.58 1.00 1.00 1.50 75.52 50.34 +0.60D+0.70E+H Dsgn.L= 14.00 ft 1 0.094 0.030 8.17 8.17 144.58 86.58 1.00 1.00 1.50 75.52 50.34 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5637 7.070 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall NWJGmam 12.217 12217 D Only 2.492 2.492 L Only 9.725 9.725 D+L 12.217 12217 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 3. Diagonal b�m on floa�belowwith stub posts CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 D(7.4)L(19.6) D(1.4)L(5.5) D(7.3)�L(7.9) � Span=16.0 ft W 10x60 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load(s)fa-Span Nurrber 1 Poir�t Load: D=7.40, L=19.60 k@ 6.0 ft,(P1) Poi rrt Load: D=1.40, L=5.50 k(a�11.0 ft,(P2) Poi r�t Load: D=7.30, L=7.90 k@ 16.0 ft,(P3) DESI�I SUNIVI4RY ■- • • Maximum Bending Stress Ratio = 0.623: 1 Maximum Shear Stress Ratio= 0.357 : 1 Section used for this span W10x60 Section used for this span W10x60 Ma:Applied 115.985 k-ft Va:Applied 30.548 k Mn/Omega:Allowable 186.128 k-ft Vn/Omega:Allowable 85.680 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 6.00Oft Location of rr�d mum on span 16.000 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.337 in Ratio= 569 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.466 in Ratio= 412 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega +D+H Dsgn.L= 16.00 ft 1 0.173 0.134 32.17 32.17 310.83 186.13 1.00 1.00 11.52 128.52 85.68 +D+L+H Dsgn.L= 16.00 ft 1 0.623 0.357 115.98 115.98 310.83 186.13 1.00 1.00 30.55 128.52 85.68 +D+Lr+H Dsgn.L= 16.00 ft 1 0.173 0.134 32.17 32.17 310.83 186.13 1.00 1.00 11.52 128.52 85.68 +D+S+H Dsgn.L= 16.00 ft 1 0.173 0.134 32.17 32.17 310.83 186.13 1.00 1.00 11.52 128.52 85.68 +D+0.750Lr+0.750L+H Dsgn.L= 16.00 ft 1 0.511 0.301 95.03 95.03 310.83 186.13 1.00 1.00 25.79 128.52 85.68 +D+0.750L+0.750S+H Dsgn.L= 16.00 ft 1 0.511 0.301 95.03 95.03 310.83 186.13 1.00 1.00 25.79 128.52 85.68 +p+p,6pW+H Dsgn.L= 16.00 ft 1 0.173 0.134 32.17 32.17 310.83 186.13 1.00 1.00 11.52 128.52 85.68 +p+p.70E+H Dsgn.L= 16.00 fl 1 0.173 0.134 32.17 32.17 310.83 186.13 1.00 1.00 11.52 128.52 85.68 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 16.00 ft 1 0.511 0.301 95.03 95.03 310.83 186.13 1.00 1.00 25.79 128.52 85.68 +D+0.750L+0.750S+0.450W+H Dsgn.L= 16.00 ft 1 0.511 0.301 95.03 95.03 310.83 186.13 1.00 1.00 25.79 128.52 85.68 +p+p,75pL+0.750S+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 3. Diagonal b�m on floa�belowwith stub posts Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 16.00 ft 1 0.511 0.301 95.03 95.03 310.83 186.13 1.00 1.00 25.79 128.52 85.68 +0.60D+0.60W+0.60H Dsgn.L= 16.00 ft 1 0.104 0.081 19.30 19.30 310.83 186.13 1.00 1.00 6.91 128.52 85.68 +0.60D+0.70E+0.60H Dsgn.L= 16.00 ft 1 0.104 0.081 19.30 19.30 310.83 186.13 1.00 1.00 6.91 128.52 85.68 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.4655 7.680 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall NWJGrrum 19.511 30.548 D Only 5.542 11.517 L Only 13.969 19.031 D+L 19.511 30.548 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 a�M�:�o nn�zo�a.��:szFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 3b high beam 20.6 b/w U.8&V.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 D 0.07 L 02 D(1. L(3) D 0.337 L 0.963 + + Span='19.0 ft W 14x26 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.3370, L=0.9630 Wft,Exter�=0.0-»16.0 ft, Tributary V�idth=1.0 ft,(w) Unifam Load: D=0.070, L=0.20 k/ft,Extent=16.0-»19.0 ft, Tributary 1Mdth=1.0 ft,(�n2) Poi r�t Laad: D=1.10, L=3.0 k@ 16.0 ft,(P) DESIGIV SUNIVI4RY � - � • Maximum Bending Stress Ratio = 0.635: 1 Maximum Shear Stress Ratio= 0.186 : 1 Section used for this span W14x26 Section used for this span W14x26 Ma:Applied 63.737 k-ft Va:Applied 13.205 k Mn/Omega:Allowable 100.299 k-ft Vn/Omega:Allowable 70.890 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 9.785ft Location of rr�d mum on span 19.000 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.429 in Ratio= 530 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.592 in Ratio= 385 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega +D+H Dsgn.L= 19.00 ft 1 0.174 0.051 17.45 17.45 167.50 100.30 1.00 1.00 3.64 106.34 70.89 +D+L+H Dsgn.L= 19.00 ft 1 0.635 0.186 63.74 63.74 167.50 100.30 1.00 1.00 1321 106.34 70.89 +D+Lr+H Dsgn.L= 19.00 ft 1 0.174 0.051 17.45 17.45 167.50 100.30 1.00 1.00 3.64 106.34 70.89 +D+S+H Dsgn.L= 19.00 ft 1 0.174 0.051 17.45 17.45 167.50 100.30 1.00 1.00 3.64 106.34 70.89 +D+0.750Lr+0.750L+H Dsgn.L= 19.00 ft 1 0.520 0.153 52.17 52.17 167.50 100.30 1.00 1.00 10.81 106.34 70.89 +D+0.750L+0.750S+H Dsgn.L= 19.00 ft 1 0.520 0.153 52.17 52.17 167.50 100.30 1.00 1.00 10.81 106.34 70.89 +p+p,6pW+H Dsgn.L= 19.00 ft 1 0.174 0.051 17.45 17.45 167.50 100.30 1.00 1.00 3.64 106.34 70.89 +p+p.70E+H Dsgn.L= 19.00 fl 1 0.174 0.051 17.45 17.45 167.50 100.30 1.00 1.00 3.64 106.34 70.89 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 19.00 ft 1 0.520 0.153 52.17 52.17 167.50 100.30 1.00 1.00 10.81 106.34 70.89 +D+0.750L+0.750S+0.450W+H Dsgn.L= 19.00 ft 1 0.520 0.153 52.17 52.17 167.50 100.30 1.00 1.00 10.81 106.34 70.89 +p+p,75pL+0.750S+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 a�M�:�o nn�zo�a.��:szFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 3b high beam 20.6 b/w U.8&V.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 19.00 ft 1 0.520 0.153 52.17 52.17 167.50 100.30 1.00 1.00 10.81 106.34 70.89 +0.60D+0.60W+0.60H Dsgn.L= 19.00 ft 1 0.104 0.031 10.47 10.47 167.50 100.30 1.00 1.00 2.18 106.34 70.89 +0.60D+0.70E+0.60H Dsgn.L= 19.00 ft 1 0.104 0.031 10.47 10.47 167.50 100.30 1.00 1.00 2.18 106.34 70.89 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5923 9.595 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 13.002 13205 D Only 3.561 3.639 L Only 9.441 9.567 D+L 13.002 13205 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 a�M�:�o nn�zo�a.��:szFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 3b(sim)high beam 20.6 b/w U.8&V.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 D 0.07 L 0.2 D 0.359 L 1.025 D 0.337 L 0.963 D(1. L(3) ♦ Span=4.0 ft Span=19.0 ft W 14x26 W 14x26 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.3590, L=1.025 k/ft,Exter�=0.0-»4.0 ft, Tributary 1Mdth=1.0 ft,(w) Load for Span Nurrt�er 2 Uniforrn Load: D=0.3370, L=0.9630 Wft,Exter�=0.0-»16.0 ft, Tributary V�fdth=1.0 ft,(w) Unifam Loed: D=0.070, L=0.20 klft,Extent=16.0-»19.0 ft, Tributary V�fdth=1.0 ft,(v�lL) Poir�t Load: D=1.10, L=3.0 k@ 16.0 ft,(P) DESIGI�I SUMVIARY �- � • Maximum Bending Stress Ratio = 0.582: 1 Maximum Shear Stress Ratio= 0.192 : 1 Section used for this span W14x26 Section used for this span W14x26 Ma:Applied 58.410 k-ft Va:Applied 13.596 k Mn/Omega:Allowable 100.299 k-ft Vn/Omega :Allowable 70.890 k Load Corrbination +D+L+H Load Carbination +D+L+I- Location of rr�d rrum on span 10.231 ft Location of rr�d rrum on span 4.000 ft �#v�tiere ma�dmum oocurs Span#2 Span#v�k�ere rr�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.386 in Ratio= 590 Max Upward L+Lr+S Deflection -0.226 in Ratio= 425 Max Downward Total Deflection 0.532 in Ratio= 429 Max Upward Total Deflection -0.311 in Ratio= 309 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C S�"ess Ratios Sumrrary of Nbment Values Surrmary of Shear Values Segrr�erit Lerigth Span# M V M rrax+ (VYr�aX- Ma-Nl� NYix Nhx/pm�a (� Rrr Va Max Vrix Vrix/Orrega +D+H Dsgn.L= 4.00 ft 1 0.031 0.053 -3.08 3.08 167.50 100.30 1.00 1.00 3.72 106.34 70.89 Dsgn.L= 19.00 ft 2 0.160 0.053 16.00 -3.08 16.00 167.50 100.30 1.00 1.00 3.72 106.34 70.89 +p+�+H Dsgn.L= 4.00ft 1 0.112 0.192 -11.28 11.28 167.50 100.30 1.00 1.00 13.60 106.34 70.89 Dsgn.L= 19.00 ft 2 0.582 0.192 58.41 -11.28 58.41 167.50 100.30 1.00 1.00 13.60 106.34 70.89 +p+Lr+H Dsgn.L= 4.00 ft 1 0.031 0.053 -3.08 3.08 167.50 100.30 1.00 1.00 3.72 106.34 70.89 Dsgn.L= 19.00 ft 2 0.160 0.053 16.00 -3.08 16.00 167.50 100.30 1.00 1.00 3.72 106.34 70.89 +D}S+H Dsgn.L= 4.00 ft 1 O.Q31 0.053 -3.08 3.08 167.50 100.30 1.00 1.00 3.72 106.34 70.89 Dsgn.L= 19.00 ft 2 0.160 0.053 16.00 -3.08 16.00 167.50 100.30 1.00 1.00 3.72 106.34 70.89 +D+0.750Lr+0.750L+H Dsgn.L= 4.00 ft 1 0.092 0.157 -9.23 9.23 167.50 100.30 1.00 1.00 11.13 106.34 70.89 Dsgn.L= 19.00 ft 2 0.477 0.157 47.81 -9.23 47.81 167.50 100.30 1.00 1.00 11.13 106.34 70.89 +D+0.750L+0.750S+H Dsgn.L= 4.00 ft 1 0.092 0.157 -9.23 9.23 167.50 100.30 1.00 1.00 11.13 106.34 70.89 Dsgn.L= 19.00 ft 2 0.477 0.157 47.81 -9.23 47.81 167.50 100.30 1.00 1.00 11.13 106.34 70.89 +D+0.60W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 a�M�:�o nn�zo�a.��:szFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 3b(sim)high beam 20.6 b/w U.8&V.7 Load Carbination Ma�c Stress Ratios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vrix Vrix/Q� Dsgn.L= 4.00 ft 1 0.031 0.053 -3.08 3.08 167.50 100.30 1.00 1.00 3.72 106.34 70.89 Dsgn.L= 19.00 ft 2 0.160 0.053 16.00 -3.08 16.00 167.50 100.30 1.00 1.00 3.72 106.34 70.89 +D+0.70E+H Dsgn.L= 4.00 ft 1 0.031 0.053 -3.08 3.08 167.50 100.30 1.00 1.00 3.72 106.34 70.89 Dsgn.L= 19.00 ft 2 0.160 0.053 16.00 -3.08 16.00 167.50 100.30 1.00 1.00 3.72 106.34 70.89 +D+O.750 L r+0.750 L+O.450 W+H Dsgn.L= 4.00 ft 1 0.092 0.157 -9.23 9.23 167.50 100.30 1.00 1.00 11.13 106.34 70.89 Qsgn.L= 19.00 ft 2 0.477 0.157 47.81 -923 47.81 167.50 100.30 1.00 1.00 11.13 106.34 70.89 +D+0.750L+0.7505+0.450W+H Dsgn.L= 4.00 ft 1 0.092 0.157 -923 9.23 167.50 100.30 1.00 1.00 11.13 106.34 70.89 Dsgn.L= 19.00 ft 2 0.477 0.157 47.81 -923 47.81 167.50 100.30 1.00 1.00 11.13 106.34 70.89 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 4.00 ft 1 0.092 0.157 -923 9.23 167.50 100.30 1.00 1.00 11.13 106.34 70.89 Dsgn.L= 19.00 ft 2 0.477 0.157 47.81 -923 47.81 167.50 100.30 1.00 1.00 11.13 106.34 70.89 +0.60D+0.60W+0.60H Dsgn.L= 4.00ft 1 0.018 0.032 -1.85 1.85 167.50 100.30 1.00 1.00 2.23 106.34 70.89 Dsgn.L= 19.00ft 2 0.096 O.Q32 9.60 -1.85 9.60 167.50 100.30 1.00 1.00 2.23 106.34 70.89 +0.60D+0.70E+0.60H Dsgn.L= 4.00ft 1 0.018 0.032 -1.85 1.85 167.50 100.30 1.00 1.00 2.23 106.34 70.89 Dsgn.L= 19.00 ft 2 0.096 0.032 9.60 -1.85 9.60 167.50 100.30 1.00 1.00 2.23 106.34 70.89 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Coni�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span 1 0.0000 0.000 D+L -0.3110 0.000 D+L 2 0.5320 9.792 0.0000 0.000 VP.PtICdI REaCfl01'1S-UC1f�OP2Cl Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall M4Xmam 19237 12.611 D Only 5264 3.477 L Only 13.973 9.135 D+L 19237 12.611 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesGiptlon: 3f F�dsting low W 1Dc14 with newcantilever CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 D(0.5)L(1.4) D 0.079 L 0225 D 0.1580 L 0.450 � ♦ \ 1 Span=2.50 ft � Span=2750 R Span=4.50 R / W 12x14 W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Loads ai all spans... Partial Length Unifam Load: D=0.1580, L=0.450 Wft,Exter�=2.50-»9.750 ft Load for Span Nurrl�er 1 Unifam Load: D=0.0790, L=0.2250 Wft, Tributary VUdth=1.0 ft,(v�/L) Poir�t Load: D=0.50, L=1.40 k(c�0.0 ft,(P) DESIGI�I SUNIVI4RY � - � • Maximum Bending Stress Ratio = 0.145: 1 Maximum Shear Stress Ratio= 0.065 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 6.299 k-ft Va:Applied 2.80 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load C',oirbination +D+L+H,LL Corr�b Fdan(*LL) Load Corrbination +D+L+H,LL Corrt�Faun(*�L) La�tion of rrn�d rrum on span 2.750ft L.a�tion of rr�d rrum on span 2.750 ft Span#�e ma�drrum occurs Span#2 Span#v�xe ma�drrum oocurs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.034 in Ratio= 3,190 Max Upward L+Lr+S Deflection -0.003 in Ratio= 1 1,561 Max Downward Total Deflection 0.046 in Ratio= 2335 Max Upward Total Deflection -0.004 in Ratio= 8602 Ma�dmum Forces�Stresses for Load Cari�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbrrient Values Surrrr�ry of Shear Values segm�,t�e�, span# M v nn�+ nm�_ n�_nn� nmx n�r,�o�„�a cb wr va n� v� v�orr,�a +D+H Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+L+H,LL Car�b Run(**L) Dsgn.L= 2.50ft 1 0.035 0.035 -1.54 1.54 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 2.75 ft 2 0.145 0.065 -0.00 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 Dsgn.L= 4.50 ft 3 0.145 0.065 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 +D+L+H,LL Corr�b faan('L') Dsgn.L= 2.50ft 1 0.035 0.018 -1.54 1.54 72.50 43.41 1.00 1.00 0.78 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.022 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.93 71.40 42.75 Dsgn.L= 4.50ft 3 O.Q10 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+L+H,LL Corrb Run('LL) Dsgn.L= 2.50 ft 1 0.035 0.020 -1.54 1.54 72.50 43.41 1.00 1.00 0.87 71.40 42.75 Dsgn.L= 2.75 ft 2 0.145 0.065 -0.00 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 Dsgn.L= 4.50 ft 3 0.145 0.065 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 +D+L+H,LL Corr�b f3an(L**) Dsgn.L= 2.50 ft 1 0.132 0.063 -5.74 5.74 72.50 43.41 1.00 1.00 2.70 71.40 42.75 Dsgn.L= 2.75 ft 2 0.132 0.040 -0.00 -5.74 5.74 72.50 43.41 1.00 1.00 1.69 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesGiptlon: 3f F�dsting low W 1Dc14 with newcantilever Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +D+L+H,LL Corr�b Run(L"L) Dsgn.L= 2.50 ft 1 0.132 0.063 -5.74 5.74 72.50 43.41 1.00 1.00 2.70 71.40 42.75 Dsgn.L= 2.75 ft 2 0.145 0.065 -0.00 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 Dsgn.L= 4.50 ft 3 0.145 0.065 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 +D+L+H,LL Corr�b F3m(LL") Dsgn.L= 2.50 ft 1 0.132 0.063 -5.74 5.74 72.50 43.41 1.00 1.00 2.70 71.40 42.75 Dsgn.L= 2.75 ft 2 0.132 0.054 -0.00 -5.74 5.74 72.50 43.41 1.00 1.00 2.31 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+L+H,LL Corri�Run(LLL) Dsgn.L= 2.50 ft 1 0.132 0.063 -5.74 5.74 72.50 43.41 1.00 1.00 2.70 71.40 42.75 Dsgn.L= 2.75 ft 2 0.145 0.065 -0.00 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 Dsgn.L= 4.50 ft 3 0.145 0.065 �.30 6.30 72.50 43.41 1.00 1.00 2.80 71.40 42.75 +p+�-+H,LL Corrib Run("'L) Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+�-+H,LL Ca rib Fdm("L") Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+�-+H,LL Corri�fdm('LL) Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+Lr+H,Ll.Corri�Faun(�""`) Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+�-+H,LL Corrib Po.m(L`L) Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+I�-+H,LL Ca rib Fdm(LI-") Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+�-+H,LL Corri�faun(LLL) Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+g+H Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+H,LL Corri�Fdan(" Dsgn.L= 2.50ft 1 0.035 0.025 -1.54 1.54 72.50 43.41 1.00 1.00 1.08 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+H,LL Corri�Fdan(� Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+p.750Lr+0.750L+H,LL Corri�Fdan(` Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +p+p.75pLr+p.75pL+H,LL Corri�Run(L Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.031 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.31 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+H,LL Corri�Fdan(L Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+H,LL Corr�b Faan(L Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.041 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+p.750Lr+0.750L+H,LL Corr�b Fdan(L Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesGiptlon: 3f F�dsting low W 1Dc14 with newcantilever Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Run(" Dsgn.L= 2.50ft 1 0.035 0.025 -1.54 1.54 72.50 43.41 1.00 1.00 1.08 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H,LL Corrib Run('l Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Fdan(�l Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Fdan(L' Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.031 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.31 71.40 42.75 Dsgn.L= 4.50ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Run(L' Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H,LL Corrib Run(LI Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.041 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Fdan(LJ Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.60W+H Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.70E+H Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50ft 1 0.035 0.025 -1.54 1.54 72.50 43.41 1.00 1.00 1.08 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50 ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.040 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+0.450V�+H,LL Con Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.031 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.31 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.041 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.77 71.40 42.75 Dsgn.L= 4.50ft 3 0.0�0 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.450W+H,LL Car Dsgn.L= 2.50ft 1 0.035 0.025 -1.54 1.54 72.50 43.41 1.00 1.00 1.08 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesGiptlon: 3f F�dsting low W 1Dc14 with newcantilever Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.7505+0.450W+H,LL Con- Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.031 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.31 71.40 42.75 Dsgn.L= 4.50ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +p+p,75pL+0.750S+0.450W+H,LL Corr Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.041 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 2.50ft 1 0.035 0.025 -1.54 1.54 72.50 43.41 1.00 1.00 1.08 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75ft 2 0.0�0 0.018 -0.00 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,ll Con Dsgn.L= 2.50ft 1 0.035 0.017 -1.54 1.54 72.50 43.41 1.00 1.00 0.73 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.031 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.31 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,ll Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.108 0.041 -0.00 �.69 4.69 72.50 43.41 1.00 1.00 1.77 71.40 42.75 Dsgn.L= 4.50 ft 3 0.040 0.018 -1.74 1.74 72.50 43.41 1.00 1.00 0.77 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,ll Con Dsgn.L= 2.50 ft 1 0.108 0.052 �.69 4.69 72.50 43.41 1.00 1.00 2.20 71.40 42.75 Dsgn.L= 2.75 ft 2 0.119 0.054 -0.00 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Dsgn.L= 4.50 ft 3 0.119 0.054 -5.16 5.16 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +0.60D+0.60W+0.60H Dsgn.L= 2.50 ft 1 0.021 0.010 -0.92 0.92 72.50 43.41 1.00 1.00 0.44 71.40 42.75 Dsgn.L= 2.75ft 2 0.024 0.011 -0.00 -1.05 1.05 72.50 43.41 1.00 1.00 0.46 71.40 42.75 Dsgn.L= 4.50ft 3 0.024 0.011 -1.05 1.05 72.50 43.41 1.00 1.00 0.46 71.40 42.75 +0.60D+0.70E+0.60H Dsgn.L= 2.50 ft 1 0.021 0.010 -0.92 0.92 72.50 43.41 1.00 1.00 0.44 71.40 42.75 Dsgn.L= 2.75 ft 2 0.024 0.011 -0.00 -1.05 1.05 72.50 43.41 1.00 1.00 0.46 71.40 42.75 Dsgn.L= 4.50ft 3 0.024 0.011 -1.05 1.05 72.50 43.41 1.00 1.00 0.46 71.40 42.75 Overall Ma�dmam Deflectiais-UrrFactored Leads Load C,orri�ination Span N�x.""Defl Location in Span Load Combination Max.„+"Defl Location in Span D+L 1 0.0212 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.0038 1.392 D+L 3 0.0463 4.500 0.0000 1.392 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesGiptlon: 3f F�dsting low W 1Dc14 with newcantilever V�iCdl R�2Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 Support 3 Support 4 O�erall NIAXmum 5.006 5.385 D Only 0.896 1.085 L Only,LL Corri�Faun('"L) -1.657 3.682 L Only,LL C',orrb Fdan(`L') 0.619 0.619 L Only,LL Corrb Fd�n('LL) -1.038 4.301 L Only,LL C',orr�b Run(L`*) 3.491 -1.528 L Only,LL Corr�b F�n(L`L) 1.834 2.153 L Only,LL Corii�Run(LL*) 4.110 -0.910 L Only,LL Corri�Fdan(LLL) 2.453 2.T/2 D+L,LL C'.orrib F�an(�'L) -0.761 4.767 D+L,LL Corrt�Run(�L") 1.515 1.704 D+L,LL C'.orrib Run('LL) -0.142 5.385 D+L,LL Corr�Fd�n(L"") 4.387 -0.444 D+�L,LL C'.orrib Fdan(L'L) 2.730 3238 D+L,LL Corri�Run(LL*) 5.006 0.175 D+�L,LL C'.orrib Fdan(LLL) 3.349 3.857 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.s:oo�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 3h MC 1aGi1 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 0 0.0��o.z o o.m�o.z � J � /I l � Span=2.]SOft � Span=4.50R MC12x31 MC12x31 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.070, L=0.20 k/ft, Tributary Width=1.0 ft,(w) Load for Span Nurrt�er 2 Uniforrn Load: D=0.070, L=0.20 k/ft, Tributary VUdth=1.0 ft,(w) DESI�I SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.031 : 1 Maximum Shear Stress Ratio= 0.019 : 1 Section used for this span MC12x31 Section used for this span MC12x31 Ma:Applied 3.048 k-ft Va:Applied 1.522 k Mn/Omega:Allowable 99.052 k-ft Vn/Omega:Allowable 79.760 k Load Carbination +D+L+H,LL Corrt�Run(11) Load Corii�ination +D+L+H,11 Corr�b Fd�n(LL) Laation of rr�xi rrum on span 2.750ft Location of rr�d mum on span 2.750 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.005 in Ratio= 19,734 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.008 in Ratio= 13301 Max Upward Total Deflection -0.000 in Ratio= 78814 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega +D+H Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+L+H,LL Carb f3an('L) Dsgn.L= 2.75 ft 1 0.031 0.017 -3.05 3.05 165.42 99.05 1.00 1.00 1.35 13320 79.76 Dsgn.L= 4.50 ft 2 0.031 0.017 -3.05 3.05 165.42 99.05 1.00 1.00 1.35 133.20 79.76 +D+L+H,LL Con�b F3an(�") Dsgn.L= 2.75ft 1 0.010 0.010 0.00 -1.02 1.02 165.42 99.05 1.00 1.00 0.79 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+L+H,LL(',oirb Fdan(LL) Dsgn.L= 2.75ft 1 O.Q31 0.019 -3.05 3.05 165.42 99.05 1.00 1.00 1.52 133.20 79.76 Dsgn.L= 4.50 ft 2 0.031 0.017 -3.05 3.05 165.42 99.05 1.00 1.00 1.35 133.20 79.76 +p+�-+H,LL Ca rib Fhm("L) Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+Lr+H,LL C'.orrib f�an(L`) Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 13320 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +p+�-+H,LL Corrib Fban(LL) Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 13320 79.76 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.s:oo�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 3h MC 12�Gi1 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +D+S+H Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750Lr+0.750L+H,LL Coir�f�n(' Dsgn.L= 2.75 ft 1 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 13320 79.76 +D+0.750Lr+0.750L+H,LL Corrt�Faan(L Dsgn.L= 2.75ft 1 0.010 0.009 -1.02 1.02 165.42 99.05 1.00 1.00 0.72 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750Lr+0.750L+H,LL Cari�Run(L Dsgn.L= 2.75 ft 1 0.026 0.016 -2.54 2.54 165.42 99.05 1.00 1.00 1.27 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +p+p.75pL+0.750S+H,LL Ca rib Fban('l Dsgn.L= 2.75 ft 1 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 Dsgn.L= 4.50 ft 2 0.0`L6 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.750L+0.750S+H,LL C'.orrib Fdan(L' Dsgn.L= 2.75ft 1 0.010 0.009 -1.02 1.02 165.42 99.05 1.00 1.00 0.72 133.20 79.76 Dsgn.L= 4.50 ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750L+0.750S+H,LL Corri�Faun(LJ Dsgn.L= 2.75 ft 1 0.026 0.016 -2.54 2.54 165.42 99.05 1.00 1.00 1.27 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.60W+H Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.70E+H Dsgn.L= 2.75ft 1 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.51 133.20 79.76 Dsgn.L= 4.50 ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750Lr+0.750L+0.450V�+H,LL Con Dsgn.L= 2.75 ft 1 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.75 ft 1 0.010 0.009 -1.02 1.02 165.42 99.05 1.00 1.00 0.72 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 2.75 ft 1 0.026 0.016 -2.54 2.54 165.42 99.05 1.00 1.00 1.27 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +p+p.750L+0.750S+0.450W+H,LL Corr Dsgn.L= 2.75 ft 1 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 13320 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.750L+0.750S+0.450W+H,LL Car Dsgn.L= 2.75ft 1 0.010 0.009 -1.02 1.02 165.42 99.05 1.00 1.00 0.72 133.20 79.76 Dsgn.L= 4.50 ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 2.75 ft 1 0.026 0.016 -2.54 2.54 165.42 99.05 1.00 1.00 1.27 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 2.75 ft 1 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 2.75ft 1 0.010 0.009 -1.02 1.02 165.42 99.05 1.00 1.00 0.72 133.20 79.76 Dsgn.L= 4.50ft 2 0.010 0.006 -1.02 1.02 165.42 99.05 1.00 1.00 0.45 133.20 79.76 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 2.75 ft 1 0.026 0.016 -2.54 2.54 165.42 99.05 1.00 1.00 1.27 133.20 79.76 Dsgn.L= 4.50 ft 2 0.026 0.014 -2.54 2.54 165.42 99.05 1.00 1.00 1.13 133.20 79.76 +0.60D+0.60W+0.60H Dsgn.L= 2.75 ft 1 0.006 0.004 -0.61 0.61 165.42 99.05 1.00 1.00 0.31 133.20 79.76 Dsgn.L= 4.50 ft 2 0.006 0.003 -0.61 0.61 165.42 99.05 1.00 1.00 0.27 133.20 79.76 +0.60D+0.70E+0.60H Dsgn.L= 2.75 ft 1 0.006 0.004 -0.61 0.61 165.42 99.05 1.00 1.00 0.31 133.20 79.76 Dsgn.L= 4.50 ft 2 0.006 0.003 -0.61 0.61 165.42 99.05 1.00 1.00 0.27 133.20 79.76 Overall Ma�dmwn Deflectior�s-UrrFactored Loads Load C',oni�ination Span N�x.����Defl Location in Span Load Combination Max.,�+"Defl Location in Span 1 0.0000 0.000 D+L -0.0004 1.608 D+L 2 0.0081 4.500 0.0000 1.608 V21"tlCdl RP.�CtIOf1S-UClfa(�OP2d Support notation:Far left is#1 Values in 14PS Load Carbination Support 1 Support 2 Support 3 O�erall NWXmum -0.969 2.877 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.s:oo�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 3h MC 12�Gi1 V�iCdl R�2Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 Support 3 D Only -0.233 0.965 L Only,LL Corrt>Run(*L) -0.736 1.636 L Only,LL Corri�Faun(L`) 0275 0275 L Only,LL C',orrb Fdan(LL) -0.461 1.911 D+L,LL Corri�Run(*L) -0.969 2.602 D+L,LL C'.orrib Fdan(L`) 0.042 1240 D+L,LL Corrib Run(LL) -0.694 2.877 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.a:zs�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 4. 20 b/wV&X CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.138 L 0.55 ♦ ♦ D 0263 L 9.05 D 026 L 1. .5 L(17) � + Span=17.50 ft Span=7.0 ft W 12x16 W 12x16 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.2630, L=1.050 Wft, Tributary Vbldth=1.0 ft,(vvl) Load for Span Nurrt�er 2 Unifam Load: D=0.260, L=1.050 k/ft,Extent=0.0-»2.750 ft, Tributary 1Mdth=1.0 ft,(wl) Unifam Loed: D=0.1380, L=0.550 k/ft,Extent=2.750-»7.0 ft, Tributary 1Mdth=1.0 ft,(v✓Z) Poir�t Load: D=0.50, L=1.70 k@2.750 ft DESIGI�I SUMVIARY �- � • Maximum Bending Stress Ratio = 0.775: 1 Maximum Shear Stress Ratio= 0.262 : 1 Section used for this span W12x16 Section used for this span W12x16 Ma:Applied 38.850 k-ft Va:Applied 13.849 k Mn/Omega:Allowable 50.150 k-ft Vn/Omega :Allowable 52.80 k Load Corrbination +D+L+H,LL Corrt�Fd�n(LL) Load Carbination +D+L+H,LL Coni�Fdan(LL) Location of rr�d rrum on span 17.500ft Location of rr�d rrum on span 17.500 ft �#v�tiere ma�dmum oocurs Span#1 Span#v�k�ere rr�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.434 in Ratio= 483 Max Upward L+Lr+S Deflection -0.053 in Ratio= 1,577 Max Downward Total Deflection 0.544 in Ratio= 386 Max Upward Total Deflection -0.063 in Ratio= 1333 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C S�"ess Ratios Sumrrary of Nbment Values Surrmary of Shear Values Segrr�erit Lerigth Span# M V M rrax+ (VYr�aX- Ma-Nl� NYix Nhx/pm�a (� Rrr Va Max Vrix Vrix/Orrega D Only Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 7920 52.80 Dsgn.L= 7.00 ft 2 0.163 0.0�3 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +D+L+H,LL Corr�b Run(*L) Dsgn.L= 17.50 ft 1 0202 0.125 6.21 -10.14 10.14 83.75 50.15 1.00 1.00 6.62 79.20 52.80 Dsgn.L= 7.00 ft 2 0202 0.125 3.49 -10.14 10.14 83.75 50.15 1.00 1.00 6.62 7920 52.80 +p+L+H,LL Corr�b fdan(L") Dsgn.L= 17.50 ft 1 0.736 0.260 34.10 -36.89 36.89 83.75 50.15 1.00 1.00 13.74 79.20 52.80 Dsgn.L= 7.00 ft 2 0.736 0.121 -36.89 36.89 83.75 50.15 1.00 1.00 6.38 79.20 52.80 +D+L+H,LL(',orr�b f3an(LL) Dsgn.L= 17.50 ft 1 0.775 0.262 33.30 -38.85 38.85 83.75 50.15 1.00 1.00 13.85 7920 52.80 Dsgn.L= 7.00 ft 2 0.775 0.203 -38.85 38.85 83.75 50.15 1.00 1.00 10.72 79.20 52.80 +p+�r+H,LL Corrib Run("L) Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 79.20 52.80 Dsgn.L= 7.00 ft 2 0.163 0.043 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +D+Lr+H,LL Garib f�n(L`) Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 79.20 52.80 Dsgn.L= 7.00 ft 2 0.163 0.043 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +p+�-+H,LL Cari�Run(LL) Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.a:zs�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 4. 20 b/wV&X Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 79.20 52.80 Dsgn.L= 7.00 ft 2 0.163 0.043 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +p+$-rH Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 7920 52.80 Dsgn.L= 7.00 ft 2 0.163 0.0�3 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +D+0.750Lr+0.750L+H,LL Corri�f�an(' Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 7920 52.80 +D+0.750Lr+0.750L+H,LL Corri�Run(L Dsgn.L= 17.50 fl 1 0.592 0.209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 7920 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 79.20 52.80 +D+0.750Lr+0.750L+H,LL C',orrt�Run(L Dsgn.L= 17.50 ft 1 0.622 0.210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 79.20 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 7920 52.80 +D+0.750L+0.750S+H,LL Corri�Faun('l Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 7920 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 +D+0.750L+0.750S+H,LL C'.orrib Run(L' Dsgn.L= 17.50 ft 1 0.592 0209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 7920 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 7920 52.80 +p+p.75pL+0.750S+H,LL Ca rib Run(lJ Dsgn.L= 17.50 ft 1 0.622 0210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 7920 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 79.20 52.80 +D+W+H Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 7920 52.80 Dsgn.L= 7.00 ft 2 0.163 0.043 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 7920 52.80 +D+0.70E+H Dsgn.L= 17.50 ft 1 0.163 0.055 6.98 -8.18 8.18 83.75 50.15 1.00 1.00 2.91 79.20 52.80 Dsgn.L= 7.00 ft 2 0.163 0.0�3 -8.18 8.18 83.75 50.15 1.00 1.00 2.28 79.20 52.80 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 7920 52.80 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 17.50 ft 1 0.592 0209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 79.20 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 79.20 52.80 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 17.50 ft 1 0.622 0.210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 79.20 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 7920 52.80 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 7920 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 17.50 ft 1 0.592 0.209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 79.20 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 79.20 52.80 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 17.50 ft 1 0.622 0.210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 79.20 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 79.20 52.80 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 +D+0.750L+0.7505+0.750W+H,LL Corr Dsgn.L= 17.50 ft 1 0.592 0209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 7920 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 79.20 52.80 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 17.50 ft 1 0.622 0.210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 79.20 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 7920 52.80 +D+0.750L+0.7505+0.5250E+H,Ll.Con Dsgn.L= 17.50 ft 1 0.192 0.105 6.40 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 7920 52.80 Dsgn.L= 7.00 ft 2 0.192 0.105 2.18 -9.65 9.65 83.75 50.15 1.00 1.00 5.54 79.20 52.80 +D+0.750L+0.750S+0.5250E+H,L�Con Dsgn.L= 17.50 ft 1 0.592 0209 27.32 -29.71 29.71 83.75 50.15 1.00 1.00 11.03 79.20 52.80 Dsgn.L= 7.00 ft 2 0.592 0.101 -29.71 29.71 83.75 50.15 1.00 1.00 5.36 7920 52.80 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 17.50 ft 1 0.622 0210 26.72 -31.18 31.18 83.75 50.15 1.00 1.00 11.11 7920 52.80 Dsgn.L= 7.00 ft 2 0.622 0.163 -31.18 31.18 83.75 50.15 1.00 1.00 8.61 79.20 52.80 +0.60D+�W+H Dsgn.L= 17.50 ft 1 0.098 0.033 4.19 �.91 4.91 83.75 50.15 1.00 1.00 1.75 7920 52.80 Dsgn.L= 7.00 ft 2 0.098 0.026 �.91 4.91 83.75 50.15 1.00 1.00 1.37 7920 52.80 +0.60D+0.70E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.a:zs�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 4. 20 b/wV&X Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ �X- Ma-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 17.50 ft 1 0.098 0.033 4.19 �.91 4.91 83.75 50.15 1.00 1.00 1.75 79.20 52.80 Dsgn.L= 7.00 ft 2 0.098 0.026 �.91 4.91 83.75 50.15 1.00 1.00 1.37 79.20 52.80 Overall Ma�dmwn Deflectior�s-UrrFactored Loads Load Corri�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span D+L 1 0.5442 7.942 0.0000 0.000 2 0.0000 7.942 D+L -0.0630 2.962 V21"tlCdl RP.�IOf1S-UI'1f�01'�2d Support notation:Far left is#1 Values in 14PS Load Cont�ination Support 1 Support 2 Support 3 O�erall M4Xrrum 9.521 24.573 �.468 D Only 1.974 5.189 -0.367 L Only,LL C',orr�b faan(�L) -0.112 4.455 2.583 L Only,LL Corri�W.an(L*) 7.547 14.930 -4.102 L Only,LL Cont�Fdan(LL) 7.435 19.384 -1.519 D+L,LL Corr�b Run(�L) 1.862 9.644 2216 D+�L,LL C'.orrib Run(L�) 9.521 20.119 �.468 D+L,LL Corri�Run(LL) 9.409 24.573 -1.886 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�t�zs oECZa�s,g:iowv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 5. U.5 b/w 20&21 and similar CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.161) L(0.7) � Span = 16.50 ft W12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1610, L=0.70 kfft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.686: 1 Maximum Shear Stress Ratio= 0.169 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 29.783 k-ft Va:Applied 7.220 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega :Allowable 42.754 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 8.250ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.457 in Ratio= 432 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.573 in Ratio= 346 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 16.50 ft 1 0.137 0.034 5.96 5.96 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +p+�+H Dsgn.L= 16.50 ft 1 0.686 0.169 29.78 29.78 72.50 43.41 1.00 1.00 7.22 71.40 42.75 +p+V-+H Dsgn.L= 16.50 ft 1 0.137 0.034 5.96 5.96 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+S+H Dsgn.L= 16.50 ft 1 0.137 0.034 5.96 5.96 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 +DtW+H Dsgn.L= 16.50 ft 1 0.137 0.034 5.96 5.96 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.70E+H Dsgn.L= 16.50 ft 1 0.137 0.034 5.96 5.96 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 +D+0.750L+0.7505+0.750W+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.50 ft 1 0.549 0.135 23.83 23.83 72.50 43.41 1.00 1.00 5.78 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�t�zs oECZa�s,g:iowv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 5. U.5 b/w 20&21 and similar Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 16.50 ft 1 0.082 0.020 3.58 3.58 72.50 43.41 1.00 1.00 0.87 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 16.50 ft 1 0.082 0.020 3.58 3.58 72.50 43.41 1.00 1.00 0.87 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.5726 8.333 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 7.710 7220 D Only 1.445 1.445 L Only 5.775 5.775 D+L 7.220 7.220 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�t�:��n�v�o�n,s:s�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 7. T.8 b/w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.115 L 0.5 D 0.046 L 0.2 D(1.5 L(6.5 D 0.046 L 0� �4) L(1.4) i i � � Span = 16.250 ft � Span =4.0 ft W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft,Extent=0.0-»11.750 ft, Tributary 1Mdth=1.0 ft,(wl) Unifam Load: D=0.1150, L=0.50 k/ft,Extent=11.750-»16.250 ft, Tributary V�fdth=1.0 ft,(w2) Poi r�t Load: D=1.50, L=6.50 k@ 11.750 ft,(P) Load fa-Span Nurrber 2 Unifam Load: D=0.0460, L=0.20 Wft, Tributary VUdth=1.0 ft,(wl) Poir�t Load: D=0.40, L=1.40 k@4.0 ft,(P) DESIGI�I SUNMARY �- � • Maximum Bending Stress Ratio = 0.666: 1 Maximum Shear Stress Ratio= 0.232 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 28.899 k-ft Va:Applied 9.90 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corri�ination +D+L+H La�tion of rrt�d rrum on span 11.750ft Location of rrt�d rrx.im on span 16.250 ft Span#v�xe ma�dm.am occurs Span#1 Span#v�xe mwdrrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.372 in Ratio= 524 Max Upward L+Lr+S Deflection -0.265 in Ratio= 361 Max Downward Total Deflection 0.461 in Ratio= 423 Max Upward Total Deflection -0.326 in Ratio= 295 Ma�dmum Forces 8�Stresse.s for Load Cari�inations Load Corri�ination N�c Stress Ratios Surrrr►�ry of Nbirent Values Surrrr►�ry of Shear Values segme�,t Lengtl, span# M v nhrtvc+ nAre�c_ n�a_nh� nn,x n�Y,x�on,ega cb Wr va n� vrix vnx�orr�ega D Only Dsgn.L= 1625 ft 1 0.126 0.0�6 5.47 -2.08 5.47 72.50 43.41 1.00 1.00 1.97 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +p+�+H Dsgn.L= 1625 ft 1 0.666 0.232 28.90 -9.28 28.90 72.50 43.41 1.00 1.00 9.90 71.40 42.75 Dsgn.L= 4.00 ft 2 0.214 0.066 -9.28 9.28 72.50 43.41 1.00 1.00 2.84 71.40 42.75 +p+�+H Dsgn.L= 1625 ft 1 0.126 0.046 5.47 -2.08 5.47 72.50 43.41 1.00 1.00 1.97 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +p+$-rH Dsgn.L= 1625 ft 1 0.126 0.046 5.47 -2.08 5.47 72.50 43.41 1.00 1.00 1.97 71.40 42.75 Dsgn.L= 4.00 ft 2 0.0.18 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 16.25 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 1625 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�t�:��n�v�o�n,s:s�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 7. T.8 b/w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+W+H Dsgn.L= 1625 ft 1 0.126 0.046 5.47 -2.08 5.47 72.50 43.41 1.00 1.00 1.97 71.40 42.75 Dsgn.L= 4.00 ft 2 O.Oa8 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.70E+H Dsgn.L= 1625 ft 1 0.126 0.046 5.47 -2.08 5.47 72.50 43.41 1.00 1.00 1.97 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 1625 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 1625 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn.L= 1625 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.25 ft 1 0.531 0.185 23.04 -7.48 23.04 72.50 43.41 1.00 1.00 7.92 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +0.60D�W+H Dsgn.L= 1625 ft 1 0.076 0.028 3.28 -125 3.28 72.50 43.41 1.00 1.00 1.18 71.40 42.75 Dsgn.L= 4.00ft 2 0.029 0.009 -1.25 1.25 72.50 43.41 1.00 1.00 0.38 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 16.25 ft 1 0.076 0.028 3.28 -1.25 3.28 72.50 43.41 1.00 1.00 1.18 71.40 42.75 Dsgn.L= 4.00ft 2 0.029 0.009 -125 1.25 72.50 43.41 1.00 1.00 0.38 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Corri�ination Span N}a�c.""Defl Location in Span Load C'lorr�bination Max."+"Defl Location in Span D+L 1 0.4613 8.750 0.0000 0.000 2 0.0000 8.750 D+L -0.3258 4.000 V2PtICdI RP.�CtIOf1S-Ullf�al'2d Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall MAXmam 3.988 12.741 D Only 0.819 2.610 L Only 3.169 10.131 D+L 3.988 12.741 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,s:a3Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptiq�: 7(sim). T.8 tYw 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.115) L(0.5) D(0.4) L(1.4) D(0.046) L(0.2) D(1.5jiC(b.5�i : � D(0.046) L(0.1� : . . 0 Span = 13.750 ft � Span =4.0 ft W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft,Extent=0.0-»9.250 ft, Tributary Width=1.0 ft,(wl) Unifam Load: D=0.1150, L=0.50 k/ft,Extent=9.250-»13.750 ft, Tributary VWdth=1.0 ft,(v✓L) Poir�t Laad: D=1.50, L=6.50 k@ 9.250 ft,(P) Load fa-Span Nurrber 2 Unifam Load: D=0.0460, L=0.20 Wft, Tributary VUdth=1.0 ft Poir�t Load: D=0.40, L=1.40 k@4.0 ft DESIGI�I SUNMARY �- � • Maximum Bending Stress Ratio = 0.595: 1 Maximum Shear Stress Ratio= 0.216 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 25.825 k-ft Va:Applied 9.234 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corri�ination +D+L+H La�tion of rrt�d rrum on span 9.202ft Location of rrt�d rrx.im on span 13.750 ft Span#v�xe ma�dm.am occurs Span#1 Span#v�xe mwdrrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.230 in Ratio= 715 Max Upward L+Lr+S Deflection -0.174 in Ratio= 550 Max Downward Total Deflection 0.285 in Ratio= 580 Max Upward Total Deflection -0.212 in Ratio= 453 Ma�dmum Forces 8�Stresse.s for Load Cari�inations Load Corri�ination N�c Stress Ratios Surrrr►�ry of Nbirent Values Surrrr►�ry of Shear Values segme�,t Lengtl, span# M v nhrtvc+ nAre�c_ n�a_nh� nn,x n�Y,x�on,ega cb Wr va n� vrix vnx�orr�ega D Only Dsgn.L= 13.75 ft 1 0.112 0.0�3 4.85 -2.08 4.85 72.50 43.41 1.00 1.00 1.83 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +p+�+H Dsgn.L= 13.75 ft 1 0.595 0.216 25.83 -9.28 25.83 72.50 43.41 1.00 1.00 9.23 71.40 42.75 Dsgn.L= 4.00 ft 2 0.214 0.066 -9.28 9.28 72.50 43.41 1.00 1.00 2.84 71.40 42.75 +p+�+H Dsgn.L= 13.75 ft 1 0.112 0.043 4.&5 -2.08 4.85 72.50 43.41 1.00 1.00 1.83 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +p+$-rH Dsgn.L= 13.75 ft 1 0.112 0.043 4.85 -2.08 4.85 72.50 43.41 1.00 1.00 1.83 71.40 42.75 Dsgn.L= 4.00 ft 2 0.0.18 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,s:a3Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptiq�: 7(sim). T.8 tYw 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+W+H Dsgn.L= 13.75 ft 1 0.112 0.043 4.85 -2.08 4.85 72.50 43.41 1.00 1.00 1.83 71.40 42.75 Dsgn.L= 4.00 ft 2 O.Oa8 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.70E+H Dsgn.L= 13.75 ft 1 0.112 0.0�3 4.85 -2.08 4.85 72.50 43.41 1.00 1.00 1.83 71.40 42.75 Dsgn.L= 4.00 ft 2 0.048 0.015 -2.08 2.08 72.50 43.41 1.00 1.00 0.64 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 13.75 ft 1 0.474 0.173 20.58 -7.48 20.58 72.50 43.41 1.00 1.00 7.38 71.40 42.75 Dsgn.L= 4.00 ft 2 0.172 0.054 -7.48 7.48 72.50 43.41 1.00 1.00 2.29 71.40 42.75 +0.60D�W+H Dsgn.L= 13.75 ft 1 0.067 0.026 2.91 -125 2.91 72.50 43.41 1.00 1.00 1.10 71.40 42.75 Dsgn.L= 4.00ft 2 0.029 0.009 -1.25 1.25 72.50 43.41 1.00 1.00 0.38 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 13.75 ft 1 0.067 0.026 2.91 -1.25 2.91 72.50 43.41 1.00 1.00 1.10 71.40 42.75 Dsgn.L= 4.00ft 2 0.029 0.009 -125 1.25 72.50 43.41 1.00 1.00 0.38 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Corri�ination Span N}a�c.""Defl Location in Span Load C'lorr�bination Max."+"Defl Location in Span D+L 1 0.2847 7.298 0.0000 0.000 2 0.0000 7.298 D+L -0.2121 4.000 V2PtICdI RP.�CtIOf1S-Ullf�al'92d Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall MAXmam 4.004 12.075 D Only 0.804 2.474 L Only 3.200 9.600 D+L 4.004 12.075 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z�aav Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjption: 7(sim*). T.8 b!w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.046) L(0.2) Span = 13.750 ft W12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.0460, L=0.20 kfft, Tributary VWdth=1.0 ft,(wl) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.142: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 6.148 k-ft Va:Applied 1.789 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega :Allowable 42.754 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 6.875ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.063 in Ratio= 2,614 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.082 in Ratio= 2010 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 13.75 ft 1 0.033 0.010 1.42 1.42 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +p+�+H Dsgn.L= 13.75 ft 1 0.142 0.042 6.15 6.15 72.50 43.41 1.00 1.00 1.79 71.40 42.75 +p+V-+H Dsgn.L= 13.75 ft 1 0.033 0.010 1.42 1.42 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +D+S+H Dsgn.L= 13.75 ft 1 0.033 0.010 1.42 1.42 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 +DtW+H Dsgn.L= 13.75 ft 1 0.033 0.010 1.42 1.42 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +D+0.70E+H Dsgn.L= 13.75 ft 1 0.033 0.010 1.42 1.42 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 13.75 ft 1 0.114 0.034 4.97 4.97 72.50 43.41 1.00 1.00 1.44 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z�aav Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjption: 7(sim*). T.8 b!w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 13.75 ft 1 0.020 0.006 0.85 0.85 72.50 43.41 1.00 1.00 0.25 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 13.75 ft 1 0.020 0.006 0.85 0.85 72.50 43.41 1.00 1.00 0.25 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.0821 6.944 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 1.789 1.789 D Only 0.414 0.414 L Only 1.375 1.375 D+L 1.789 1.789 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:saPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 8. 19.7 b/wT.8&U.8 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.8) L(3.2) D 1.5 L(6.5) D 0.184 L 0.8 Span = 15.750 ft � W 10x30 �j�� Service loads entered. Load Factors will be appiied for calculations. lk�ifam Load: D=0.1840, L=0.80 k/ft, Tributary VUdth=1.0 ft,(w) Poi r�t Load: D=0.80, L=3.20 k(a�2.20 ft,(P1) Poi r�t Load: D=1.50, L=6.50 k@ 9.0 ft,(P2) D�SI�I SUMVIARY � • • • Maximum Bending Stress Ratio = 0.706: 1 Maximum Shear Stress Ratio= 0.232 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma:Applied 64.478 k-ft Va:Applied 14.619 k Mn/Omega:Allowable 91.317 k-ft Vn/Omega:Allowable 63.0 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 8.978ft La:ation of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.445 in Ratio= 424 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.549 in Ratio= 344 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 15.75 ft 1 0.133 0.044 12.12 12.12 152.50 91.32 1.00 1.00 2.78 94.50 63.00 +p+�+H Qsgn.L= 15.75 ft 1 0.706 0.232 64.48 64.48 152.50 91.32 1.00 1.00 14.62 94.50 63.00 +p+�-+H Dsgn.L= 15.75 fl 1 0.133 0.044 12.12 12.12 152.50 91.32 1.00 1.00 2.78 94.50 63.00 +p+g-rH Dsgn.L= 15.75 ft 1 0.133 0.044 12.12 12.12 152.50 91.32 1.00 1.00 2.78 94.50 63.00 +D+0.750Lr+0.750L+H Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +D+0.750L+0.750S+H Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +p+W+H Dsgn.L= 15.75 ft 1 0.133 0.044 12.12 12.12 152.50 91.32 1.00 1.00 2.78 94.50 63.00 +D+0.70E+H Dsgn.L= 15.75 ft 1 0.133 0.044 12.12 12.12 152.50 91.32 1.00 1.00 2.78 94.50 63.00 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +D+0.750L+0.7505+0.750W+H Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:saPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 8. 19.7 b/wT.8&U.8 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 15.75 ft 1 0.563 0.185 51.39 51.39 152.50 91.32 1.00 1.00 11.66 94.50 63.00 +0.60D+�W+H Dsgn.L= 15.75 ft 1 0.080 0.026 7.27 7.27 152.50 91.32 1.00 1.00 1.67 94.50 63.00 +0.60D+0.70E+H Dsgn.L= 15.75 ft 1 0.080 0.026 7.27 7.27 152.50 91.32 1.00 1.00 1.67 94.50 63.00 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5489 7.954 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 14.619 12.879 D Only 2.780 2.418 L Only 11.839 10.461 D+L 14.619 12.879 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:a�w Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 8. 19.7 t�wT.8&U.8(SIIV� CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.184) L(0.8) � Span = 15.750 ft � W 12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Unifam Load: D=0.1840, L=0.80 k/ft, Tributary VUdth=1.0 ft,(w) DESIGIV SUMVIARY �• • • Maximum Bending Stress Ratio = 0.703: 1 Maximum Shear Stress Ratio= 0.181 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 30.512 k-ft Va:Applied 7.749 k Mn/Omega:Aliowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load C'.oni�ination +D+L+H Load Garbination +D+L+1- La�tion of rr�vd rrum on span 7.875ft Location of rr�d m..im on span 0.000 ft S�an#v�kiere rr�dmum oora irs Span#1 Span#v�k�ere ma�dmum ooaars Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.435 in Ratio= 434 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.534 in Ratio= 354 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Combinatiais Load Corrbination N}ax Stress Ratios Summary of Nbrrent Val�s Summary of Shear Values Segrrerrt Lerigth Span# M V M r�ax+ Mr�x- (vla-Nl� Nru� Nhx/prriege (� Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 15.75 ft 1 0.131 0.034 5.71 5.71 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +p+�+H Dsgn.L= 15.75 ft 1 0.703 0.181 30.51 30.51 72.50 43.41 1.00 1.00 7.75 71.40 42.75 +p+�-+H Dsgn.L= 15.75 ft 1 0.131 0.034 5.71 5.71 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +p+S+H Dsgn.L= 15.75 ft 1 0.131 0.034 5.71 5.71 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +D+VV+Fi Dsgn.L= 15.75 ft 1 0.131 0.034 5.71 5.71 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.70E+H Dsgn.L= 15.75 ft 1 0.131 0.034 5.71 5.71 72.50 43.41 1.00 1.00 1.45 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +p+p.750Lr+0.750L+0.5250E+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +p+p.750L+0.7505+0.750W+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +p+p.75pL+0.750S+0.5250E+H Dsgn.L= 15.75 ft 1 0.560 0.144 24.31 24.31 72.50 43.41 1.00 1.00 6.17 71.40 42.75 +0.60D+VV+Fi Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:a�w Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 8. 19.7 k�wT.8&U.8(SIIV� Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 15.75 ft 1 0.079 0.020 3.42 3.42 72.50 43.41 1.00 1.00 0.87 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 15.75 ft 1 0.079 0.020 3.42 3.42 72.50 43.41 1.00 1.00 0.87 71.40 42.75 Overall Ma�dmum Deflectlais-UrrFactored Loads Load Corr�bination Span Max.""Defl Location in Span Load Corri�ination Ma�c."+"Defl Location in Span D+L 1 0.5345 7.954 0.0000 0.000 V21"tlCdl RP.�IOf1S-UI'1f�01'�2d Support notation:Far left is#1 Values in 14PS Load Cont�ination Support 1 Support 2 O�erall M4Xrrum 7.749 7.749 D Only 1.449 1.449 L Only 6.300 6.300 D+L 7.749 7.749 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,sa�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 11. 19.3 b/wS&T.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.184) L(0.8) � Span = 24.250 ft W 12x35 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1840, L=0.80 k/ft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.586: 1 Maximum Shear Stress Ratio= 0.165 : 1 Section used for this span W12x35 Section used for this span W12x35 Ma:Applied 74.909 k-ft Va:Applied 12.356 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega :Allowable 75.0 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 12.125ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.758 in Ratio= 383 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.967 in Ratio= 301 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 24.25 ft 1 0.126 0.035 16.10 16.10 213.33 127.74 1.00 1.00 2.66 112.50 75.00 +p+�+H Dsgn.L= 24.25 ft 1 0.586 0.165 74.91 74.91 213.33 127.74 1.00 1.00 12.36 112.50 75.00 +p+V-+H Dsgn.L= 24.25 ft 1 0.126 0.035 16.10 16.10 213.33 127.74 1.00 1.00 2.66 112.50 75.00 +D+S+H Dsgn.L= 2425 ft 1 0.126 0.035 16.10 16.10 213.33 127.74 1.00 1.00 2.66 112.50 75.00 +D+0.750Lr+0.750L+H Dsgn.L= 2425 ft 1 0.471 0.132 60.21 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 +D+0.750L+0.750S+H Dsgn.L= 24.25 ft 1 0.471 0.132 60.21 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 +DtW+H Dsgn.L= 24.25 ft 1 0.126 0.035 16.10 16.10 213.33 127.74 1.00 1.00 2.66 112.50 75.00 +D+0.70E+H Dsgn.L= 24.25 ft 1 0.126 0.035 16.10 16.10 213.33 127.74 1.00 1.00 2.66 112.50 75.00 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 24.25 ft 1 0.471 0.132 60.21 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 24.25 ft 1 0.471 0.132 6021 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 24.25 ft 1 0.471 0.132 60.21 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 2425 ft 1 0.471 0.132 60.21 60.21 213.33 127.74 1.00 1.00 9.93 112.50 75.00 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,sa�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 11. 19.3 b/wS&T.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 2425 ft 1 0.076 0.021 9.66 9.66 213.33 127.74 1.00 1.00 1.59 112.50 75.00 +0.60D+0.70E+H Dsgn.L= 2425 ft 1 0.076 0.021 9.66 9.66 213.33 127.74 1.00 1.00 1.59 112.50 75.00 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.9670 12.246 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MpJGrrum 12.356 12.356 D Only 2.656 2.656 L Only 9.700 9.700 D+L 12.356 12.356 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:nwv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. oescriptia,: 1s. 6dsting 1ac35 along 1a b/wr.5&v(add e�asting�oadsfron,bevaxl) CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.184 L 0.8 D(0.47) L(1.33) � � Span = 20.750 ft ; W 12x35 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.1840, L=0.80 kfft, Tributary VWdth=1.0 ft,(vVZ) Poir�t Load: D=0.470, L=1.330 k@ 19.250 ft,(P2) DESIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.440: 1 Maximum Shear Stress Ratio= 0.163 : 1 Section used for this span W12x35 Section used for this span W12x35 Ma:Applied 56204 k-ft Va:Applied 12.243 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega:Allowable 75.0 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 10.479ft La:ation of rr�d rrum on span 20.750 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.418 in Ratio= 595 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.534 in Ratio= 467 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 20.75 ft 1 0.095 0.036 12.14 12.14 213.33 127.74 1.00 1.00 2.71 112.50 75.00 +p+�+H Qsgn.L= 20.75 ft 1 0.440 0.163 56.20 56.20 213.33 127.74 1.00 1.00 12.24 112.50 75.00 +p+�-+H Dsgn.L= 20.75 fl 1 0.095 0.036 12.14 12.14 213.33 127.74 1.00 1.00 2.71 112.50 75.00 +p+g-rH Dsgn.L= 20.75 ft 1 0.095 0.036 12.14 12.14 213.33 127.74 1.00 1.00 2.71 112.50 75.00 +D+0.750Lr+0.750L+H Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +D+0.750L+0.750S+H Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +p+W+H Dsgn.L= 20.75 ft 1 0.095 0.036 12.14 12.14 213.33 127.74 1.00 1.00 2.71 112.50 75.00 +D+0.70E+H Dsgn.L= 20.75 ft 1 0.095 0.036 12.14 12.14 213.33 127.74 1.00 1.00 2.71 112.50 75.00 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +D+0.750L+0.7505+0.750W+H Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:nwv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. oescriptia,: 1s. 6dsting 1ac35 along 1a b/wr.5&v(add e�asting�oadsfron,bevaxl) Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 20.75 ft 1 0.354 0.131 45.19 45.19 213.33 127.74 1.00 1.00 9.86 112.50 75.00 +0.60D+�W+H Dsgn.L= 20.75 ft 1 0.057 0.022 7.29 7.29 213.33 127.74 1.00 1.00 1.63 112.50 75.00 +0.60D+0.70E+H Dsgn.L= 20.75 ft 1 0.057 0.022 7.29 7.29 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5336 10.479 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 10.703 12243 D Only 2.307 2.709 L Only 8.396 9.534 D+L 10.703 12243 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:s�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 14. 19.7 b/wS&T.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 1 L 0.1 0.7 � � �► D0.127 L0.55 D(0.161 0.02 1 (p 7��qn� D 0.127 L 0.� �$ ��(�.�u. � (6.4) D(0.8) L(3.2) � � Span = 24.250 ft W 12x50 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.1270, L=0.550 k/ft,Exter�=0.0-»5.0 ft, Tributary 1Mdth=1.0 ft,(wl) Varying Unifam Load: D(S,E)=0.1610->0.0230, L(S,E)=0.70->0.10 Wft,Exter�=5.0-»12.0 ft, Tnb VWdth=1.0 ft,(v�2) Uniforrn Load: D=0.1270, L=0.550 Wft,Extem=19.0-»24.250 ft, Tributary Vbidth=1.0 ft,(v✓3) Poi r�t Load: D=1.50, L=6.40 k(a�12.0 ft,(P1) Poi r�t Load: D=0.80, L=3.20 k@ 5.0 ft,(P2) Poir�t Load: D=0.80, L=3.20 k@ 19.0 ft,(P2) Varying Unifam Laad: D(S,E)=0.023a>0.1610, L(S,E)=0.1 a>0.70 Wft,F�cterrt=12.0-»19.0 ft, Trib VNdth=1.0 ft,(vJL) DESIGI�I SUNMARY �• • • Maximum Bending Stress Ratio = 0.600: 1 Maximum Shear Stress Ratio= 0.172 : 1 Section used for this span W12x50 Section used for this span W12x50 Ma:Applied 107.600 k-ft Va:Applied 15.535 k Mn/Omega:Allowable 179.391 k-ft Vn/Omega :Allowable 90.280 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 12.004ft Location of rrr�d rrum on span 0.000 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.750 in Ratio= 387 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.963 in Ratio= 302 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 2425 ft 1 0.131 0.038 23.50 23.50 299.58 179.39 1.00 1.00 3.46 135.42 90.28 +p+�+H Dsgn.L= 24.25 ft 1 0.600 0.172 107.60 107.60 299.58 179.39 1.00 1.00 15.53 135.42 90.28 +D+�-+H Dsgn.L= 24.25 ft 1 0.131 0.038 23.50 23.50 299.58 179.39 1.00 1.00 3.46 135.42 90.28 +p+$-rH Dsgn.L= 24.25 ft 1 0.131 0.038 23.50 23.50 299.58 179.39 1.00 1.00 3.46 135.42 90.28 +p+p.750Lr+0.750L+H Dsgn.L= 24.25 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +D+0.750L+0.750S+H Dsgn.L= 2425 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +p+W+H Dsgn.L= 24.25 ft 1 0.131 0.038 23.50 23.50 299.58 179.39 1.00 1.00 3.46 135.42 90.28 +D+0.70E+H Dsgn.L= 24.25 ft 1 0.131 0.038 23.50 23.50 299.58 179.39 1.00 1.00 3.46 135.42 90.28 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:s�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 14. 19.7 b/wS&T.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 24.25 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 24.25 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +D+0.750L+0.750S+0.750W+H Dsgn.L= 2425 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +D+O.750 L+O.750 S+O.5250 E+H Dsgn.L= 24.25 ft 1 0.483 0.139 86.58 86.58 299.58 179.39 1.00 1.00 12.52 135.42 90.28 +0.60D*W+H Dsgn.L= 24.25 ft 1 0.079 0.023 14.10 14.10 299.58 179.39 1.00 1.00 2.08 135.42 90.28 +0.60D+0.70E+H Dsgn.L= 2425 ft 1 0.079 0.023 14.10 14.10 299.58 179.39 1.00 1.00 2.08 135.42 90.28 Ov�all Ma�dmum Deflectiais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.9632 12.125 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 15.535 15.398 D Only 3.461 3.434 L Only 12.074 11.964 D+L 15.535 15.398 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,s:sswv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 15. 20.6 b/w R5&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.147)L(0.638) i i � Span =7.670 ft W10x12 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.1470, L=0.6380 k/ft, Tributary VNdth=1.0 ft,(w) DESIGI�I SUNMARY � ' � • Maximum Bending Stress Ratio = 0.188: 1 Maximum Shear Stress Ratio= 0.081 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 5.861 k-ft Va:Applied 3.057 k Mn/Omega:Allowable 31207 k-ft Vn/Omega :Allowable 37.506 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 3.835ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio= 2,$67 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.040 in Ratio= 2295 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 7.67 ft 1 0.037 0.016 1.17 1.17 52.12 3121 1.00 1.00 0.61 5626 37.51 +p+�+H Dsgn.L= 7.67 ft 1 0.188 0.081 5.86 5.86 52.12 3121 1.00 1.00 3.06 56.26 37.51 +p+V-+H Dsgn.L= 7.67ft 1 O.Q37 0.016 1.17 1.17 52.12 31.21 1.00 1.00 0.61 56.26 37.51 +D+S+H Dsgn.L= 7.67 ft 1 0.037 0.016 1.17 1.17 52.12 31.21 1.00 1.00 0.61 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 3121 1.00 1.00 2.45 5626 37.51 +D+0.750L+0.750S+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 31.21 1.00 1.00 2.45 56.26 37.51 +DtW+H Dsgn.L= 7.67 ft 1 0.037 0.016 1.17 1.17 52.12 3121 1.00 1.00 0.61 56.26 37.51 +D+0.70E+H Dsgn.L= 7.67 ft 1 0.037 0.016 1.17 1.17 52.12 31.21 1.00 1.00 0.61 5626 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 3121 1.00 1.00 2.45 56.26 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 3121 1.00 1.00 2.45 56.26 37.51 +D+0.750L+0.7505+0.750W+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 31.21 1.00 1.00 2.45 56.26 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.67 ft 1 0.150 0.065 4.69 4.69 52.12 31.21 1.00 1.00 2.45 56.26 37.51 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,s:sswv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 15. 20.6 b/w R5&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 7.67 ft 1 0.022 0.010 0.70 0.70 52.12 3121 1.00 1.00 0.37 5626 37.51 +0.60D+0.70E+H Dsgn.L= 7.67 ft 1 0.022 0.010 0.70 0.70 52.12 3121 1.00 1.00 0.37 56.26 37.51 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.0401 3.873 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 3.057 3.057 D Only 0.610 0.610 L Only 2.447 2.447 D+L 3.057 3.057 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 16. 19.7 to 20.7 b/w R&R5(diagonal valley) CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 � Span=14.0 ft � W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrber 1 Varying Unifam Load: D(S,E)=O.a>0.2190, L(S,E)=O.a>0.950 Wft,Exter�=0.0-»14.0 ft, Trib Wfdth=1.0 ft,(w) D�SIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.346: 1 Maximum Shear Stress Ratio= 0.130 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 15.037 k-ft Va:Applied 5.554 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 8.050ft La:ation of rr�d rrum on span 14.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.161 in Ratio= 1,041 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.203 in Ratio= 827 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 14.00 ft 1 0.071 0.026 3.09 3.09 72.50 43.41 1.00 1.00 1.12 71.40 42.75 +p+�+H Qsgn.L= 14.00 ft 1 0.346 0.130 15.04 15.04 72.50 43.41 1.00 1.00 5.55 71.40 42.75 +p+�-+H Dsgn.L= 14.00 fl 1 0.071 0.026 3.09 3.09 72.50 43.41 1.00 1.00 1.12 71.40 42.75 +p+g-rH Dsgn.L= 14.00 ft 1 0.071 0.026 3.09 3.09 72.50 43.41 1.00 1.00 1.12 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 14.00 ft 1 0.278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 14.00 fl 1 0278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +p+W+H Dsgn.L= 14.00 ft 1 0.071 0.026 3.09 3.09 72.50 43.41 1.00 1.00 1.12 71.40 42.75 +D+0.70E+H Dsgn.L= 14.00 ft 1 0.071 0.026 3.09 3.09 72.50 43.41 1.00 1.00 1.12 71.40 42.75 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 14.00 ft 1 0278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 14.00 ft 1 0278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +D+0.750L+0.7505+0.750W+H Dsgn.L= 14.00 ft 1 0.278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: 16. 19.7 to 20.7 b/w R&R5(diagonal valley) Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 14.00 ft 1 0.278 0.104 12.05 12.05 72.50 43.41 1.00 1.00 4.45 71.40 42.75 +0.60D+�W+H Dsgn.L= 14.00 ft 1 0.0.13 0.016 1.86 1.86 72.50 43.41 1.00 1.00 0.67 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 14.00 ft 1 O.Oa3 0.016 1.86 1.86 72.50 43.41 1.00 1.00 0.67 71.40 42.75 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.2032 7280 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall NWXmam 2.827 5.554 DOnly 0.610 1.121 L Only 2217 4.433 D+L 2.827 5.554 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:z�,wvzo�a.��:�snv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 17. R b/w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.276) L(1.2) D0.161 L0.7 D0.161 L0.7 i ♦ ♦ � Span = 3.250 ft Span = 11.50 ft W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.1610, L=0.70 k/ft, Tributary VUdth=1.0 ft,(w) Poi rrt Load: D=0.2760, L=1.20 k�0.0 ft,(p) Load for Span Nurrix�'2 Unifam Loed: D=0.1610, L=0.70 k/ft, Tributary VWdth=1.0 ft,(w) DESIC�V SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.234: 1 Maximum Shear Stress Ratio= 0.137 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 10.141 k-ft Va:Applied 5.851 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load C',oirbination +D+L+H Load Corrbination +D+L+h' La�tion of rrn�d rrum on span 6.723ft L.a�tion of rr�d rrum on span 3.250 ft Span#�e ma�drrum occurs Span#2 Span#v�xe ma�drrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.066 in Ratio= 2,090 Max Upward L+Lr+S Deflection -0.017 in Ratio= 4,478 Max Downward Total Deflection 0.083 in Ratio= 1664 Max Upward Total Deflection -0.023 in Ratio= 3447 Ma�dmum Forces�Stresses for Load Cari�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbrrient Values Surrrr�ry of Shear Values segm�,t�e�, span# M v nn�+ nm�_ n�_nn� nmx n�r,�o�„�a cb wr va n� v� v�orr,�a D Only Dsgn.L= 325ft 1 0.042 0.027 -1.82 1.82 72.50 43.41 1.00 1.00 1.17 71.40 42.75 Dsgn.L= 11.50 ft 2 0.047 0.027 2.06 -1.82 2.06 72.50 43.41 1.00 1.00 1.17 71.40 42.75 +p+�+H Dsgn.L= 325 ft 1 0217 0.137 -9.42 9.42 72.50 43.41 1.00 1.00 5.85 71.40 42.75 Dsgn.L= 11.50 ft 2 0.234 0.137 10.14 -9.42 10.14 72.50 43.41 1.00 1.00 5.85 71.40 42.75 +p+�+H Dsgn.L= 325ft 1 0.042 0.027 -1.82 1.82 72.50 43.41 1.00 1.00 1.17 71.40 42.75 Dsgn.L= 11.50 ft 2 0.047 0.027 2.06 -1.82 2.06 72.50 43.41 1.00 1.00 1.17 71.40 42.75 +p+s-rH Dsgn.L= 3.25ft 1 0.042 0.027 -1.82 1.82 72.50 43.41 1.00 1.00 1.17 71.40 42.75 Dsgn.L= 11.50 ft 2 0.047 0.027 2.06 -1.82 2.06 72.50 43.41 1.00 1.00 1.17 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 325 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 3.25 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +p+V�f+Fi Dsgn.L= 3.25ft 1 0.042 0.027 -1.82 1.82 72.50 43.41 1.00 1.00 1.17 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:z�,wvzo�a.��:�snv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 17. R b/w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 11.50 ft 2 0.047 0.027 2.06 -1.82 2.06 72.50 43.41 1.00 1.00 1.17 71.40 42.75 +D+0.70E+H Dsgn.L= 3.25ft 1 0.042 0.027 -1.82 1.82 72.50 43.41 1.00 1.00 1.17 71.40 42.75 Dsgn.L= 11.50 ft 2 0.047 0.027 2.06 -1.82 2.06 72.50 43.41 1.00 1.00 1.17 71.40 42.75 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 325 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 3.25 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +D+O.750 L+O.750 5+0.750 W+H Dsgn.L= 325 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 3.25 ft 1 0.173 0.109 -7.52 7.52 72.50 43.41 1.00 1.00 4.68 71.40 42.75 Dsgn.L= 11.50 ft 2 0.187 0.109 8.12 -7.52 8.12 72.50 43.41 1.00 1.00 4.68 71.40 42.75 +0.60D+W+H Dsgn.L= 325 ft 1 0.025 0.016 -1.09 1.09 72.50 43.41 1.00 1.00 0.70 71.40 42.75 Dsgn.L= 11.50 ft 2 0.028 0.016 1.23 -1.09 1.23 72.50 43.41 1.00 1.00 0.70 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 3.25ft 1 0.025 0.016 -1.09 1.09 72.50 43.41 1.00 1.00 0.70 71.40 42.75 Dsgn.L= 11.50 ft 2 0.028 0.016 1.23 -1.09 1.23 72.50 43.41 1.00 1.00 0.70 71.40 42.75 Overall Ma�dmwn Deflections-Ur�Factored Loads Load Corri�ination Span Max.��,�Defl Location in Span Load Gorr�bination fV}�c.,�+"Defl Location in Span 1 0.0000 0.000 D+L -0.0226 0.000 D+L 2 0.0830 6281 0.0000 0.000 VE�IpI REaCtl011S-UI'1f�aP@d Suppat notation:Far left is#1 Values in{4PS Load Cari�ination Support 1 Support 2 Support 3 O�erall M4Xrrum 10.171 4213 D Only 2.011 0.849 L Only 8.161 3.364 D+L 10.171 4213 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,z:a�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 18. Bent MC @21.2 tJwQ3&R7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.046 L 0.2 D(0.276) L(1.2) D 0.046 L 0.2 D(0.276) L(1.2) D 0.046 L 0.2 • • . � Span = 2.50 f�\ Span = 13.50 ft <_ pan = 2.50 ft MC12x31 MC12x31 MC12x31 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft, Tributary VUdth=1.0 ft,(w) Load(s)for Span Numbei-2 Poi r�t Laad: D=0.2760, L=1.20 k@ 2.750 ft,(P) Poir�t Load: D=0.2760, L=1.20 k�10.750 ft,(P) Unifam Load: D=0.0460, L=0.20 kfft, Tributary VUdth=1.0 ft,(w) Load for Span Nurrber 3 Unifam Load: D=0.0460, L=0.20 k/ft, Tributary VUdth=1.0 ft,(w) DESIGI�I SUNMARY �• � • Maximum Bending Stress Ratio = 0.096: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span MC12x31 Section used for this span MC12x31 Ma:Applied 9.503 k-ft Va:Applied 3.346 k Mn/Omega:Allowable 99.052 k-ft Vn/Omega :Allowable 79.760 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 6.665ft Location of rrr�d rrum on span 13.500 ft �#�e rrr�dmum oocurs Span#2 S�an#v�ere rr�dmum oocurs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.043 in Ratio= 3,756 Max Upward L+Lr+S Deflection -0.025 in Ratio= 2,418 Max Downward Total Deflection 0.056 in Ratio= 2871 Max Upward Total Deflection -0.032 in Ratio= 1856 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vrix Vrix/Q riega D Only Dsgn.L= 2.50 ft 1 0.002 0.010 -024 0.24 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 13.50 ft 2 0.023 0.010 2.27 -0.24 227 165.42 99.05 1.00 1.00 0.80 13320 79.76 Dsgn.L= 2.50 ft 3 0.002 0.002 -0.24 0.24 165.42 99.05 1.00 1.00 0.19 133.20 79.76 +D+L+H Dsgn.L= 2.50 ft 1 0.009 0.042 -0.87 0.87 165.42 99.05 1.00 1.00 3.35 133.20 79.76 Dsgn.L= 13.50 ft 2 0.096 0.042 9.50 -0.87 9.50 165.42 99.05 1.00 1.00 3.35 133.20 79.76 Dsgn.L= 2.50 ft 3 0.009 0.009 -0.87 0.87 165.42 99.05 1.00 1.00 0.69 133.20 79.76 +D+Lr+H Dsgn.L= 2.50 ft 1 0.002 0.010 -0.24 0.24 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 13.50 ft 2 0.023 0.010 2.27 -0.24 2.27 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 2.50 ft 3 0.002 0.002 -024 0.24 165.42 99.05 1.00 1.00 0.19 133.20 79.76 +p+$-rH Dsgn.L= 2.50 ft 1 0.002 0.010 -0.24 0.24 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 13.50 ft 2 0.023 0.010 2.27 -0.24 2.27 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 2.50 ft 3 0.002 0.002 -0.24 0.24 165.42 99.05 1.00 1.00 0.19 133.20 79.76 +D+0.750Lr+0.750L+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,z:a�Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 18. Bent MC @21.2 tJwQ3&R.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ �X- Ma-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 ft 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +D+0.750L+0.750S+H Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 ft 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +D+W+H Dsgn.L= 2.50 ft 1 0.002 0.010 -0.24 0.24 165.42 99.05 1.00 1.00 0.80 13320 79.76 Dsgn.L= 13.50 fl 2 0.023 0.010 2.27 -024 2.27 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 2.50 ft 3 0.002 0.002 -024 0.24 165.42 99.05 1.00 1.00 0.19 133.20 79.76 +D+0.70E+H Dsgn.L= 2.50 ft 1 0.002 0.010 -024 0.24 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 13.50 ft 2 0.023 0.010 2.27 -024 2.27 165.42 99.05 1.00 1.00 0.80 133.20 79.76 Dsgn.L= 2.50 ft 3 0.002 0.002 -024 0.24 165.42 99.05 1.00 1.00 0.19 133.20 79.76 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 ft 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 ft 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +D+0.750L+0.750S+0.750W+H Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 fl 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 2.50 ft 1 0.007 0.034 -0.71 0.71 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 13.50 ft 2 0.078 0.034 7.70 -0.71 7.70 165.42 99.05 1.00 1.00 2.71 133.20 79.76 Dsgn.L= 2.50 ft 3 0.007 0.007 -0.71 0.71 165.42 99.05 1.00 1.00 0.57 133.20 79.76 +0.60D+W+H Dsgn.L= 2.50 ft 1 0.001 0.006 -0.14 0.14 165.42 99.05 1.00 1.00 0.48 133.20 79.76 Dsgn.L= 13.50 ft 2 0.014 0.006 1.36 -0.14 1.36 165.42 99.05 1.00 1.00 0.48 133.20 79.76 Dsgn.L= 2.50 ft 3 0.001 0.001 -0.14 0.14 165.42 99.05 1.00 1.00 0.12 133.20 79.76 +0.60D+0.70E+H Dsgn.L= 2.50 ft 1 0.001 0.006 -0.14 0.14 165.42 99.05 1.00 1.00 0.48 133.20 79.76 Dsgn.L= 13.50 ft 2 0.014 0.006 1.36 -0.14 1.36 165.42 99.05 1.00 1.00 0.48 133.20 79.76 Dsgn.L= 2.50 ft 3 0.001 0.001 -0.14 0.14 165.42 99.05 1.00 1.00 0.12 133.20 79.76 Overall Maximum Deflectlais-UrrFac:tored Loads Load Corr�bination Span iv}ax.""Defl Location in Span Load Car�bination Ma�c."+"Defl Location in Span 1 0.0000 0.000 D+L -0.0323 0.000 D+L 2 0.0564 6.835 0.0000 0.000 3 0.0000 6.835 D+L -0.Q323 2.500 V2CtICdI RP.�CtIOf1S-UIlf�01'2d Support notation:Far left is#1 Values in 14PS Load Carbination Support 1 Support 2 Support 3 Support 4 O�erall NWXrcum 4.038 4.038 D Only 0.988 0.988 L Only 3.050 3.050 D+L 4.038 4.038 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Prirrted:6 JAN 2014,10:41AN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 19.R5 b/w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(1) L(3.05) D(1�0�546 L�0�) D 0.138 L 0.6 . � Span = 7.250 ft " Span = 11.50 ft W 12x30 W 12x30 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.1380, L=0.60 k/ft,Extent=0.0-»6.750 ft, Tributary Width=1.0 ft,(wl) Poirrt Load: D=1.0, L=3.050 k(a�0.0 ft,(P1) Poir�t Laad: D=1.050, L=4.550 k@ 6.750 ft,(P2) Unifam Loed: D=0.0460, L=0.20 k/ft,F�cter�=6.750-»7.250 ft, Tributary V�fdth=1.0 ft,(WZ) DESIC�V SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.486: 1 Maximum Shear Stress Ratio= 0.234 : 1 Section used for this span W12x30 Section used for this span W12x30 Ma:Applied 52.283 k-ft Va:Applied 14.971 k Mn/Omega:Allowable 107.535 k-ft Vn/Omega:Allowable 63.960 k Load C',oirbination +D+L+H Load Corrbination +D+L+N La�tion of rrn�d rrum on span 7.250ft L.a�tion of rr�d rrum on span 7.250 ft Span#�e ma�drrum occurs Span#1 Span#v�xe ma�drrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.430 in Ratio= 404 Max Upward L+Lr+S Deflection -0.087 in Ratio= 1,588 Max Downward Total Deflection 0.558 in Ratio= 312 Max Upward Total Deflection -0.112 in Ratio= 1237 Ma�dmum Forces�Stresses for Load Cari�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbrrient Values Surrrr�ry of Shear Values segm�,t�e�, span# M v nn�+ nm�_ n�_nn� nmx n�r,�o�„�a cb wr va n� v� v�orr,�a D Only Dsgn.L= 725 ft 1 0.113 0.050 -12.18 12.18 179.58 107.53 1.00 1.00 3.22 95.94 63.96 Dsgn.L= 11.50 ft 2 0.113 0.019 -12.18 12.18 179.58 107.53 1.00 1.00 1.23 95.94 63.96 +p+�+H Dsgn.L= 725 ft 1 0.486 0.234 -5228 52.28 179.58 107.53 1.00 1.00 14.97 95.94 63.96 Dsgn.L= 11.50 ft 2 0.486 0.074 -5228 52.28 179.58 107.53 1.00 1.00 4.72 95.94 63.96 +p+�+H Dsgn.L= 725ft 1 0.113 0.050 -12.18 12.18 179.58 107.53 1.00 1.00 3.22 95.94 63.96 Dsgn.L= 11.50 ft 2 0.113 0.019 -12.18 12.18 179.58 107.53 1.00 1.00 1.23 95.94 63.96 +p+s-rH Dsgn.L= 7.25 ft 1 0.113 0.050 -12.18 12.18 179.58 107.53 1.00 1.00 3.22 95.94 63.96 Dsgn.L= 11.50 ft 2 0.113 0.019 -12.18 12.18 179.58 107.53 1.00 1.00 1.23 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn.L= 725 ft 1 0.393 0.188 -4226 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 �2.26 42.26 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +D+0.750L+0.750S+H Dsgn.L= 7.25 ft 1 0.393 0.188 �2.26 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 -42.26 42.26 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +p+V�f+Fi Dsgn.L= 7.25ft 1 0.113 0.050 -12.18 12.18 179.58 107.53 1.00 1.00 3.22 95.94 63.96 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Prirrted:6 JAN 2014,10:41AN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 19.R5 b/w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 11.50 ft 2 0.113 0.019 -12.18 12.18 179.58 107.53 1.00 1.00 1.23 95.94 63.96 +D+0.70E+H Dsgn.L= 7.25 ft 1 0.113 0.050 -12.18 12.18 179.58 107.53 1.00 1.00 3.22 95.94 63.96 Dsgn.L= 11.50 ft 2 0.113 0.019 -12.18 12.18 179.58 107.53 1.00 1.00 1.23 95.94 63.96 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 725 ft 1 0.393 0.188 �226 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 -42.26 42.26 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.25 ft 1 0.393 0.188 -42.26 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 �226 4226 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +D+O.750 L+O.750 5+0.750 W+H Dsgn.L= 725 ft 1 0.393 0.188 �226 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 �2.26 42.26 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.25 ft 1 0.393 0.188 -42.26 42.26 179.58 107.53 1.00 1.00 12.03 95.94 63.96 Dsgn.L= 11.50 ft 2 0.393 0.060 �226 4226 179.58 107.53 1.00 1.00 3.85 95.94 63.96 +0.60D+W+H Dsgn.L= 725 ft 1 0.068 0.030 -7.31 7.31 179.58 107.53 1.00 1.00 1.93 95.94 63.96 Dsgn.L= 11.50 ft 2 0.068 0.012 -7.31 7.31 179.58 107.53 1.00 1.00 0.74 95.94 63.96 +0.60D+0.70E+H Dsgn.L= 7.25 ft 1 0.068 0.030 -7.31 7.31 179.58 107.53 1.00 1.00 1.93 95.94 63.96 Dsgn.L= 11.50 ft 2 0.068 0.012 -7.31 7.31 179.58 107.53 1.00 1.00 0.74 95.94 63.96 Overall Ma�dmwn Deflections-Ur�Factored Loads Load Corri�ination Span Max.��,�Defl Location in Span Load Gorr�bination fV}�c.,�+��Defl Location in Span D+L 1 0.55/8 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.1116 4.865 VE�IpI REaCtl011S-UI'1f�aP@d Suppat notation:Far left is#1 Values in{4PS Load Cari�ination Support 1 Support 2 Support 3 O�erall M4Xrrum 19.690 �.374 D Only 4.452 -0.887 L Only 15.238 -3.488 D+L 19.690 -4.374 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:��vv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: 20. diagonal 20.2-20.7 b!w Q&Q.5 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 I D 0.288 0.16 D 0.16 Span = 6.250 ft Span = 5.0 ft W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Varying Unifam Load: D(S,�=0.288Q>0.160, L(S,E)=1.25a>0.6940 k/ft,Exter�=0.0-»6.250 ft, Trib Vbfdth=1.0 ft,(w) Load for Span Nurrber 2 Varying Unifam Load: D(S,�=0.16Q>0.0, L(S,�=0.694a>0.0 Wft,F�ctent=0.0-»5.0 ft, Trib UWdth=1.0 ft DESIGIV SUNIVI4RY � - � • Maximum Bending Stress Ratio = 0.596: 1 Maximum Shear Stress Ratio= 0.177 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 25.863 k-ft Va:Applied 7.564 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Carbination +D+L+H,LL Corii�Run(LL) Load Corii�ination +D+L+H,11 Corr�b Fdan(LL) Laation of rr�xi rrum on span 6.250ft Location of rr�d mum on span 6.250 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.288 in Ratio= 521 Max Upward L+Lr+S Deflection -0.023 in Ratio= 2,622 Max Downward Total Deflection 0.356 in Ratio= 422 Max Upward Total Deflection -0.028 in Ratio= 2147 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega D Only Dsgn.L= 625 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.031 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +D+L+H,LL Carb f3an('L) Dsgn.L= 6.25 ft 1 0.117 0.058 -5.07 5.07 72.50 43.41 1.00 1.00 2.47 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.058 -5.07 5.07 72.50 43.41 1.00 1.00 2.47 71.40 42.75 +D+L+H,LL Con�b F3an(�") Dsgn.L= 625 ft 1 0.596 0.177 -25.86 25.86 72.50 43.41 1.00 1.00 7.56 71.40 42.75 Dsgn.L= 5.00 ft 2 0.596 0.128 -25.86 25.86 72.50 43.41 1.00 1.00 5.47 71.40 42.75 +D+L+H,LL(',orrt�Fdan(LL) Dsgn.L= 6.25 ft 1 0.596 0.177 -25.86 25.86 72.50 43.41 1.00 1.00 7.56 71.40 42.75 Dsgn.L= 5.00 ft 2 0.596 0.155 -25.86 25.86 72.50 43.41 1.00 1.00 6.63 71.40 42.75 +p+�-+H,LL Ca rib Fhm("L) Dsgn.L= 6.25 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00ft 2 0.117 O.Q31 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +D+Lr+H,LL C'.orrib f�an(L`) Dsgn.L= 625 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00ft 2 0.117 O.Q31 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +p+�-+H,LL Corrib Fban(LL) Dsgn.L= 6.25 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00ft 2 0.117 O.Q31 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:��vv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: 20. diagonal 20.2-20.7 b!w Q&Q.5 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +D+S+H Dsgn.L= 625 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.031 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +D+0.750Lr+0.750L+H,LL Coir�f�n(' Dsgn.L= 6.25 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750Lr+0.750L+H,LL Corrt�Faan(L Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750Lr+0.750L+H,LL Cari�Run(L Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +p+p.75pL+0.750S+H,LL Ca rib Fban('l Dsgn.L= 625 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750L+0.750S+H,LL C'.orrib Fdan(L' Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750L+0.750S+H,LL Corri�Faun(LJ Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +D+W+H Dsgn.L= 625 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.031 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +D+0.70E+H Dsgn.L= 625 ft 1 0.117 0.035 -5.07 5.07 72.50 43.41 1.00 1.00 1.49 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.031 -5.07 5.07 72.50 43.41 1.00 1.00 1.32 71.40 42.75 +D+0.750Lr+0.750L+0.750V�+H,LL Con Dsgn.L= 625 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 625 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 6.25 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750L+0.7505+0.750W+H,LL Con- Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 6.25 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 625 ft 1 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 Dsgn.L= 5.00 ft 2 0.117 0.051 -5.07 5.07 72.50 43.41 1.00 1.00 2.18 71.40 42.75 +D+0.750L+0.750S-F0.5250E+H,LL Con Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.104 -20.66 20.66 72.50 43.41 1.00 1.00 4.43 71.40 42.75 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 625 ft 1 0.476 0.141 -20.66 20.66 72.50 43.41 1.00 1.00 6.04 71.40 42.75 Dsgn.L= 5.00 ft 2 0.476 0.124 -20.66 20.66 72.50 43.41 1.00 1.00 5.30 71.40 42.75 +0.60D+W+H Dsgn.L= 6.25 ft 1 0.070 0.021 -3.04 3.04 72.50 43.41 1.00 1.00 0.89 71.40 42.75 Dsgn.L= 5.00 ft 2 0.070 0.018 -3.04 3.04 72.50 43.41 1.00 1.00 0.79 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 6.25 ft 1 0.070 0.021 -3.04 3.04 72.50 43.41 1.00 1.00 0.89 71.40 42.75 Dsgn.L= 5.00 ft 2 0.070 0.018 -3.04 3.04 72.50 43.41 1.00 1.00 0.79 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,s:��vv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: 20. diagonal 20.2-20.7 b!w Q&Q.5 Overall Ma�dmwti Deflectiais-Ur�fac:tored Loads Load C',orrt�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span D+L 1 0.3556 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.0279 2.115 V21"tlCdl RP.�CtIOf1S-UI'1f�a1'2d Support notation:Far left is#1 Values in 14PS Load Cont�ination Support 1 Support 2 Support 3 O�erall MaJGrrum 14.195 -5.004 D Only 2.804 -0.845 L Only,LL C',orrb Fdan(�L) 1.157 0.578 L Only,LL Corr�b W.an(L`) 10.234 -4.159 L Only,LL C'.orii�f�n(LL) 11.391 -3.581 D+L,LL Corri�Fdan('L) 3.961 -0.267 D+�L,LL Corr�b Run(L') 13.038 -5.004 D+L,LL Corr�b Fdan(LL) 14.195 -4.425 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,a:a9Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: jast readions near beam 20. CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.046)L(0.2) D(0.046)L(0.2) i ♦ Span=3.50 ft � Span=3.50 ft � W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Load for Span f�k.irrber 1 Unifam Loed: D=0.0230, L=0.10 ksf, Tributary VNdth=2.0 ft,(w) Load for Span Nurri�'2 Unifam Load: D=0.0230, L=0.10 ksf, Tributary VNdth=2.0 ft,(w) DESI�I SUNM4RY � - • • Maximum Bending Stress Ratio = 0.035: 1 Maximum Shear Stress Ratio= 0.020 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 1.507 k-ft Va:Applied 0.8610 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega :Allowable 42.754 k Load C',oirbination +D+L+H Load C.oirbination +D+L+F- La�tion of rr�d rrum on span 3.500ft La;ation of rr�d rrum on span 3.500 ft Span#v�-e ma�dmum oocurs Span#1 Span#v�-e ma�dmam ooa irs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.005 in Ratio= 16,604 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 Q60 Max Downward Total Deflection 0.006 in Ratio= 13499 Max Upward Total Deflection -0.001 in Ratio= $3$7g Ma�dmum Forces&Stresses for Laad Comt�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbirent Values Surrrrory of Shear Values segm�,t�e�, span# M v nm,�+ n�r,�_ n�_n� nmx nm�o�„�a cb wr va n� v� vn�orr,�a D Only Dsgn.L= 3.50 ft 1 0.006 0.004 -0.28 028 72.50 43.41 1.00 1.00 0.16 71.40 42.75 Dsgn.L= 3.50 ft 2 0.006 0.004 -0.28 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 +D+L+H Dsgn.L= 3.50ft 1 0.035 0.020 -1.51 1.51 72.50 43.41 1.00 1.00 0.86 71.40 42.75 Dsgn.L= 3.50 ft 2 0.035 0.020 -1.51 1.51 72.50 43.41 1.00 1.00 0.86 71.40 42.75 +DFLr+H Dsgn.L= 3.50 ft 1 0.006 0.004 -028 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 Dsgn.L= 3.50 ft 2 0.006 0.004 -0.28 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 +D+S+H Dsgn.L= 3.50 ft 1 0.006 0.004 -028 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 Dsgn.L= 3.50 ft 2 0.006 0.004 -028 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 3.50ft 1 0.028 0.016 -1.20 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50 ft 2 0.028 0.016 -1.20 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +p+p.750L+0.750S+H Dsgn.L= 3.50ft 1 0.028 0.016 -1.20 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50ft 2 0.028 0.016 -1.20 120 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +p+W+� Dsgn.L= 3.50 ft 1 0.006 0.004 -0.28 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 Dsgn.L= 3.50 ft 2 0.006 0.004 -0.28 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 +D+0.70E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,a:a9Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: jast readions near beam 20. Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 3.50 ft 1 0.006 0.004 -0.28 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 Dsgn.L= 3.50 ft 2 0.006 0.004 -028 0.28 72.50 43.41 1.00 1.00 0.16 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 3.50ft 1 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50ft 2 0.028 0.016 -1.20 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 3.50ft 1 0.028 0.016 -1.20 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50ft 2 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +D+0.750L+0.7505+0.750W+H Dsgn.L= 3.50ft 1 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50 ft 2 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 3.50 ft 1 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Dsgn.L= 3.50ft 2 0.028 0.016 -120 1.20 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +0.60D+W+H Dsgn.L= 3.50 ft 1 0.004 0.002 -0.17 0.17 72.50 43.41 1.00 1.00 0.10 71.40 42.75 Dsgn.L= 3.50 ft 2 0.004 0.002 -0.17 0.17 72.50 43.41 1.00 1.00 0.10 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 3.50 ft 1 0.004 0.002 -0.17 0.17 72.50 43.41 1.00 1.00 0.10 71.40 42.75 Dsgn.L= 3.50 ft 2 0.004 0.002 -0.17 0.17 72.50 43.41 1.00 1.00 0.10 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Coni�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span D+L 1 0.0062 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.0005 1.319 VP.PtICdI REaCfl01'1S-UC1f�OP2Cl Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall M4Xmam 1.722 0.000 D Only 0.322 0.000 L Only 1.400 0.000 D+L 1.722 0.000 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,s:szPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 21. Diagaia120.�19.7b/wQ.58J� CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.161 0 L .7 t � _ ��� Span = 9.50 ft j W12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrber 1 Varying Unifam Load: D(S,E)=0.161 Q>0.0, L(S,�=0.7a>0.0 Wft,F�cter�=0.0-»9.50 ft, Trib VUdth=1.0 ft,(w) D�SIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.118: 1 Maximum Shear Stress Ratio= 0.065 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 5.141 k-ft Va:Applied 2.794 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 4.038ft La:ation of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.025 in Ratio= 4,519 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.032 in Ratio= 3558 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 9.50 ft 1 0.025 0.013 1.09 1.09 72.50 43.41 1.00 1.00 0.58 71.40 42.75 +p+�+H Dsgn.L= 9.50 ft 1 0.118 0.065 5.14 5.14 72.50 43.41 1.00 1.00 2.79 71.40 42.75 +p+�-+H Dsgn.L= 9.50 ft 1 0.025 0.013 1.09 1.09 72.50 43.41 1.00 1.00 0.58 71.40 42.75 +p+g-rH Dsgn.L= 9.50 ft 1 0.025 0.013 1.09 1.09 72.50 43.41 1.00 1.00 0.58 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +p+W+H Dsgn.L= 9.50 ft 1 0.025 0.013 1.09 1.09 72.50 43.41 1.00 1.00 0.58 71.40 42.75 +D+0.70E+H Dsgn.L= 9.50 ft 1 0.025 0.013 1.09 1.09 72.50 43.41 1.00 1.00 0.58 71.40 42.75 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +D+0.750L+0.7505+0.750W+H Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:z�wv zo�a,s:szPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 21. Diagaia120.�19.7b/wQ.58J� Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 9.50 ft 1 0.095 0.052 4.13 4.13 72.50 43.41 1.00 1.00 2.24 71.40 42.75 +0.60D+�W+H Dsgn.L= 9.50 ft 1 0.015 0.008 0.65 0.65 72.50 43.41 1.00 1.00 0.35 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 9.50 ft 1 0.015 0.008 0.65 0.65 72.50 43.41 1.00 1.00 0.35 71.40 42.75 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.0320 4.608 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall NWJGmam 2.794 1.431 D Only 0.577 0.322 L Only 2.217 1.108 D+L 2.794 1.431 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 22. Q.5 b/w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.063 L 0275 � D 0.046 L 0.2y D(1)L(3.05) D(0.5 (2.3) �D(-O.S (-3.6) D0.138 L0.6 D0.138 L0.6 D0.138 L .6) � '�' + + Span=7.250 ft � Span=4.O ft � Span=7.50 ft W 12x19 W 12x19 W 12x19 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.1380, L=0.60 Wft, Tributary VNdth=1.0 ft,(wl) Poirrt Load: D=1.0, L=3.050 k(a�0.0 ft,(P1) Load for Span Nurrix�'2 Unifam Loed: D=0.1380, L=0.60 Wft, Tributary Vbidth=1.0 ft Load fa-Span f�&.irrber 3 Unifam Load: D=0.1380, L=0.60 Wft,Exter�=0.0-»0.750 ft, Tributary V�fdth=1.0 ft Unifam Load: D=0.0460, L=0.20 k/ft,Extent=0.750-»3.50 ft, Tributary 1Mdth=1.0 ft Unifam Load: D=0.0630, L=0.2750 k/ft,Exter�=3.50-»7.50 ft, Tributary Vbfdth=1.0 ft Poi r�t Load: D=0.50, L=2.30 k@ 0.750 ft Par�t Load: D=-0.80, L=-3.60 k(a�3.50 ft DESI�I SUMVIARY •- • • Maximum Bending Stress Ratio = 0.799: 1 Maximum Shear Stress Ratio= 0.282 : 1 Section used for this span W12x19 Section used for this span W12x19 Ma:Applied 49.256 k-ft Va:Applied 16.196 k Mn/Omega:Allowable 61.627 k-ft Vn/Omega :Allowable 57.340 k Load C'�orr�bination +D+L+H Load Corrt�ination +D+L+I- Location of rrt�d rrum on span O.00Oft Location of rr�vd rrum on span 0.000 ft Span#v�xe ma�dmum oocurs Span#2 Span#v�-e ma�drrum ooairs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.421 in Ratio= 413 Max Upward L+Lr+S Deflection -0.014 in Ratio= 3,336 Max Downward Total Deflection 0.549 in Ratio= 317 Max Upward Total Deflection -0.019 in Ratio= 2551 Ma�dmum Forces&Stresses for Laad Corril�inations Load Corr�bination Max Stress Ratios Surrrn�ry of Nbrrent Values Surrrr►�ry of Shear Val�s segm�,t�e�, sp�n# M v nm�c+ nn,��c_ nn�_n� nn,x nn,�a„�a cb wr va n� v� vnxiorr,�a D Only Dsgn.L= 7.16 ft 1 0.181 0.037 -11.18 11.18 102.92 61.63 1.00 1.00 2.12 86.01 57.34 Dsgn.L= 4.09 ft 2 0.185 0.064 2.06 -11.38 11.38 102.92 61.63 1.00 1.00 3.67 86.01 57.34 Dsgn.L= 7.50 ft 3 0.034 0.012 2.07 2.07 102.92 61.63 1.00 1.00 0.71 86.01 57.34 +p+�+H Dsgn.L= 7.16 ft 1 0.785 0.165 -48.38 48.38 102.92 61.63 1.00 1.00 9.47 86.01 57.34 Dsgn.L= 4.09 ft 2 0.799 0.282 9.47 �9.26 49.26 102.92 61.63 1.00 1.00 16.20 86.01 57.34 Dsgn.L= 7.50 ft 3 0.155 0.065 9.56 9.56 102.92 61.63 1.00 1.00 3.72 86.01 57.34 +D+Lr+H Dsgn.L= 7.16ft 1 0.181 O.Q37 -11.18 11.18 102.92 61.63 1.00 1.00 2.12 86.01 57.34 Dsgn.L= 4.09ft 2 0.185 0.064 2.06 -11.38 11.38 102.92 61.63 1.00 1.00 3.67 86.01 57.34 Dsgn.L= 7.50 ft 3 0.034 0.012 2.07 2.07 102.92 61.63 1.00 1.00 0.71 86.01 57.34 +D+S+H Dsgn.L= 7.16 ft 1 0.181 0.037 -11.18 11.18 102.92 61.63 1.00 1.00 2.12 86.01 57.34 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxjptlon: 22. Q.5 b/w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 4.09 ft 2 0.185 0.064 2.06 -11.38 11.38 102.92 61.63 1.00 1.00 3.67 86.01 57.34 Dsgn.L= 7.50 ft 3 0.034 0.012 2.07 2.07 102.92 61.63 1.00 1.00 0.71 86.01 57.34 +D+0.750Lr+0.750L+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +D+0.750L+0.750S+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +D+VV+H Dsgn.L= 7.16 ft 1 0.181 0.037 -11.18 11.18 102.92 61.63 1.00 1.00 2.12 86.01 57.34 Dsgn.L= 4.09 ft 2 0.185 0.064 2.06 -11.38 11.38 102.92 61.63 1.00 1.00 3.67 86.01 57.34 Dsgn.L= 7.50 ft 3 0.034 0.012 2.07 2.07 102.92 61.63 1.00 1.00 0.71 86.01 57.34 +p+p,70E+H Dsgn.L= 7.16ft 1 0.181 0.037 -11.18 11.18 102.92 61.63 1.00 1.00 2.12 86.01 57.34 Dsgn.L= 4.09ft 2 0.185 0.064 2.06 -11.38 11.38 102.92 61.63 1.00 1.00 3.67 86.01 57.34 Dsgn.L= 7.50 ft 3 0.034 0.012 2.07 2.07 102.92 61.63 1.00 1.00 0.71 86.01 57.34 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +D+O.750 L+O.750 5+0.750 W+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.16 ft 1 0.634 0.133 -39.08 39.08 102.92 61.63 1.00 1.00 7.63 86.01 57.34 Dsgn.L= 4.09 ft 2 0.646 0.228 7.62 -39.79 39.79 102.92 61.63 1.00 1.00 13.07 86.01 57.34 Dsgn.L= 7.50 ft 3 0.125 0.052 7.68 7.68 102.92 61.63 1.00 1.00 2.97 86.01 57.34 +0.60DtW+H Dsgn.L= 7.16 ft 1 0.109 0.022 �.71 6.71 102.92 61.63 1.00 1.00 1.27 86.01 57.34 Dsgn.L= 4.09 ft 2 0.111 0.038 1.23 �.83 6.83 102.92 61.63 1.00 1.00 2.20 86.01 57.34 Dsgn.L= 7.50 ft 3 0.020 0.007 1.24 1.24 102.92 61.63 1.00 1.00 0.43 86.01 57.34 +0.60D+0.70E+H Dsgn.L= 7.16 ft 1 0.109 0.022 �.71 6.71 102.92 61.63 1.00 1.00 1.27 86.01 57.34 Dsgn.L= 4.09 ft 2 0.111 0.038 1.23 �.83 6.83 102.92 61.63 1.00 1.00 2.20 86.01 57.34 Dsgn.L= 7.50 ft 3 0.020 0.007 1.24 1.24 102.92 61.63 1.00 1.00 0.43 86.01 57.34 ae�i nn�m.�„�efle�«,S-u�acta-ea� Load Corri�ination Span Nt�c.""Defl Location in Span Load C'.orr�bination Ma�c."+"Defl Location in Span D+L 1 0.5494 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.0188 1.570 D+L 3 0.0089 2.373 0.0000 1.570 VE1tiC81 R�Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 Support 3 Support 4 O✓erall NIAXmum 25.734 -12.816 0.772 D Only 5.810 -2.967 0.248 L Only 19.925 -9.849 0.524 D+L 25.734 -12.816 0.772 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,szowv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 23. 19.7 b/wQ3&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.178) L(0.775) D 0.132 0.05 0225 0.825 + D 0.046 Q�:� �2. y ( .1 � (0.1) L(0.4) � Span = 24.50 ft W 12x53 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft,Extent=0.0-»3.50 ft, Tributary 1Mdth=1.0 ft,(wl) Varying Unifam Load: D(S,�=0.132(3->0.0520, L(S,E)=0.5750->0.2250 k/ft,Exterit=3.50-»10.250 ft, Trib V�fdth=1.0 ft,(v�2) Varying lJnifam Load: D(S,�=0.052(�>0.190, L(S,E)=0.225a>0.8250 Wft,F�derit=10.250-»17.0 ft, Trib VWdth=1.0 ft,(vJ3) Unifam Loed: D=0.1780, L=0.7750 k/ft,Exter�=17.0-»24.50 ft, Tributary Vbfdth=1.0 ft,(vv�) Poi r�t Load: D=0.60, L=2.20 k@ 3.50 ft,(P1) Poi r�t Load: D=2.10, L=9.10 k@ 10.250 ft,(P2) Poir�Load: D=0.10, L=0.40 k@ 17.0 ft,(P3) DESIGI�I SUNMARY �• • • Maximum Bending Stress Ratio = 0.622: 1 Maximum Shear Stress Ratio= 0.190 : 1 Section used for this span W12x53 Section used for this span W12x53 Ma:Applied 120.892 k-ft Va:Applied 15.888 k Mn/Omega:Allowable 194.361 k-ft Vn/Omega :Allowable 83.490 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 10.29Qft Location of rrr�d rrum on span 0.000 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection p,772 jn Ratio= 380 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.987 in Ratio= 298 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 24.50 ft 1 0.134 0.043 25.98 25.98 324.58 194.36 1.00 1.00 3.57 125.24 83.49 +p+�+H Dsgn.L= 24.50 ft 1 0.622 0.190 120.89 120.89 324.58 194.36 1.00 1.00 15.89 125.24 83.49 +D+�-+H Dsgn.L= 24.50 ft 1 0.134 0.043 25.98 25.98 324.58 194.36 1.00 1.00 3.57 125.24 83.49 +p+$-rH Dsgn.L= 24.50 ft 1 0.134 0.043 25.98 25.98 324.58 194.36 1.00 1.00 3.57 125.24 83.49 +p+p.750Lr+0.750L+H Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +D+0.750L+0.750S+H Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +p+W+H Dsgn.L= 24.50 ft 1 0.134 0.043 25.98 25.98 324.58 194.36 1.00 1.00 3.57 125.24 83.49 +D+0.70E+H Dsgn.L= 24.50 ft 1 0.134 0.043 25.98 25.98 324.58 194.36 1.00 1.00 3.57 125.24 83.49 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,szowv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 23. 19.7 b/wQ3&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +D+0.750L+0.750S+0.750W+H Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +D+O.750 L+O.750 S+O.5250 E+H Dsgn.L= 24.50 ft 1 0.500 0.153 97.16 97.16 324.58 194.36 1.00 1.00 12.81 125.24 83.49 +0.60D*W+H Dsgn.L= 24.50 ft 1 0.080 0.026 15.59 15.59 324.58 194.36 1.00 1.00 2.14 12524 83.49 +0.60D+0.70E+H Dsgn.L= 24.50 ft 1 0.080 0.026 15.59 15.59 324.58 194.36 1.00 1.00 2.14 125.24 83.49 Ov�all Ma�dmum Deflectiais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.9868 12.128 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 15.888 15.603 D Only 3.571 3.464 L Only 12.317 12.139 D+L 15.888 15.603 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:�sFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 24. Bent @Q,3 b/w 18.6&20.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(3) L(12.9) D(0�1121��L�0.5�5) D(3) L(12.9) � � Span = 24.0 ft W 16x67 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.1210, L=0.5250 k/ft, Tributary Width=1.0 ft,(w) Poi r�t Load: D=1.50, L=6.30 k@ 12.0 ft,(P1) Poi rrt Load: D=3.0, L=12.90 k(a�7.50 ft,(P2) Poi r�t Laad: D=3.0, L=12.90 k@ 16.50 ft,(P2) DESIGIV SUNIVI4RY � - � • Maximum Bending Stress Ratio = 0.670: 1 Maximum Shear Stress Ratio= 0.220 : 1 Section used for this span W16x67 Section used for this span W16x67 Ma:Applied 217.390 k-ft Va:Applied 28.357 k Mn/Omega:Allowable 324.351 k-ft Vn/Omega:Allowable 128.770 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 12.00Oft Location of rr�d mum on span 0.000 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.637 in Ratio= 451 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.805 in Ratio= 358 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega D Only Dsgn.L= 24.00 ft 1 0.139 0.047 45.04 45.04 541.67 324.35 1.00 1.00 6.01 193.16 128.77 +D+L+H Dsgn.L= 24.00 ft 1 0.670 0220 217.39 217.39 541.67 324.35 1.00 1.00 28.36 193.16 128.77 +D+Lr+H Dsgn.L= 24.00 ft 1 0.139 0.047 45.04 45.04 541.67 324.35 1.00 1.00 6.01 193.16 128.77 +D+S+H Dsgn.L= 24.00 ft 1 0.139 0.047 45.04 45.04 541.67 324.35 1.00 1.00 6.01 193.16 128.77 +D+0.750Lr+0.750L+H Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.77 +D+0.750L+0.750S+H Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.77 +p+W+1-� Dsgn.L= 24.00 ft 1 0.139 0.047 45.04 45.04 541.67 324.35 1.00 1.00 6.01 193.16 128.77 +p+p.70E+H Dsgn.L= 24.00 fl 1 0.139 0.047 45.04 45.04 541.67 324.35 1.00 1.00 6.01 193.16 128.77 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.77 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.77 +D+0.750L+0.750S+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:�sFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 24. Bent @Q,3 b/w 18.6&20.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.T1 +D+0.750L+0.750S-F0.5250E+H Dsgn.L= 24.00 ft 1 0.537 0.177 174.30 174.30 541.67 324.35 1.00 1.00 22.77 193.16 128.77 +0.60D+W+H Dsgn.L= 24.00 ft 1 0.083 0.028 27.02 27.02 541.67 324.35 1.00 1.00 3.60 193.16 128.TT +0.60D+0.70E+H Dsgn.L= 24.00 ft 1 0.083 0.028 27.02 27.02 541.67 324.35 1.00 1.00 3.60 193.16 128.77 Overall Maximum Deflectlons-UrrFacxored Loads Load Corr�bination Span N}ax.""Defl Location in Span Load Corri�ination Ma�c."+"Defl Location in Span D+L 1 0.8054 12.120 0.0000 0.000 V2PtICdI R2aCtl011S-UflFa(�aPed Support notation:Far left is#'1 Values in 14PS Load Cari�ination Support 1 Support 2 _ _ __ O�erall M4Xrrum 28.357 28.357 D Only 6.007 6.007 L Only 22.350 22.350 D+L 28.357 28.357 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wv zo�a.�o:zzwv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 25. 19.5 b/wQ2&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.104 L 0.45 D 0.046 L 0. 0.04 I] 0 ) L(0.4) � � � � � � Span = 3.50 fz� Span = 24.750 ft W 12x35 W 12x35 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span f�A irrbe�-1 Unifam Load: D=0.0460, L=0.20 Wft, Tributary VNdth=1.0 ft,(wl) Load for Span Nurrt�er 2 Uniforrn Load: D=0.0460, L=0.20 k/ft,Exterit=0.0-»3.50 ft, Tributary 1Mdth=1.0 ft,(wl) Unifam Loed: D=0.1040, L=0.450 k/ft,Exter�=3.50-»24.750 ft, Tributary Vbidth=1.0 ft,(v✓Z) Poi r�t Load: D=0.0920, L=0.40 k@ 3.50 ft,(P) DESIGI�I SUMVIARY �- � • Maximum Bending Stress Ratio = 0.350: 1 Maximum Shear Stress Ratio= 0.097 : 1 Section used for this span W12x35 Section used for this span W12x35 Ma:Applied 44.774 k-ft Va:Applied 7.263 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega :Allowable 75.0 k Load Corrbination +D+L+H,LL Coni�Fdan(*L) Load Carbination +D+L+H,LL Comb Fdan('`L.) Location of rr�d rrum on span 12.375ft Location of rr�d rrum on span 24.750 ft �#v�tiere ma�dmum oocurs Span#2 Span#v�k�ere rr�dmum oocurs �an#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.464 in Ratio= 639 Max Upward L+Lr+S Deflection -0.207 in Ratio= 406 Max Downward Total Deflection 0.604 in Ratio= 492 Max Upward Total Deflection -0.267 in Ratio= 314 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C S�"ess Ratios Sumrrary of Nbment Values Surrmary of Shear Values Segrr�erit Lerigth Span# M V M rrax+ (VYr�aX- Ma-Nl� NYix Nhx/pm�a (� Rrr Va Max Vrix Vrix/Orrega D Only Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +D+L+H,LL Corr�b Run(*L) Dsgn.L= 3.50 ft 1 0.004 0.090 -0.50 0.50 213.33 127.74 1.00 1.00 6.73 112.50 75.00 Dsgn.L= 24.75 ft 2 0.350 0.097 44.77 -0.50 44.77 213.33 127.74 1.00 1.00 7.26 112.50 75.00 +p+L+H,LL Corr�b fdan(L") Dsgn.L= 3.50ft 1 0.013 0.022 -1.72 1.72 213.33 127.74 1.00 1.00 1.68 112.50 75.00 Dsgn.L= 24.75ft 2 O.W7 0.022 9.79 -1.72 9.79 213.33 127.74 1.00 1.00 1.68 112.50 75.00 +D+L+H,LL(',orr�b faan(LL) Dsgn.L= 3.50 ft 1 0.013 0.090 -1.72 1.72 213.33 127.74 1.00 1.00 6.78 112.50 75.00 Dsgn.L= 24.75 ft 2 0.346 0.096 44.17 -1.72 44.17 213.33 127.74 1.00 1.00 7.21 112.50 75.00 +p+�r+H,LL Corrib Run("L) Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +D+Lr+H,LL Gorrib f�n(L`) Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +p+�-+H,LL Cari�Run(LL) Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wv zo�a.�o:zzwv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 25. 19.5 b/wQ2&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +p+$-rH Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +D+0.750Lr+0.750L+H,LL Corri�f�an(' Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Qsgn.L= 24.75 ft 2 0283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750Lr+0.750L+H,LL Corri�Run(L Dsgn.L= 3.50ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +D+0.750Lr+0.750L+H,LL C',orrt�Run(L Dsgn.L= 3.50 ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +D+0.750L+0.750S+H,LL Corri�Faun('l Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Dsgn.L= 24.75 ft 2 0283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750L+0.750S+H,LL C'.orrib Run(L' Dsgn.L= 3.50ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +p+p.75pL+0.750S+H,LL Ca rib Run(lJ Dsgn.L= 3.50 ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0.280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +D+W+H Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 fl 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +D+0.70E+H Dsgn.L= 3.50 ft 1 0.004 0.022 -0.50 0.50 213.33 127.74 1.00 1.00 1.63 112.50 75.00 Dsgn.L= 24.75 ft 2 0.081 0.023 10.38 -0.50 10.38 213.33 127.74 1.00 1.00 1.70 112.50 75.00 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Dsgn.L= 24.75 ft 2 0283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 3.50 ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 3.50ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Dsgn.L= 24.75 ft 2 0.283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 3.50 ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 3.50ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Dsgn.L= 24.75 ft 2 0283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750L+0.7505+0.750W+H,LL Corr Dsgn.L= 3.50ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +D+0.750L+0.750S-F0.750W+H,LL Car Dsgn.L= 3.50ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0.280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +D+0.750L+0.7505+0.5250E+H,Ll.Con Dsgn.L= 3.50 ft 1 0.004 0.073 -0.50 0.50 213.33 127.74 1.00 1.00 5.46 112.50 75.00 Dsgn.L= 24.75 ft 2 0283 0.078 36.18 -0.50 36.18 213.33 127.74 1.00 1.00 5.87 112.50 75.00 +D+0.750L+0.750S+0.5250E+H,L�Con Dsgn.L= 3.50 ft 1 0.011 0.022 -1.42 1.42 213.33 127.74 1.00 1.00 1.67 112.50 75.00 Dsgn.L= 24.75 ft 2 0.078 0.022 9.94 -1.42 9.94 213.33 127.74 1.00 1.00 1.67 112.50 75.00 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 3.50 ft 1 0.011 0.073 -1.42 1.42 213.33 127.74 1.00 1.00 5.49 112.50 75.00 Dsgn.L= 24.75 ft 2 0280 0.078 35.72 -1.42 35.72 213.33 127.74 1.00 1.00 5.83 112.50 75.00 +0.60D+�W+H Dsgn.L= 3.50 ft 1 0.002 0.013 -0.30 0.30 213.33 127.74 1.00 1.00 0.98 112.50 75.00 Dsgn.L= 24.75 ft 2 0.049 0.014 6.23 -0.30 6.23 213.33 127.74 1.00 1.00 1.02 112.50 75.00 +0.60D+0.70E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wv zo�a.�o:zzwv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 25. 19.5 b/wQ2&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 3.50 ft 1 0.002 0.013 -0.30 0.30 213.33 127.74 1.00 1.00 0.98 112.50 75.00 Dsgn.L= 24.75 ft 2 0.049 0.014 6.23 -0.30 6.23 213.33 127.74 1.00 1.00 1.02 112.50 75.00 Overall Ma�dmwti Deflectior�s-UrrFactored Loads Load Corri�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span 1 0.0000 0.000 D+L -0.2674 0.000 D+L 2 0.6036 12.565 0.0000 0.000 V21"tlCdl RP.�IOf1S-UI'1f�01'�2d Support notation:Far left is#1 Values in 14PS Load Cont�ination Support 1 Support 2 Support 3 O�erall M4Xrrum 7.764 7263 D Only 1.915 1.699 L Only,LL C',orr�b faan(�L) 5.099 5.563 L Only,LL Corri�Fban(L") 0.749 -0.049 L Only,LL Cont�Fdan(LL) 5.849 5.514 D+L,LL Corr�b Run(�L) 7.014 7263 D+�L,LL C'.orrib Run(L�) 2.664 1.650 D+L,LL Corri�Run(LL) 7.764 7.213 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:a�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Description: 26.B�t S b/w 18.8&20.2 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.046 L 0.2 D(5.9)ICY�l5�)L(6.6) D (�pt� 4( 9�5 D(1.3 ��)L 21.8) � � D(0.046) L(0.2) I � � � �_ � L Span = 17.0 ft � W 16x50 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft,Extent=0.0-»5.0 ft, Tributary 1Mdth=1.0 ft,(uvl) Poi rrt Load: D=5.90, L=25.80 k�4.0 ft,(P1) Poir�t Laad: D=1.50, L=6.60 k@ 5.0 ft,(P2) Unifam Loed: D=0.1040, L=0.450 k/ft,Extent=5.0-»12.0 ft, Tributary V�fdth=1.0 ft,(v✓Z) Poi r�t Load: D=1.40, L=5.90 k@ 8.50 ft,(P3) Poir�t Load: D=6.20, L=21.80 k@ 13.0 ft,(P4) Unifam Load: D=0.0460, L=0.20 k/ft,Extent=12.0-»17.0 ft, Tributary 1Mdth=1.0 ft,(wl) Poi r�t Load: D=1.30, L=5.50 k�12.0 ft,(P5) DESI�I SUNNWRY •- • • Maximum Bending Stress Ratio = 0.896: 1 Maximum Shear Stress Ratio= 0.370 : 1 Section used for this span W16x50 Section used for this span W16x50 Ma:Applied 205.646 k-ft Va:Applied 45.791 k Mn/Omega:Allowable 229.541 k-ft Vn/Omega:Allowable 123.880 k Load Combination +D+L+H Load C'.a'r�bination +D+L+H La:�tion of rrt�d rrum on span 8.500ft Location of ma�d rrum on span 0.000 ft Span#v�xe ma�drrum occurs Span#1 Span#v�xe ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.468 in Ratio= 435 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 Gi60 Max Downward Total Deflection 0.589 in Ratio= 346 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces&Stresses for Load Coml�inations Load Car�bination Ma�c Stress Ratios Surrrr►�ryof Nb�rent Values Surrrr►�ryof Shear Values seggm�,t�e�, sp�n# m v nm��c+ nn�c_ nn�_n� nn,x nmworr,�a cb wr va n� v� vn�o�a D Only Dsgn.L= 17.00 ft 1 0.183 O.W4 41.99 41.99 383.33 229.54 1.00 1.00 9.21 185.82 123.88 +D+L+H Dsgn.L= 17.00 ft 1 0.896 0.370 20.5.65 205.65 383.33 229.54 1.00 1.00 45.79 185.82 123.88 +DFLr+H Dsgn.L= 17.00 ft 1 0.183 0.074 41.99 41.99 383.33 229.54 1.00 1.00 921 185.82 123.88 +D+S+H Dsgn.L= 17.00 ft 1 0.183 0.074 41.99 41.99 383.33 229.54 1.00 1.00 9.21 185.82 123.88 +D+0.750Lr+0.750L+H Dsgn.L= 17.00 ft 1 0.718 0.296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +D+0.750L+0.750S+H Dsgn.L= 17.00 ft 1 0.718 0.296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +D+W+H Dsgn.L= 17.00 ft 1 0.183 0.074 41.99 41.99 383.33 229.54 1.00 1.00 9.21 185.82 123.88 +D+0.70E+H Dsgn.L= 17.00 ft 1 0.183 0.074 41.99 41.99 383.33 229.54 1.00 1.00 9.21 185.82 123.88 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:a�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 26.Bent S b/w 18.8&20.2 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 17.00 ft 1 0.718 0296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 17.00 ft 1 0.718 0296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +p+p.750L+0.750S+0.750W+H Dsgn.L= 17.00 ft 1 0.718 0.296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 17.00 ft 1 0.718 0296 164.73 164.73 383.33 229.54 1.00 1.00 36.63 185.82 123.88 +0.60D+VV+Fi Dsgn.L= 17.00 fl 1 0.110 0.045 25.19 25.19 383.33 229.54 1.00 1.00 5.52 185.82 123.88 +0.60D+0.70E+H Dsgn.L= 17.00 ft 1 0.110 0.045 25.19 25.19 383.33 229.54 1.00 1.00 5.52 185.82 123.88 Overall Ma�dmwn Deflectior�s-UriFactored Leads Load C',oni�ination Span N�C."��Defl Location in Span Load Combination Max,�+"Defl Location in Span D+L 1 0.5888 8.500 0.0000 0.000 VE1tiCal R�Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load CArr�bination Support 1 Support 2 O✓erall fVl�X�imum 45.791 43.297 D Only 9.131 9.208 L Only 36.660 34.090 D+L 45.791 43297 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.a:as�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 27. Bent T.8 b!w 19.3&19.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(1.5)�L(53) D(0.86 L(37) D(LS)L(5.3) D(4])�L(15.4) D 0.046 L 0.2 0.046 L 0.2 � / � i Span=7250 ft � Span=1 760 ft � U W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0460, L=0.20 k/ft, Tributary VUdth=1.0 ft,(w) Poi rrt Load: D=0.860, L=3.70 k�4.50 ft,(P) Poi r�t Laad: D=1.50, L=5.30 k@ 1.250 ft,(P2) Load fa-Span Nurrber 2 Unifam Load: D=0.0460, L=0.20 kfft, Tributary VUdth=1.0 ft,(w) Poi r�t Load: D=1.50, L=5.30 k@ 0.50 ft,(P2) Par�t Load: D=4.70, L=15.40 k@ 1.750 ft,(P3) DESIGI�I SUNMARY �• � • Maximum Bending Stress Ratio = 0.898: 1 Maximum Shear Stress Ratio= 0.640 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 38.973 k-ft Va:Applied 27.355 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega :Allowable 42.754 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 7250ft Location of rrr�d rrum on span 7.250 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.077 in Ratio= 546 Max Upward L+Lr+S Deflection -0.034 in Ratio= 2,5$g Max Downward Total Deflection 0.101 in Ratio= 414 Max Upward Total Deflection -0.045 in Ratio= 1925 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- Ma-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 7.25 ft 1 0.209 0.147 0.61 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 Dsgn.L= 1.75 ft 2 0.209 0.147 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 +p+�+H Dsgn.L= 725 ft 1 0.898 0.640 3.39 -38.97 38.97 72.50 43.41 1.00 1.00 27.36 71.40 42.75 Dsgn.L= 1.75 ft 2 0.898 0.640 -38.97 38.97 72.50 43.41 1.00 1.00 27.36 71.40 42.75 +D+Lr+H Dsgn.L= 7.25 ft 1 0.209 0.147 0.61 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 Dsgn.L= 1.75 ft 2 0209 0.147 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 +D+S+H Dsgn.L= 7.25 ft 1 0209 0.147 0.61 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 Dsgn.L= 1.75 ft 2 0209 0.147 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 7.25 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 7.25 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��o nn�zzo�a.a:as�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 27. Bent T.8 b!w 19.3&19.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +D+Wi-H Dsgn.L= 7.25 ft 1 0.209 0.147 0.61 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 Dsgn.L= 1.75 ft 2 0209 0.147 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 +p+p,70E+H Dsgn.L= 725 ft 1 0209 0.147 0.61 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 Dsgn.L= 1.75 ft 2 0.209 0.147 -9.07 9.07 72.50 43.41 1.00 1.00 6.31 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 7.25 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 725 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn.L= 7.25 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 725 ft 1 0.726 0.517 2.70 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 Dsgn.L= 1.75 ft 2 0.726 0.517 -31.50 31.50 72.50 43.41 1.00 1.00 22.09 71.40 42.75 +0.60D+W+H Dsgn.L= 7.25 ft 1 0.125 0.088 0.37 -5.44 5.44 72.50 43.41 1.00 1.00 3.78 71.40 42.75 Dsgn.L= 1.75 ft 2 0.125 0.088 -5.44 5.44 72.50 43.41 1.00 1.00 3.78 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 725 ft 1 0.125 0.088 0.37 -5.44 5.44 72.50 43.41 1.00 1.00 3.78 71.40 42.75 Dsgn.L= 1.75 ft 2 0.125 0.088 -5.44 5.44 72.50 43.41 1.00 1.00 3.78 71.40 42.75 Overall Nhaximum Deflectiais-UrrFactored Leads Load Corr�bination Span Max.""Defl Location in Span Load Coml�ination Ma�c."+"Defl Location in Span 1 0.0000 0.000 D+L -0.0452 4.852 D+L 2 0.1014 1.750 0.0000 4.852 V�iCal R�2Ct1011S-U11FaCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corri�ination Support 1 Support 2 Support 3 O�erall MAXmum 2.925 37.677 D Only 0.535 8.566 L Only 2.390 29.110 D+L 2.925 37.677 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,a:asPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 28. Bent V b/w 19&20 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(2.4) L(10.5) D(2.9) L(12.8) D(2.5) L(10.8) D0.046� L0.2 Span = 14.0 ft W 12x30 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.0460, L=0.20 kfft, Tributary VWdth=1.0 ft,(w) Poi r�t Load: D=2.40, L=10.50 k@ 2.50 ft,(P3) Poi rrt Load: D=2.50, L=10.80 k@ 11.50 ft,(P1) Poir�t Load: D=2.90, L=12.80 k@ 7.0 ft,(P2) DESI�I SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.878: 1 Maximum Shear Stress Ratio= 0.360 : 1 Section used for this span W12x30 Section used for this span W12x30 Ma:Applied 94.460 k-ft Va:Applied 23.010 k Mn/Omega:Allowable 107.535 k-ft Vn/Omega:Allowable 63.960 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 7.00Oft Location of rr�d mum on span 14.000 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.367 in Ratio= 457 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.455 in Ratio= 369 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega D Only Dsgn.L= 14.00 ft 1 0.169 0.070 18.14 18.14 179.58 107.53 1.00 1.00 4.46 95.94 63.96 +D+L+H Dsgn.L= 14.00 ft 1 0.878 0.360 94.46 94.46 179.58 107.53 1.00 1.00 23.01 95.94 63.96 +D+Lr+H Dsgn.L= 14.00 ft 1 0.169 0.070 18.14 18.14 179.58 107.53 1.00 1.00 4.46 95.94 63.96 +D+S+H Dsgn.L= 14.00 ft 1 0.169 0.070 18.14 18.14 179.58 107.53 1.00 1.00 4.46 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn.L= 14.00 ft 1 0.701 0287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +D+0.750L+0.750S+H Dsgn.L= 14.00 ft 1 0.701 0287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +p+W+1-� Dsgn.L= 14.00 ft 1 0.169 0.070 18.14 18.14 179.58 107.53 1.00 1.00 4.46 95.94 63.96 +p+p.70E+H Dsgn.L= 14.00 fl 1 0.169 0.070 18.14 18.14 179.58 107.53 1.00 1.00 4.46 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 14.00 ft 1 0.701 0287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 14.00 ft 1 0.701 0287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +D+0.750L+0.750S+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,a:asPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 28. Bent V b/w 19&20 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 14.00 ft 1 0.701 0287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +D+0.750L+0.750S-F0.5250E+H Dsgn.L= 14.00 ft 1 0.701 0.287 75.38 75.38 179.58 107.53 1.00 1.00 18.37 95.94 63.96 +0.60D+W+H Dsgn.L= 14.00 ft 1 0.101 0.042 10.88 10.88 179.58 107.53 1.00 1.00 2.68 95.94 63.96 +0.60D+0.70E+H Dsgn.L= 14.00 ft 1 0.101 0.042 10.88 10.88 179.58 107.53 1.00 1.00 2.68 95.94 63.96 Overall Maximum Deflectlons-UrrFacxored Loads Load Corr�bination Span N}ax.""Defl Location in Span Load Corri�ination Ma�c."+"Defl Location in Span D+L 1 0.4552 7.070 0.0000 0.000 V2PtICdI R2aCtl011S-UflFa(�aPed Support notation:Far left is#'1 Values in 14PS Load Cari�ination Support 1 Support 2 _ _ _ _ O�erall M4Xrrum 22.753 23.010 D Only 4.399 4.464 L Only 18.354 18.546 D+L 72.753 23.010 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wv zo�a,s:sswv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 29. 19.7 b/wS&T.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.104) L(0.45) � Span = 23.50 ft W 12x26 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1040, L=0.450 k/ft, Tributary VWctth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.431 : 1 Maximum Shear Stress Ratio= 0.121 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 40.041 k-ft Va:Applied 6.815 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega :Allowable 56.120 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 11.750ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.526 in Ratio= 535 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.678 in Ratio= 416 Max Upward Total Deflection 0.000 in Ratio= p Q6Q Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 23.50 ft 1 0.097 0.027 8.98 8.98 155.00 92.81 1.00 1.00 1.53 84.18 56.12 +p+�+H Dsgn.L= 23.50 ft 1 0.431 0.121 40.04 40.04 155.00 92.81 1.00 1.00 6.82 84.18 56.12 +p+V-+H Dsgn.L= 23.50 ft 1 0.097 0.027 8.98 8.98 155.00 92.81 1.00 1.00 1.53 84.18 56.12 +D+S+H Dsgn.L= 23.50 ft 1 0.097 0.027 8.98 8.98 155.00 92.81 1.00 1.00 1.53 84.18 56.12 +D+0.750Lr+0.750L+H Dsgn.L= 23.50 ft 1 0.348 0.098 32.27 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 +D+0.750L+0.750S+H Dsgn.L= 23.50 ft 1 0.348 0.098 32.27 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 +DtW+H Dsgn.L= 23.50 ft 1 0.097 0.027 8.98 8.98 155.00 92.81 1.00 1.00 1.53 84.18 56.12 +D+0.70E+H Dsgn.L= 23.50 ft 1 0.097 0.027 8.98 8.98 155.00 92.81 1.00 1.00 1.53 84.18 56.12 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 23.50 ft 1 0.348 0.098 32.27 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 23.50 ft 1 0.348 0.098 3227 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 +D+0.750L+0.7505+0.750W+H Dsgn.L= 23.50 ft 1 0.348 0.098 32.27 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 23.50 ft 1 0.348 0.098 32.27 32.27 155.00 92.81 1.00 1.00 5.49 84.18 56.12 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wv zo�a,s:sswv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 29. 19.7 b/wS&T.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 23.50 ft 1 0.058 0.016 5.39 5.39 155.00 92.81 1.00 1.00 0.92 84.18 56.12 +0.60D+0.70E+H Dsgn.L= 23.50 ft 1 0.0.58 0.016 5.39 5.39 155.00 92.81 1.00 1.00 0.92 84.18 56.12 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.6782 11.868 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 6.815 6.815 D Only 1.528 1.528 L Only 5.288 5.288 D+L 6.815 6.815 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z:ziFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 30. Bent21b/wT.B&V CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 d�b�������) � Span = 14.250 ft W 8x21 Q�j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.0690, L=0.30 kfft, Tributary VWdth=1.0 ft,(w) Poi r�t Load: D=1.50, L=5.80 k@ 7.125 ft,(P) DESIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.705: 1 Maximum Shear Stress Ratio= 0.155 : 1 Section used for this span W8x21 Section used for this span W8x21 Ma:Applied 35.905 k-ft Va:Applied 6.429 k Mn/Omega:Allowable 50.898 k-ft Vn/Omega:Allowable 41.40 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H Location of rr�d rrum on span 7.125ft Location of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.407 in Ratio= 419 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.518 in Ratio= 330 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 14.25 ft 1 0.150 0.034 7.63 7.63 85.00 50.90 1.00 1.00 1.39 62.10 41.40 +p+�+H Qsgn.L= 1425 ft 1 0.705 0.155 35.90 35.90 85.00 50.90 1.00 1.00 6.43 62.10 41.40 +p+�-+H Dsgn.L= 14.25 fl 1 0.150 0.034 7.63 7.63 85.00 50.90 1.00 1.00 1.39 62.10 41.40 +p+g-rH Dsgn.L= 14.25 ft 1 0.150 0.034 7.63 7.63 85.00 50.90 1.00 1.00 1.39 62.10 41.40 +D+0.750Lr+0.750L+H Dsgn.L= 14.25 ft 1 0.567 0.125 28.84 28.84 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +D+0.750L+0.750S+H Dsgn.L= 1425 ft 1 0.567 0.125 28.84 28.84 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +p+W+H Dsgn.L= 1425 ft 1 0.150 0.034 7.63 7.63 85.00 50.90 1.00 1.00 1.39 62.10 41.40 +D+0.70E+H Dsgn.L= 1425 ft 1 0.150 0.034 7.63 7.63 85.00 50.90 1.00 1.00 1.39 62.10 41.40 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 1425 ft 1 0.567 0.125 28.84 28.84 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 1425 ft 1 0.567 0.125 28.84 28.&4 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +D+0.750L+0.7505+0.750W+H Dsgn.L= 14.25 ft 1 0.567 0.125 28.84 28.84 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z:ziFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 30. Bent21b/wT.B&V Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 14.25 ft 1 0.567 0.125 28.84 28.84 85.00 50.90 1.00 1.00 5.17 62.10 41.40 +0.60D+�W+H Dsgn.L= 14.25 ft 1 0.090 0.020 4.58 4.58 85.00 50.90 1.00 1.00 0.83 62.10 41.40 +0.60D+0.70E+H Dsgn.L= 1425 ft 1 0.090 0.020 4.58 4.58 85.00 50.90 1.00 1.00 0.83 62.10 41.40 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5179 7.196 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 6.429 6.429 D Only 1.391 1.391 L Only 5.038 5.038 D+L 6.429 6.429 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Printed:6 JAN 2014, 1 43PN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 31. 21 b/w U.8&W CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.253) L(1.1) + � � Span = 15.50 ft � W12x16 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.2530, L=1.10 k/ft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.820: 1 Maximum Shear Stress Ratio= 0.201 : 1 Section used for this span W12x16 Section used for this span W12x16 Ma:Applied 41.114 k-ft Va:Applied 10.610 k Mn/Omega:Allowable 50.150 k-ft Vn/Omega :Allowable 52.80 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 7.750ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.482 in Ratio= 385 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.600 in Ratio= 310 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 15.50 ft 1 0.161 0.039 8.08 8.08 83.75 50.15 1.00 1.00 2.09 79.20 52.80 +p+�+H Dsgn.L= 15.50 ft 1 0.820 0.201 41.11 41.11 83.75 50.15 1.00 1.00 10.61 79.20 52.80 +p+V-+H Dsgn.L= 15.50 ft 1 0.161 0.039 8.08 8.08 83.75 50.15 1.00 1.00 2.09 79.20 52.80 +D+S+H Dsgn.L= 15.50 ft 1 0.161 O.Q39 8.08 8.08 83.75 50.15 1.00 1.00 2.09 79.20 52.80 +D+0.750Lr+0.750L+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 7920 52.80 +D+0.750L+0.750S+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 79.20 52.80 +DtW+H Dsgn.L= 15.50 ft 1 0.161 O.Q39 8.08 8.08 83.75 50.15 1.00 1.00 2.09 79.20 52.80 +D+0.70E+H Dsgn.L= 15.50 ft 1 0.161 0.039 8.08 8.08 83.75 50.15 1.00 1.00 2.09 7920 52.80 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 79.20 52.80 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 79.20 52.80 +D+0.750L+0.7505+0.750W+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 79.20 52.80 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 15.50 ft 1 0.655 0.161 32.86 32.86 83.75 50.15 1.00 1.00 8.48 79.20 52.80 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 Printed:6 JAN 2014, 1 43PN Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 31. 21 b/w U.8&W Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 15.50 ft 1 0.097 0.024 4.85 4.85 83.75 50.15 1.00 1.00 1.25 7920 52.80 +0.60D+0.70E+H Dsgn.L= 15.50 ft 1 0.097 0.024 4.85 4.85 83.75 50.15 1.00 1.00 1.25 7920 52.80 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.6000 7.828 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MpJGrrum 10.610 10.610 D Only 2.085 2.085 L Only 8.525 8.525 D+L 10.610 10.610 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,s:�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 32. S b/w 18&18.6 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.6)L(2.4) D 0.046 L 0.2 � Span = 7.0 ft W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.0460, L=0.20 k/ft, Tributary VWdth=1.0 ft,(w) Poi r�t Load: D=0.60, L=2.40 k@ 1.50 ft,(P) DESI�I SUMVIARY � • • • Maximum Bending Stress Ratio = 0.106: 1 Maximum Shear Stress Ratio= 0.076 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 4.608 k-ft Va:Applied 3.268 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H Location of rr�d rrum on span 1.505ft Location of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.011 in Ratio= 7,401 Max Upward L+Lr+S Deflection 0.000 in Ratio= p � Max Downward Total Deflection 0.014 in Ratio= 5833 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 7.00 ft 1 0.022 0.016 0.96 0.96 72.50 43.41 1.00 1.00 0.68 71.40 42.75 +p+�+H Dsgn.L= 7.00 ft 1 0.106 0.076 4.61 4.61 72.50 43.41 1.00 1.00 3.27 71.40 42.75 +p+�-+H Dsgn.L= 7.00 ft 1 0.022 0.016 0.96 0.96 72.50 43.41 1.00 1.00 0.68 71.40 42.75 +p+g-rH Dsgn.L= 7.00 ft 1 0.022 0.016 0.96 0.96 72.50 43.41 1.00 1.00 0.68 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +p+W+H Dsgn.L= 7.00 ft 1 0.022 0.016 0.96 0.96 72.50 43.41 1.00 1.00 0.68 71.40 42.75 +D+0.70E+H Dsgn.L= 7.00 ft 1 0.022 0.016 0.96 0.96 72.50 43.41 1.00 1.00 0.68 71.40 42.75 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +D+0.750L+0.7505+0.750W+H Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,s:�wv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 32. S b/w 18&18.6 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 7.00 ft 1 0.085 0.061 3.70 3.70 72.50 43.41 1.00 1.00 2.62 71.40 42.75 +0.60D+�W+H Dsgn.L= 7.00 ft 1 0.013 0.010 0.57 0.57 72.50 43.41 1.00 1.00 0.41 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 7.00 ft 1 0.013 0.010 0.57 0.57 72.50 43.41 1.00 1.00 0.41 71.40 42.75 Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.0144 3255 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 3268 1.553 D Only 0.682 0.339 L Only 2.586 1.214 D+L 3.268 1.553 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:��,wvzo�a.��:o�nv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 36. 18 b/wV�w.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(1.4) .h 38 L 0.6 D 0.253 L 1.1 � ♦ ♦ ♦ � Span = 5.50 ft � W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.2530, L=1.10 k/ft,Extent=0.0-»3.750 ft, Tributary Width=1.0 ft,(wl) Unifam Load: D=0.1380, L=0.60 k/ft,Extent=3.750-»5.50 ft, Tributary 1Mdth=1.0 ft,(�n/L) Poir�t Laad: D=1.40, L=5.0 k@ 3.750 ft,(P) DESIGIV SUNIVI4RY � - � • Maximum Bending Stress Ratio = 0.264: 1 Maximum Shear Stress Ratio= 0.169 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 11.475 k-ft Va:Applied 7.218 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 3.740ft Location of rr�d mum on span 5.500 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio= 3,727 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.022 in Ratio= 2949 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega D Only Dsgn.L= 5.50 ft 1 0.056 0.036 2.43 2.43 72.50 43.41 1.00 1.00 1.52 71.40 42.75 +D+L+H Dsgn.L= 5.50 ft 1 0264 0.169 11.48 11.48 72.50 43.41 1.00 1.00 7.22 71.40 42.75 +D+Ir+H Dsgn.L= 5.50 ft 1 0.056 0.036 2.43 2.43 72.50 43.41 1.00 1.00 1.52 71.40 42.75 +D+S+H Dsgn.L= 5.50 ft 1 0.056 0.036 2.43 2.43 72.50 43.41 1.00 1.00 1.52 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 5.50 ft 1 0212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 5.50 ft 1 0212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +p+W+1-� Dsgn.L= 5.50 ft 1 0.056 0.036 2.43 2.43 72.50 43.41 1.00 1.00 1.52 71.40 42.75 +p+p.70E+H Dsgn.L= 5.50 ft 1 0.056 0.036 2.43 2.43 72.50 43.41 1.00 1.00 1.52 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 5.50 ft 1 0212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 5.50 ft 1 0212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +D+0.750L+0.750S+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:��,wvzo�a.��:o�nv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 36. 18 b/wV�w.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 5.50 ft 1 0.212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +D+0.750L+0.750S-F0.5250E+H Dsgn.L= 5.50 ft 1 0.212 0.136 9.21 9.21 72.50 43.41 1.00 1.00 5.79 71.40 42.75 +0.60D+W+H Dsgn.L= 5.50 ft 1 0.034 0.021 1.46 1.46 72.50 43.41 1.00 1.00 0.91 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 5.50 ft 1 0.034 0.021 1.46 1.46 72.50 43.41 1.00 1.00 0.91 71.40 42.75 Overall Maximum Deflectlons-UrrFacxored Loads Load Corr�bination Span N}ax.""Defl Location in Span Load Corri�ination Ma�c."+"Defl Location in Span D+L 1 0.0224 2.888 0.0000 0.000 V2PtICdI R2aCtl011S-UflFa(�aPed Support notation:Far left is#'1 Values in 14PS Load Cari�ination Support 1 Support 2 O�erall M4Xrrum 5.625 7.218 D Only 1.148 1.520 L Only 4.477 5.698 D+L 5.625 7.218 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,a:aaPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 38. 21.4 bJwT.8&U.8 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.046) L(0.2) Span = 14.0 ft � W10x12 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.0460, L=0.20 kfft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.203: 1 Maximum Shear Stress Ratio= 0.048 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 6.322 k-ft Va:Applied 1.806 k Mn/Omega:Allowable 31207 k-ft Vn/Omega :Allowable 37.506 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 7.00Oft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.112 in Ratio= 1,504 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.144 in Ratio= 1166 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 14.00 ft 1 0.046 0.011 1.42 1.42 52.12 3121 1.00 1.00 0.41 5626 37.51 +p+�+H Dsgn.L= 14.00 ft 1 0203 0.0�8 6.32 6.32 52.12 3121 1.00 1.00 1.81 56.26 37.51 +p+V-+H Dsgn.L= 14.00 ft 1 0.046 0.011 1.42 1.42 52.12 31.21 1.00 1.00 0.41 56.26 37.51 +D+S+H Dsgn.L= 14.00 ft 1 0.0�6 0.011 1.42 1.42 52.12 31.21 1.00 1.00 0.41 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn.L= 14.00 ft 1 0.163 O.Q39 5.10 5.10 52.12 3121 1.00 1.00 1.46 5626 37.51 +D+0.750L+0.750S+H Dsgn.L= 14.00 ft 1 0.163 0.039 5.10 5.10 52.12 31.21 1.00 1.00 1.46 56.26 37.51 +DtW+H Dsgn.L= 14.00 ft 1 0.0�6 0.011 1.42 1.42 52.12 3121 1.00 1.00 0.41 56.26 37.51 +D+0.70E+H Dsgn.L= 14.00 ft 1 0.046 0.011 1.42 1.42 52.12 31.21 1.00 1.00 0.41 5626 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 14.00 ft 1 0.163 0.039 5.10 5.10 52.12 3121 1.00 1.00 1.46 56.26 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 14.00 ft 1 0.163 0.039 5.10 5.10 52.12 3121 1.00 1.00 1.46 56.26 37.51 +D+0.750L+0.7505+0.750W+H Dsgn.L= 14.00 ft 1 0.163 0.039 5.10 5.10 52.12 31.21 1.00 1.00 1.46 56.26 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 14.00 ft 1 0.163 O.Q39 5.10 5.10 52.12 31.21 1.00 1.00 1.46 56.26 37.51 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:��wv zo�a,a:aaPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 38. 21.4 bJwT.8&U.8 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 14.00 ft 1 0.027 0.007 0.85 0.85 52.12 3121 1.00 1.00 0.24 5626 37.51 +0.60D+0.70E+H Dsgn.L= 14.00 ft 1 0.027 0.007 0.85 0.85 52.12 3121 1.00 1.00 0.24 56.26 37.51 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.1441 7.070 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MpJGrrum 1.806 1.806 D Only 0.406 0.406 L Only 1.400 1.400 D+L 1.806 1.806 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,z:aoPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 39. 21.2 bJwT.2&U.2 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.069)L(0.3) D(0.138) L(0.6) + + + D(0.069)L(0.3) � Span = 13.50 fit ; W10x12 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.0690, L=0.30 k/ft,Extent=0.0-»3.0 ft, Tributary 1Mdth=1.0 ft,(uvl) Unifam Load: D=0.1380, L=0.60 k/ft,Extent=3.0-»10.50 ft, Tributary VUdth=1.0 ft,(v�2) Unifam Load: D=0.0690, L=0.30 Wft,Exter�=10.50-»13.50 ft, Tributary�Mdth=1.0 ft,(wl) DESI�I SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.494: 1 Maximum Shear Stress Ratio= 0.105 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 15.427 k-ft Va:Applied 3.956 k Mn/Omega:Allowable 31.207 k-ft Vn/Omega:Allowable 37.506 k Load Carbination +D+L+H Load Coni�ination +D+L+1- Laation of rr�xi rrum on span 6.750ft Location of rr�d mum on span 0.000 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.256 in Ratio= 631 Max Upward L+Lr+S Deflection 0.000 in Ratio= p QgQ Max Downward Total Deflection 0.321 in Ratio= 504 Max Upward Total Deflection 0.000 in Ratio= 0 440 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nlrnx+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega D Only Dsgn.L= 13.50 ft 1 0.100 0.021 3.11 3.11 52.12 3121 1.00 1.00 0.81 5626 37.51 +D+L+H Dsgn.L= 13.50 ft 1 0.494 0.105 15.43 15.43 52.12 3121 1.00 1.00 3.96 5626 37.51 +D+Lr+H Dsgn.L= 13.50 ft 1 0.100 0.021 3.11 3.11 52.12 31.21 1.00 1.00 0.81 5626 37.51 +D+S+H Dsgn.L= 13.50 ft 1 0.100 0.021 3.11 3.11 52.12 3121 1.00 1.00 0.81 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn.L= 13.50 ft 1 0.396 0.084 12.35 12.35 52.12 3121 1.00 1.00 3.17 56.26 37.51 +D+0.750L+0.750S+H Dsgn.L= 13.50 ft 1 0.396 O.Q84 12.35 12.35 52.12 3121 1.00 1.00 3.17 5626 37.51 +p+W+1-� Dsgn.L= 13.50 ft 1 0.100 0.021 3.11 3.11 52.12 3121 1.00 1.00 0.81 5626 37.51 +p+p.70E+H Dsgn.L= 13.50 ft 1 0.100 0.021 3.11 3.11 52.12 3121 1.00 1.00 0.81 5626 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 13.50 ft 1 0.396 0.084 12.35 12.35 52.12 3121 1.00 1.00 3.17 5626 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 13.50 ft 1 0.396 0.084 12.35 12.35 52.12 3121 1.00 1.00 3.17 56.26 37.51 +D+0.750L+0.750S+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,z:aoPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 39. 21.2 bJwT.2&U.2 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 13.50 ft 1 0.396 0.084 12.35 12.35 52.12 3121 1.00 1.00 3.17 56.26 37.51 +D+0.750L+0.750S-F0.5250E+H Dsgn.L= 13.50 ft 1 0.396 0.084 12.35 12.35 52.12 31.21 1.00 1.00 3.17 56.26 37.51 +0.60D+W+H Dsgn.L= 13.50 ft 1 0.060 0.013 1.86 1.86 52.12 3121 1.00 1.00 0.48 56.26 37.51 +0.60D+0.70E+H Dsgn.L= 13.50 ft 1 0.060 0.013 1.86 1.86 52.12 31.21 1.00 1.00 0.48 56.26 37.51 Overall Maximum Deflectlons-UrrFacxored Loads Load Corr�bination Span N}ax.""Defl Location in Span Load Corri�ination Ma�c."+"Defl Location in Span D+L 1 0.3213 6.818 0.0000 0.000 V2PtICdI R2aCtl011S-UflFa(�aPed Support notation:Far left is#'1 Values in 14PS Load Cari�ination Support 1 Support 2 _ _ __ _.. O�erall M4Xrrum 3.956 3.956 D Only 0.806 0.806 L Only 3.150 3.150 D+L 3.956 3.956 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,z:azPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 40. 21.2 b/wS&T.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.069) L(0.3) � Span = 16.50 ft � W10x12 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.0690, L=0.30 kfft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.416: 1 Maximum Shear Stress Ratio= 0.084 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 12.968 k-ft Va:Applied 3.144 k Mn/Omega:Allowable 31207 k-ft Vn/Omega :Allowable 37.506 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 8.250ft Location of ma�d rrum on span 16.500 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.323 in Ratio= 612 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 G360 Max Downward Total Deflection 0.411 in Ratio= 482 Max Upward Total Deflection 0.000 in Ratio= p Q4p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 16.50 ft 1 0.088 0.018 2.76 2.76 52.12 3121 1.00 1.00 0.67 5626 37.51 +p+�+H Dsgn.L= 16.50 ft 1 0.416 0.084 12.97 12.97 52.12 3121 1.00 1.00 3.14 56.26 37.51 +p+V-+H Dsgn.L= 16.50 ft 1 0.088 0.018 2.76 2.76 52.12 31.21 1.00 1.00 0.67 56.26 37.51 +D+S+H Dsgn.L= 16.50 ft 1 0.088 0.018 2.76 2.76 52.12 31.21 1.00 1.00 0.67 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 3121 1.00 1.00 2.52 5626 37.51 +D+0.750L+0.750S+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 31.21 1.00 1.00 2.52 56.26 37.51 +DtW+H Dsgn.L= 16.50 ft 1 0.088 0.018 2.76 2.76 52.12 3121 1.00 1.00 0.67 56.26 37.51 +D+0.70E+H Dsgn.L= 16.50 ft 1 0.088 0.018 2.76 2.76 52.12 31.21 1.00 1.00 0.67 5626 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 3121 1.00 1.00 2.52 56.26 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 3121 1.00 1.00 2.52 56.26 37.51 +D+0.750L+0.7505+0.750W+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 31.21 1.00 1.00 2.52 56.26 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.50 ft 1 0.334 0.067 10.42 10.42 52.12 31.21 1.00 1.00 2.52 56.26 37.51 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:s�wvzo�a,z:azPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 40. 21.2 b/wS&T.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 16.50 ft 1 0.053 0.011 1.65 1.65 52.12 3121 1.00 1.00 0.40 5626 37.51 +0.60D+0.70E+H Dsgn.L= 16.50 ft 1 0.053 0.011 1.65 1.65 52.12 3121 1.00 1.00 0.40 56.26 37.51 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.4106 8.333 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 3.144 3.144 D Only 0.669 0.669 L Only 2.475 2.475 D+L 3.144 3.144 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,zzaPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 41. Diagonal jast near S,21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 I L002 . 5 L00.3 � ♦ � ♦ � Span = 3.50 ft � Span = 7.50 ft � W 10x12 W 10x12 �j�� Service loads entered. Load Factors will be appiied for calculations. Load for Span f�k.irrber 1 Varying Unifa-m Load: D(S,E)=0.0->0.70, L(S,E)=O.Q>0.20 k/ft,Exter�=0.0-»3.50 ft, Trib Vbfdth=1.0 ft Load for Span Nurrber 2 Varying Unifam Load: D(S,E)=0.0->0.1050, L(S,�=0.0->0.30 Wft,Exterit=0.0-»7.50 ft, Trib Vbidth=1.0 ft DESI�I SUNM4RY � - • • Maximum Bending Stress Ratio = 0.059: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 1.838 k-ft Va:Applied 1.575 k Mn/Omega:Allowable 31.207 k-ft Vn/Omega :Allowable 37.506 k Load C',oirbination +D+L+H Load C.oirbination +D+L+F- La�tion of rr�d rrum on span 3.500ft La;ation of rr�d rrum on span 3.500 ft Span#v�-e ma�dmum oocurs Span#1 Span#v�-e ma�dmam ooa irs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.005 in Ratio= 16,818 Max Upward L+Lr+S Deflection -0.004 in Ratio= 18,795 Max Downward Total Deflection 0.014 in Ratio= 5830 Max Upward Total Deflection -0.004 in Ratio= 25161 Ma�dmum Forces&Stresses for Laad Comt�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbirent Values Surrrrory of Shear Values segm�,t�e�, span# M v nm,�+ n�r,�_ n�_n� nmx nm�o�„�a cb wr va n� v� vn�orr,�a D Only Dsgn.L= 3.50ft 1 0.0�6 0.033 -1.43 1.43 52.12 31.21 1.00 1.00 123 56.26 37.51 Dsgn.L= 7.50 ft 2 0.046 0.009 0.03 -1.43 1.43 52.12 3121 1.00 1.00 0.32 56.26 37.51 +D+L+H Dsgn.L= 3.50ft 1 0.059 0.042 -1.84 1.84 52.12 31.21 1.00 1.00 1.58 56.26 37.51 Dsgn.L= 7.50 ft 2 0.059 0.020 0.80 -1.84 1.84 52.12 31.21 1.00 1.00 0.77 56.26 37.51 +DFLr+H Dsgn.L= 3.50 ft 1 0.0�6 0.033 -1.43 1.43 52.12 31.21 1.00 1.00 1.23 56.26 37.51 Dsgn.L= 7.50ft 2 0.046 0.009 0.03 -1.43 1.43 52.12 31.21 1.00 1.00 0.32 56.26 37.51 +D+S+H Dsgn.L= 3.50 ft 1 0.046 0.033 -1.43 1.43 52.12 3121 1.00 1.00 1.23 5626 37.51 Dsgn.L= 7.50 ft 2 0.046 0.009 0.03 -1.43 1.43 52.12 31.21 1.00 1.00 0.32 56.26 37.51 +D+0.750Lr+0.750L+H Dsgn.L= 3.50ft 1 0.056 0.0�0 -1.74 1.74 52.12 3121 1.00 1.00 1.49 5626 37.51 Dsgn.L= 7.50 ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 3121 1.00 1.00 0.64 56.26 37.51 +p+p.750L+0.750S+H Dsgn.L= 3.50ft 1 0.056 0.040 -1.74 1.74 52.12 31.21 1.00 1.00 1.49 56.26 37.51 Dsgn.L= 7.50ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 31.21 1.00 1.00 0.64 56.26 37.51 +p+W+� Dsgn.L= 3.50 ft 1 0.0�6 0.033 -1.43 1.43 52.12 31.21 1.00 1.00 123 56.26 37.51 Dsgn.L= 7.50ft 2 0.046 0.009 0.03 -1.43 1.43 52.12 31.21 1.00 1.00 0.32 56.26 37.51 +D+0.70E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,zzaPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 41. Diagonal jast near S,21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 3.50ft 1 0.0�6 0.033 -1.43 1.43 52.12 3121 1.00 1.00 1.23 56.26 37.51 Dsgn.L= 7.50 ft 2 0.046 0.009 0.03 -1.43 1.43 52.12 3121 1.00 1.00 0.32 5626 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 3.50ft 1 0.056 0.040 -1.74 1.74 52.12 3121 1.00 1.00 1.49 56.26 37.51 Dsgn.L= 7.50ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 3121 1.00 1.00 0.64 56.26 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 3.50ft 1 0.056 0.0�0 -1.74 1.74 52.12 31.21 1.00 1.00 1.49 56.26 37.51 Dsgn.L= 7.50ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 3121 1.00 1.00 0.64 5626 37.51 +D+0.750L+0.7505+0.750W+H Dsgn.L= 3.50 ft 1 0.056 0.040 -1.74 1.74 52.12 3121 1.00 1.00 1.49 5626 37.51 Dsgn.L= 7.50 ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 3121 1.00 1.00 0.64 56.26 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 3.50 ft 1 0.056 0.0�0 -1.74 1.74 52.12 31.21 1.00 1.00 1.49 56.26 37.51 Dsgn.L= 7.50ft 2 0.056 0.017 0.59 -1.74 1.74 52.12 3121 1.00 1.00 0.64 56.26 37.51 +0.60D+W+H Dsgn.L= 3.50 ft 1 0.027 0.020 -0.86 0.86 52.12 31.21 1.00 1.00 0.74 5626 37.51 Dsgn.L= 7.50 ft 2 0.027 0.005 0.02 -0.86 0.86 52.12 3121 1.00 1.00 0.19 56.26 37.51 +0.60D+0.70E+H Dsgn.L= 3.50 ft 1 0.027 0.020 -0.86 0.86 52.12 31.21 1.00 1.00 0.74 56.26 37.51 Dsgn.L= 7.50 ft 2 0.027 0.005 0.02 -0.86 0.86 52.12 3121 1.00 1.00 0.19 56.26 37.51 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Combination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span D Only 1 0.0144 0.000 0.0000 0.000 L Only 2 0.0054 4.096 D Only -0.0033 1.904 VP.PtICdI REaCfl01'1S-UC1f�OP2Cl Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall M4Xmam 2.326 0.768 D Only 1.547 0.072 L Only 0.779 0.696 D+L 2.326 0.768 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,zz9Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 42.S b.w21.2&20.5 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(2.1)L(1.6) D(0.6)L(2.4) 1 70 L 0.30 0.550 i � 0.046 L 0.2 ♦ • Span =2.Oft � Span=7.Oft W 12x14 W 12x14 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Loads ai all spans... Varying Unifam Load: D(S,E)=0.069Q>0.1270, L(S,E)=0.3a>0.550 Wft,Extent=0.0-»7.50 ft Load(s)for Span Numbei-1 Poi r�t Load: D=2.10, L=1.60 k@ 0.0 ft,(P1) Load(s)fa-Span Nurrber 2 Poi r�t Load: D=0.60, L=2.40 k@ 5.50 ft,(P2) Unifam Load: D=0.0460, L=0.20 Wft,Exter�=5.50-»7.0 ft, Tributary 1Mdth=1.0 ft,(N!L) DESIGI�I SUNMARY �- � • Maximum Bending Stress Ratio = 0.189: 1 Maximum Shear Stress Ratio= 0.106 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 8.221 k-ft Va:Applied 4.548 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Corri�ination +D+L+H Load Corri�ination +D+L+H La�tion of rrt�d rrum on span 2.00Oft Location of rrt�d rrxam on span 2.000 ft Span#v�xe ma�dm.am occurs Span#1 Span#v�xe mwdrrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.009 in Ratio= 9,479 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 Q60 Max Downward Total Deflection 0.016 in Ratio= 3088 Max Upward Total Deflection -0.006 in Ratio= 15186 Ma�dmum Forces 8�Stresse.s for Load Cari�inations Load Corri�ination N�c Stress Ratios Surrrr►�ry of Nbirent Values Surrrr►�ry of Shear Values segme�,t Lengtl, span# M v nhrtvc+ nAre�c_ n�a_nh� nn,x n�Y,x�on,ega cb Wr va n� vrix vnx�orr�ega D Only Dsgn.L= 2.00 ft 1 0.101 0.053 �.38 4.38 72.50 43.41 1.00 1.00 2.28 71.40 42.75 Dsgn.L= 7.00 ft 2 0.101 0.027 0.23 �.38 4.38 72.50 43.41 1.00 1.00 1.15 71.40 42.75 +p+�+H Dsgn.L= 2.00 ft 1 0.189 0.106 -8.22 8.22 72.50 43.41 1.00 1.00 4.55 71.40 42.75 Dsgn.L= 7.00 ft 2 0.189 0.087 4.00 -8.22 8.22 72.50 43.41 1.00 1.00 3.71 71.40 42.75 +p+�+H Dsgn.L= 2.00 ft 1 0.101 0.053 �.38 4.38 72.50 43.41 1.00 1.00 2.28 71.40 42.75 Dsgn.L= 7.00 ft 2 0.101 0.027 0.23 �.38 4.38 72.50 43.41 1.00 1.00 1.15 71.40 42.75 +p+$-rH Dsgn.L= 2.00 ft 1 0.101 0.053 �.38 4.38 72.50 43.41 1.00 1.00 2.28 71.40 42.75 Dsgn.L= 7.00 ft 2 0.101 0.027 0.23 �.38 4.38 72.50 43.41 1.00 1.00 1.15 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 2.00 ft 1 0.167 0.093 -7.26 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -726 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 2.00 ft 1 0.167 0.093 -726 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -7.26 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:s�wvzo�a,zz9Prv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 42.S b.w21.2&20.5 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+W+H Dsgn.L= 2.00 ft 1 0.101 0.053 �.38 4.38 72.50 43.41 1.00 1.00 2.28 71.40 42.75 Dsgn.L= 7.00 ft 2 0.101 0.027 0.23 �.38 4.38 72.50 43.41 1.00 1.00 1.15 71.40 42.75 +D+0.70E+H Dsgn.L= 2.00 ft 1 0.101 0.053 �.38 4.38 72.50 43.41 1.00 1.00 2.28 71.40 42.75 Dsgn.L= 7.00 ft 2 0.101 0.027 0.23 �.38 4.38 72.50 43.41 1.00 1.00 1.15 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 2.00 ft 1 0.167 0.093 -726 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -7.26 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 2.00 ft 1 0.167 0.093 -726 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -726 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn.L= 2.00 ft 1 0.167 0.093 -726 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -7.26 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 2.00 ft 1 0.167 0.093 -7.26 7.26 72.50 43.41 1.00 1.00 3.98 71.40 42.75 Dsgn.L= 7.00 ft 2 0.167 0.072 3.05 -726 7.26 72.50 43.41 1.00 1.00 3.07 71.40 42.75 +0.60D�W+H Dsgn.L= 2.00 ft 1 0.060 0.032 -2.63 2.63 72.50 43.41 1.00 1.00 1.37 71.40 42.75 Dsgn.L= 7.00 ft 2 0.060 0.016 0.14 -2.63 2.63 72.50 43.41 1.00 1.00 0.69 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 2.00 ft 1 0.060 0.032 -2.63 2.63 72.50 43.41 1.00 1.00 1.37 71.40 42.75 Dsgn.L= 7.00 ft 2 0.060 0.016 0.14 -2.63 2.63 72.50 43.41 1.00 1.00 0.69 71.40 42.75 Overall Ma�dm�mi Deflectiais-UrrFactored Loads Load Corri�ination Span N}a�c."„Defl Location in Span Load C'lorr�bination fV}ax.„+"Defl Location in Span D+L 1 0.0155 0.000 0.0000 0.000 L Only 2 0.0089 4.200 D Only -0.0055 2208 V2PtICdI RP.�CtIOf1S-Ullf�al'92d Support notation:Far left is#1 Values in 14PS Load Cari�ination Support 1 Support 2 Support 3 O�erall MAXmam 8.257 2.862 D Only 3.430 0.201 L Only 4.827 2.661 D+L 8.257 2.862 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.z:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.0 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 14.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=13.5 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=13.5 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:249.363 Ibs'`D�d Load Factor AXIAL LOiADS... 20.U:A>dal Load at 14.50 ft,D=11.20,S=32.0 k BENDING LQ4DS... w>c Lat.Pant Load at 14.50 ft creating Nbc x,W=2.80 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.7470 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 43.449 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 58.166 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.0 :1 Load Corr�bination Location of rr�c.above base 0.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.0 k Vn/Q�:Allowable 0.0 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.747 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.609 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.70E+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.197 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.750L+0.750S+0.450W+H 0.609 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.5250E+H 0.609 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.118 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.118 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.z:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.0 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 11.449 k S Only k k 32.000 k W Only k k k D+S k k 43.44�k D+W k k 11.449 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in M-0a�oads 2 BOk � Load 1 X � o ° o � v u � � x 4.00In Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c���nn�zzo�a.z:zo�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.0 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 16.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=15 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=15 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:275.159 Ibs'`D�d Load Factor AXIAL LOiADS... 19.U:A>dal Load at 16.0 ft,D=8.60,S=29.10 k BENDING LQ4DS... wx:Lat.Poir�Load at 16.0 ft creating Nbc x,W=2.80 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.7925 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 37.975 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 47.918 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.0 :1 Load Corr�bination Location of rr�c.above base 0.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.0 k Vn/Q�:Allowable 0.0 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.793 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.641 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.70E+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.185 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.750L+0.750S+0.450W+H 0.641 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.5250E+H 0.641 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.111 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.111 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c���nn�zzo�a.z:zo�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.0 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 8.875 k S Only k k 29.100 k W Only k k k D+S k k 37.975 k D+W k k 8.875 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Max�Lroads z eok o Load 1 X o o � v u s' rn � S 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19&20.W Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=12 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�ight induded:?23.567 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.0 ft,D=7.40,S=24.90 k BENDING LQ4DS... Lat.Poi r�Load at 13.0 ft creati ng Nbc-x,W=1.80 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.4711 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 1.80 k Pa:A�dal 32.524 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 69.045 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.03170 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 13.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 1.080 k Vn/Oi�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.110 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.110 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.110 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.471 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.110 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.381 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.110 PASS 0.00 ft 0.032 PASS 13.00 ft +p+p.70E+H 0.110 PASS 0.00 ft 0.000 PASS 13.00 ft +D+0.750Lr+0.750L+0.450W+H 0.110 PASS 0.00 ft 0.024 PASS 13.00 ft +p+fl.750L+0.750S+0.450W+H 0.381 PASS 0.00 ft 0.024 PASS 13.00 ft +p+p.750L+0.750S+0.5250E+H 0.381 PASS 0.00 ft 0.000 PASS 13.00 ft +0.60D+0.60W+0.60H 0.066 PASS 0.00 ft 0.032 PASS 13.00 ft +0.60D+0.70E+0.60H 0.066 PASS 0.00 ft 0.000 PASS 13.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19&20.W NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 7.624 k S Only k k 24.900 k W Only k 1.800 k k D+S k k 32.524 k D+W k 1.800 k 7.624 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Max3�pads o Load 1 X o o �.; v � u � a� � 2 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19&20.X Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=12 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�ight induded:?23.567 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.0 ft,Yeoc= 4.000 in,D=4.80,S=17.60 k BENDING LQ4DS... Lat.Poi r�Load at 13.0 ft creati ng Nbc-x,W=0.90 k Lat.Poi r�t Load at 13.0 ft creati J�/fY-Y�W=1.60 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.7771 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 1.60 k Location of rrtvc.above base 12.913 ft B�tom alaig X X 0.0 k At rrtvdmum la�tiai values are... Top along Y-Y 1.023 k Pa:A�dal 22.624 k Bottom along Y-Y 0.5744 k Pn/Orr�ga:Alia�vable 69.045 k N�x:Ap�ied -7.417 k-ft �O�mSE7zVICELoadDeflections... Mi-x/Orrega:Allowable 14.668 k ft a�9 Y-Y -0.4724 in at 7.591 ft above base fa-load corrt�ination:D+S N�ry:Applied 0.0 k ft Nh-y/Orr�ga:Al lowable 14.668 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�drrrum Shear Stress Ratio= 0.02818 :1 Load Corri�ination +D+0.60W+H Location of ma�c.above base 13.0 ft At rrtvamum locatia�values are... Va:Applied 0.960 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.145 PASS 12.91 ft 0.004 PASS 0.00 ft +D+L+H 0.145 PASS 12.91 ft 0.004 PASS 0.00 ft +p+�-+H 0.145 PASS 12.91 ft 0.004 PASS 0.00 ft +D+S+H 0.777 PASS 12.91 ft 0.017 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.145 PASS 12.91 ft 0.004 PASS 0.00 ft +p+p,7�+p.7�+H 0.625 PASS 12.91 ft 0.014 PASS 0.00 ft +p+p.6pW+H 0.145 PASS 12.91 ft 0.028 PASS 13.00 ft +D+0.70E+H 0.145 PASS 12.91 ft 0.004 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.145 PASS 12.91 ft 0.021 PASS 13.00 ft +p+p.750L+0.750S+0.450W+H 0.625 PASS 12.91 ft 0.025 PASS 13.00 ft +p+p.750L+0.7505+0.5250E+H 0.625 PASS 12.91 ft 0.014 PASS 0.00 ft +0.60D+0.60W+0.60H 0.087 PASS 12.91 ft 0.028 PASS 13.00 ft +0.60D+0.70E+0.60H 0.087 PASS 12.91 ft 0.002 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19&20.X NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.123 0.123 k 5.024 k S Only k 0.451 0.451 k 17.600 k W Only 1.600 k 0.900 k k D+S k 0.574 0.574 k 22.624 k D+W 1.600 k 0.123 1.023 k 5.024 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.101 in 7.591 ft SOnly 0.0000 in 0.000 ft -0.371 in 7.591 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft -0.472 in 7.591 ft D+W 0.0000 in 0.000 ft -0.101 in 7.591 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in �Load 1 M-�€�LmadsM-y Loads 1 60k� 0.90k i O, M I I C O v L O /� � � _ Y 4.00in I Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:zo�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.V Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=12 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�ight induded:?23.567 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.0 ft,D=9.0,S=34.10 k BENDING LQ4DS... Lat.Poi r�Load at 13.0 ft creati ng Nbc-x,W=2.40 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.6275 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 2.40 k Pa:A�dal 43.324 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 69.045 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.04227 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 13.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 1.440 k Vn/Oi�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.134 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.134 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.134 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.627 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.134 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.504 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.134 PASS 0.00 ft 0.042 PASS 13.00 ft +p+p.70E+H 0.134 PASS 0.00 ft 0.000 PASS 13.00 ft +D+0.750Lr+0.750L+0.450W+H 0.134 PASS 0.00 ft 0.032 PASS 13.00 ft +p+fl.750L+0.750S+0.450W+H 0.504 PASS 0.00 ft 0.032 PASS 13.00 ft +p+p.750L+0.750S+0.5250E+H 0.504 PASS 0.00 ft 0.000 PASS 13.00 ft +0.60D+0.60W+0.60H 0.080 PASS 0.00 ft 0.042 PASS 13.00 ft +0.60D+0.70E+0.60H 0.080 PASS 0.00 ft 0.000 PASS 13.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:zo�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.V NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 9224 k S Only k k 34.100 k W Only k 2.400 k k D+S k k 43.324 k D+W k 2.400 k 9.224 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Mo-x��oads z a�k o Load 1 X o o �.; v � u � a� � 2 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:s��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.V Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=12 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�ight induded:?23.567 Ibs'`D�d Load Factor AXIAL LOiADS... 4:A�dal Load at 13.0 ft,Xeoc= 4.000 in,D=1.80,S=7.50 k 28:A�dal Load at 13.0 ft,D=4.50,S=18.50 k BENDING LCIADS... Lat.Poi r�t Load at 13.0 ft creati ng Nbc-x,W=2.40 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.6577 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 0.2385 k Location of rrtivc.above base 12.913 ft B�tom alaig X X 0.2385 k At rrtvdmum la�tiai values are... Top along Y-Y 2.40 k Pa:A�dal 32.524 k Bottom along Y-Y 0.0 k Pn/Orr�ga:Alia�vable 69.045 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -3.079 k ft Nh-y/Orr�ga:Allowable 14.668 k-ft a�g X X -0.1961 in at 7.591 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.04227 :1 Load Corri�ination +D+0.60W+H Location of ma�c.above base 13.0 ft At rrtvamum locatia�values are... Va:Applied 1.440 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.094 PASS 0.00 ft 0.001 PASS 0.00 ft +D+L+H 0.094 PASS 0.00 ft 0.001 PASS 0.00 ft +p+�-+H 0.094 PASS 0.00 ft 0.001 PASS 0.00 ft +D+S+H 0.658 PASS 12.91 ft 0.007 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.094 PASS 0.00 ft 0.001 PASS 0.00 ft +p+p,7�+p.7�+H 0.526 PASS 12.91 ft 0.006 PASS 0.00 ft +p+p.6pW+H 0.094 PASS 0.00 ft 0.042 PASS 13.00 ft +D+0.70E+H 0.094 PASS 0.00 ft 0.001 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.094 PASS 0.00 ft 0.032 PASS 13.00 ft +p+p.750L+0.750S+0.450W+H 0.526 PASS 12.91 ft 0.032 PASS 13.00 ft +p+p.750L+0.7505+0.5250E+H 0.526 PASS 12.91 ft 0.006 PASS 0.00 ft +0.60D+0.60W+0.60H 0.057 PASS 0.00 ft 0.042 PASS 13.00 ft +0.60D+0.70E+0.60H 0.057 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:s��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.V NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.046 0.046 k k 6.524 k S Only 0.192 0.192 k k 26.000 k W Only k 2.400 k k D+S 0.238 0.238 k k 32.524 k D+W 0.046 0.046 k 2.400 k 6.524 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only -0.0380 in 7.591 ft 0.000 in 0.000 ft SOnly -0.1582 in 7.591 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1961 in 7.591 ft 0.000 in 0.000 ft D+W -0.0380 in 7.591 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in M ea+Moad s z a�k o Load 2 X Load 1 0 o M v � u � a� � 2 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.U,T.4 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 10.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.5 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=6 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:180.573 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.50 ft,D=10.40,S=28.20 k 30:A�dal Load at 10.50 ft,Xeoc= 5.000 in,D=1.60,S=5.80 k BENDING LQADS... wx:Lat.Par�t Load at 10.50 ft creating Nbc x,W=1.50 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.7605 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 0.2937 k Location of rrtivc.above base 10.430 ft B�tom alaig X X 0.2937 k At rrtvdmum la�tiai values are... Top along Y-Y 0.0 k Pa:A�dal 46.181 k Bottom alorig Y-Y 0.0 k Pn/Orr�ga:Alia�vable 80.322 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -3.063 k ft Nh-y/Orr�ga:Allowable 14.668 k-ft a�g X X -0.1273 in at 6.131 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.008620 :1 Load Corri�ination +p+g+H Location of ma�c.above base 0.0 ft At rrtvamum locatia�values are... Va:Applied 0.2937 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +D+L+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +p+�-+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +D+S+H 0.761 PASS 10.43 ft 0.009 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p,7�+p.7�+H 0.618 PASS 10.43 ft 0.007 PASS 0.00 ft +p+p.6pW+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.70E+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.152 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.750L+0.750S+0.450W+H 0.618 PASS 10.43 ft 0.007 PASS 0.00 ft +p+p.750L+0.7505+0.5250E+H 0.618 PASS 10.43 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.091 PASS 0.00 ft 0.001 PASS 0.00 ft +0.60D+0.70E+0.60H 0.091 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.U,T.4 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.063 0.063 k k 12.181 k S Only 0.230 0.230 k k 34.000 k W Only k k k D+S 0.294 0.294 k k 46.181 k D+W 0.063 0.063 k k 12.181 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0275 in 6.131 ft 0.000 in 0.000 ft SOnly -0.0997 in 6.131 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1273 in 6.131 ft 0.000 in 0.000 ft D+W -0.0275 in 6.131 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Nt�oaas 1'i0k C \ / 0o Load 1 X /�Load 2 �r°, v 0 I I L � _ Y � 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.S.5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 10.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=6 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.5 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:180.573 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.50 ft,D=7.60,S=22.70 k 30:A�dal Load at 10.50 ft,Xeoc= 5.000 in,D=1.60,S=5.80 k BENDING LQADS... wx:Lat.Par�t Load at 10.50 ft creating Nbc x,W=1.30 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.6572 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 0.2937 k Location of rrtivc.above base 10.430 ft B�tom alaig X X 0.2937 k At rrtvdmum la�tiai values are... Top along Y-Y 0.0 k Pa:A�dal 37.881 k Bottom along Y-Y 0.0 k Pn/Orr�ga:Alia�vable 80.322 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -3.063 k ft Nh-y/Orr�ga:Allowable 14.668 k-ft a�g X X -0.1273 in at 6.131 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.008620 :1 Load Corri�ination +p+g+H Location of ma�c.above base 0.0 ft At rrtvamum locatia�values are... Va:Applied 0.2937 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +D+L+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +p+�-+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +D+S+H 0.657 PASS 10.43 ft 0.009 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p,7�+p.7�+H 0.532 PASS 10.43 ft 0.007 PASS 0.00 ft +p+p.6pW+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.70E+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.117 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.750L+0.750S+0.450W+H 0.532 PASS 10.43 ft 0.007 PASS 0.00 ft +p+p.750L+0.7505+0.5250E+H 0.532 PASS 10.43 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.070 PASS 0.00 ft 0.001 PASS 0.00 ft +0.60D+0.70E+0.60H 0.070 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.S.5 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.063 0.063 k k 9.381 k S Only 0.230 0.230 k k 28.500 k W Only k k k D+S 0.294 0.294 k k 37.881 k D+W 0.063 0.063 k k 9.381 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0275 in 6.131 ft 0.000 in 0.000 ft SOnly -0.0997 in 6.131 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1273 in 6.131 ft 0.000 in 0.000 ft D+W -0.0275 in 6.131 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Nt�oaas 1 30k C \ / 0o Load 1 X /�Load 2 �r°, v 0 I I L � _ Y � 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.20 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=1320 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=1320 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:?27.006 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.20 ft,D=10.70,S=36.40 k BENDING LQ4DS... w>c Lat.Pant Load at 13.20 ft creating Nbc x,W=3.40 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.7850 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 3.40 k Pa:A�dal 47.327 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 60 292 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.05989 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 13.20 ft At rrtvdrrum la�tia�values are... Ua:Applied 2.040 k Vn/Oi�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.181 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.181 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.181 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.785 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.181 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.634 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.181 PASS 0.00 ft 0.060 PASS 13.20 ft +p+p.70E+H 0.181 PASS 0.00 ft 0.000 PASS 13.20 ft +D+0.750Lr+0.750L+0.450W+H 0.181 PASS 0.00 ft 0.045 PASS 13.20 ft +p+fl.750L+0.750S+0.450W+H 0.634 PASS 0.00 ft 0.045 PASS 13.20 ft +p+p.750L+0.750S+0.5250E+H 0.634 PASS 0.00 ft 0.000 PASS 13.20 ft +0.60D+0.60W+0.60H 0.109 PASS 0.00 ft 0.060 PASS 13.20 ft +0.60D+0.70E+0.60H 0.109 PASS 0.00 ft 0.000 PASS 13.20 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 10.927 k S Only k k 36.400 k W Only k 3.400 k k D+S k k 47.327 k D+W k 3.400 k 10.927 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in M>x��oads 3 GOk � Load 1 X N 0 ri a ii L m � _ 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.R5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:171.975 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,Xecc= 4.000 in,D=5.40,S=19.80 k BENDING LQ4DS... wx:Lat.Poir�Loed at 10.0 ft creating Nbc x,W=1.50 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.8073 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.840 k Location of ma�c.above base 9.933 ft Bottom alorig X X 0.840 k At ma�arrum location values are... Top ala�g Y-Y 1.50 k Pa:A�dal 25.372 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 84.099 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied -8.344 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X -0.3144 in at 5.839 ft above base for load oorr�bination:D+S PASS N�udmum Shear Stress Ratio= 0.02642 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.90 k Vn/Oi�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+L+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+�-+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+g+H 0.807 PASS 9.93 ft 0.025 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+p.7�-b.7�+H 0.649 PASS 9.93 ft 0.020 PASS 0.00 ft +D+0.60W+H 0.155 PASS 9.93 ft 0.026 PASS 10.00 ft +p+p.70E+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.155 PASS 9.93 ft 0.020 PASS 10.00 ft +p+fl.750L+0.750S+0.450W+H 0.649 PASS 9.93 ft 0.020 PASS 0.00 ft +p+p.750L+0.750S+0.5250E+H 0.649 PASS 9.93 ft 0.020 PASS 0.00 ft +0.60D+0.60W+0.60H 0.093 PASS 9.93 ft 0.026 PASS 10.00 ft +0.60D+0.70E+0.60H 0.093 PASS 9.93 ft 0.003 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.R5 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.180 0.180 k k 5.572 k S Only 0.660 0.660 k k 19.800 k W Only k 1.500 k k D+S 0.840 0.840 k k 25.372 k D+W 0.180 0.180 k 1.500 k 5.572 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0674 in 5.839 ft 0.000 in 0.000 ft SOnly -0.2471 in 5.839 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.3144 in 5.839 ft 0.000 in 0.000 ft D+W -0.0674 in 5.839 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in M�€�oads I - 150k C � o X Load 1 � 0 0 � ii L � _ 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: 21.Q.5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:171.975 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,Xecc= 4.000 in,D=5.40,S=19.80 k BENDING LQ4DS... wx:Lat.Poir�Load at 10.0 ft creating Nbc x,W=1.50 k wy.Lat.Poir�t Load at 10.0 ft creating M�r-y,W=1.10 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.8073 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 1.280 k Location of rrtvc.above base 9.933 ft B�tom alaig X X 0.840 k At rrtvdmum la�tiai values are... Top along Y-Y 1.50 k Pa:A�dal 25.372 k Bottom along Y-Y 0.0 k Pn/Orr�ga:Alia�vable 84.099 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -8.344 k ft Nh-y/Orr�ga:Allowable 14.668 k-ft a�g X X -0.3144 in at 5.839 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.03435 :1 LoadCorri�ination +D+0.750L+0.750S+0.450W+H Location of ma�c.above base 10.0 ft At rrtvamum locatia�values are... Va:Applied 1.170 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +D+L+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+�-+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +D+S+H 0.807 PASS 9.93 ft 0.025 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+p,7�+p.7�+H 0.649 PASS 9.93 ft 0.020 PASS 0.00 ft +p+p.6pW+H 0.155 PASS 9.93 ft 0.026 PASS 10.00 ft +D+0.70E+H 0.155 PASS 9.93 ft 0.005 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.155 PASS 9.93 ft 0.020 PASS 10.00 ft +p+p.750L+0.750S+0.450W+H 0.649 PASS 9.93 ft 0.034 PASS 10.00 ft +p+p.750L+0.7505+0.5250E+H 0.649 PASS 9.93 ft 0.020 PASS 0.00 ft +0.60D+0.60W+0.60H 0.093 PASS 9.93 ft 0.026 PASS 10.00 ft +0.60D+0.70E+0.60H 0.093 PASS 9.93 ft 0.003 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: 21.Q.5 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.180 0.180 k k 5.572 k S Only 0.660 0.660 k k 19.800 k W Only 1.100 k 1.500 k k D+S 0.840 0.840 k k 25.372 k D+W 0.180 1280 k 1.500 k 5.572 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0674 in 5.839 ft 0.000 in 0.000 ft SOnly -0.2471 in 5.839 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.3144 in 5.839 ft 0.000 in 0.000 ft D+W -0.0674 in 5.839 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in MSxokoad4vl-y Loads 1.10h� 1.SOk C � o X Load 1 0 0 0 � u L � _ 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:ae�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 20.Q.5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 12.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=12.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:146.170 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 12.0 ft,Xecc= 4.000 in,D=0.50,S=5.20 k BENDING LQ4DS... wx:Lat.Poir�Load at 12.0 ft creating Nbc x,W=0.30 k wy.Lat.Poir�t Load at 12.0 ft creating M�r-Y,W=0.30 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.2329 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 0.3139 k Location of rrtivc.above base 11.919 ft B�tom alaig X X 0.1583 k At rrtvdmum la�tiai values are... Top along Y-Y 0.30 k Pa:A�dal 5.846 k Bottom along Y-Y 0.0 k Pn/Orr�ga:Alia�vable 50.754 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 10.765 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -1.887 k ft Nh-y/Orr�ga:Allowable 10.765 k-ft a�g X X -0.1352 in at 7.007 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.01012 :1 LoadCorri�ination +D+0.750L+0.750S+0.450W+H Location of ma�c.above base 12.0 ft At rrtvamum locatia�values are... Va:Applied 0.2572 k Vn/Orr�a:Allowable 25.423 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.022 PASS 11.92 ft 0.001 PASS 0.00 ft +D+L+H 0.022 PASS 11.92 ft 0.001 PASS 0.00 ft +p+�-+H 0.022 PASS 11.92 ft 0.001 PASS 0.00 ft +D+S+H 0.233 PASS 11.92 ft 0.006 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.022 PASS 11.92 ft 0.001 PASS 0.00 ft +p+p,7�+p.7�+H 0.180 PASS 11.92 ft 0.005 PASS 0.00 ft +p+p.6pW+H 0.022 PASS 11.92 ft 0.008 PASS 12.00 ft +D+0.70E+H 0.022 PASS 11.92 ft 0.001 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.022 PASS 11.92 ft 0.006 PASS 12.00 ft +p+p.750L+0.750S+0.450W+H 0.180 PASS 11.92 ft 0.010 PASS 12.00 ft +p+p.750L+0.7505+0.5250E+H 0.180 PASS 11.92 ft 0.005 PASS 0.00 ft +0.60D+0.60W+0.60H 0.013 PASS 11.92 ft 0.007 PASS 12.00 ft +0.60D+0.70E+0.60H 0.013 PASS 11.92 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:ae�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 20.Q.5 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.014 0.014 k k 0.646 k S Only 0.144 0.144 k k 5.200 k W Only 0.300 k 0.300 k k D+S 0.158 0.158 k k 5.846 k D+W 0.014 0.314 k 0.300 k 0.646 k Nla�dmum Defleetiais for Load Caril�inatior� -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0119 in 7.007 ft 0.000 in 0.000 ft SOnly -0.1234 in 7.007 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1352 in 7.007 ft 0.000 in 0.000 ft D+W -0.0119 in 7.007 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in MeacLoad�vt-y Loads o.3ok� o.3ok ♦ C o X Load 1 0 O N 7 � u L T � S 4.00In J Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 21.V Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 10.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=6 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.5 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:180.573 Ibs'`D�d Load Factor AXIAL LOiADS... 21.V:A>dal Load at 10.50 ft,D=11.20,S=33.80 k 30:A�dal Load at 10.50 ft,Xeoc= 5.000 in,D=1.60,S=5.80 k BENDING LQADS... wx:Lat.Par�t Load at 10.50 ft creating Nbc x,W=2.30 k wy:Lat.Pant Load at 10.50 ft creating My-y,W=1.50 k DESI�V SUNNWRY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.8402 :1 Ma�drrum SERVICE Load Reactions.. Load Carbination +D+S+H Top along X X 0.2937 k Location of max.above base 10.430 ft Bottom along X X 0.2937 k At rrtvdmum locatia�values are... Top ala�g Y-Y 0.0 k Pa:A�dal 52.581 k Bottom alq-g Y-Y 0.0 k Pn/Q�a:Alla�nrable 80.322 k M�x:Applied 0.0 k ft Ma�dmum SERVICE Load Deflediais... Nh-x/Orr�ga:Allowable 14.668 k ft ��9 Y-Y 0.0 in at 0.0 ft above base for load corri�ination: M�y:P,pplied -3.063 k ft f�m-y/Orr�ega:Allowable 14.668 k-ft a�g X X -0.1273 in at 6.131 ft above base for load oorr�bination:D+S PASS Ma�dmum Shear Stress Ratio= 0.008620 :1 �oad Corri�ination +p+S+H Location of rr�c.above base 0.0 ft At ma�dmum locatia�values are... Va:Applied 0.2937 k Vn/Q�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+Beriding Stress Ratios Maxirrum Shear Ratios Load GorTlf�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+L+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+�-+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+g+H 0.840 PASS 10.43 ft 0.009 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.750L+0.750S+H 0.681 PASS 10.43 ft 0.007 PASS 0.00 ft +D+0.60W+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +Q+fl.70E+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.162 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.7�+p,7�+p,q5pW+H 0.681 PASS 10.43 ft 0.007 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.681 PASS 10.43 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.097 PASS 0.00 ft 0.001 PASS 0.00 ft +0.60D+0.70E+0.60H 0.097 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 21.V NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.063 0.063 k k 12.981 k S Only 0.230 0.230 k k 39.600 k W Only k k k D+S 0.294 0.294 k k 52.581 k D+W 0.063 0.063 k k 12.981 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0275 in 6.131 ft 0.000 in 0.000 ft SOnly -0.0997 in 6.131 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1273 in 6.131 ft 0.000 in 0.000 ft D+W -0.0275 in 6.131 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Maeco�oadsM-y Loads i50k�� 2_30k C \ / 0o Load 1 X /�Load 2 u°, v 0 u L � _ Y � 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:sz�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.Q Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 12.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=12.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=12.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:206.370 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 12.0 ft,D=6.90,S=22.20 k BENDING LQ4DS... wx:Lat.Poir�Load at 12.0 ft creating Nbc x,W=0.90 k wy.Lat.Poir�t Load at 12.0 ft creating M�r-Y,W=2.10 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.4245 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 2.10 k Location of rrtvc.above base 0.0 ft B�tom alaig X X 0.0 k At rrtvdmum la�tiai values are... Top along Y-Y 0.90 k Pa:A�dal 29.306 k Bottom along Y-Y 0.0 k Pn/Orr�ga:Alia�vable 69.045 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied 0.0 k ft Nh-y/Orr�ga:Al lowable 14.668 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�drrrum Shear Stress Ratio= 0.03699 :1 Load Corri�ination +D+0.60W+H Location of ma�c.above base 12.0 ft At rrtvamum locatia�values are... Va:Applied 1.260 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.103 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.103 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.103 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.424 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.103 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p,7�+p.7�+H 0.344 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.6pW+H 0.103 PASS 0.00 ft 0.037 PASS 12.00 ft +D+0.70E+H 0.103 PASS 0.00 ft 0.000 PASS 12.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.103 PASS 0.00 ft 0.028 PASS 12.00 ft +p+p.750L+0.750S+0.450W+H 0.344 PASS 0.00 ft 0.028 PASS 12.00 ft +p+p.750L+0.7505+0.5250E+H 0.344 PASS 0.00 ft 0.000 PASS 12.00 ft +0.60D+0.60W+0.60H 0.062 PASS 0.00 ft 0.037 PASS 12.00 ft +0.60D+0.70E+0.60H 0.062 PASS 0.00 ft 0.000 PASS 12.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.a:sz�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.Q NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 7.106 k S Only k k 22.200 k W Only 2.100 k 0.900 k k D+S k k 29.306 k D+W 2.100 k 0.900 k 7.106 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in N1��oadsM-y Loads ziok�, osok o Load 1 X o O �y 7 I I L � _ 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:os�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 13.20 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=1320 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=1320 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:?27.006 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.20 ft,D=10.20,S=34.60 k BENDING LQ4DS... w>c Lat.Pant Load at 13.20 ft creating Nbc x,W=3.40 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.7468 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 3.40 k Pa:A�dal 45.027 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 60 292 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.05989 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 13.20 ft At rrtvdrrum la�tia�values are... Ua:Applied 2.040 k Vn/Oi�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.173 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.173 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.173 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.747 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.173 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.603 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.173 PASS 0.00 ft 0.060 PASS 13.20 ft +p+p.70E+H 0.173 PASS 0.00 ft 0.000 PASS 13.20 ft +D+0.750Lr+0.750L+0.450W+H 0.173 PASS 0.00 ft 0.045 PASS 13.20 ft +p+fl.750L+0.750S+0.450W+H 0.603 PASS 0.00 ft 0.045 PASS 13.20 ft +p+p.750L+0.750S+0.5250E+H 0.603 PASS 0.00 ft 0.000 PASS 13.20 ft +0.60D+0.60W+0.60H 0.104 PASS 0.00 ft 0.060 PASS 13.20 ft +0.60D+0.70E+0.60H 0.104 PASS 0.00 ft 0.000 PASS 13.20 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:os�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 19.S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 10.427 k S Only k k 34.600 k W Only k 3.400 k k D+S k k 45.027 k D+W k 3.400 k 10.427 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propc�ties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 VUdth = 4.000 in R>oc = 1.470 in VUall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Ycg = 0.000 in Maxe�roads 340k C � o Load 1 X ° v � u L � _ Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.5 S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=1.50,S=4.10 k DESIC�V SUNNWRY Bending &Shear Check Results PASS Max.Wdal+Bending Stress Ratio = 0.09374 :1 Ma�drrum SERVICE Loed Reactions.. Load Carbination +D+S+H Top along X X 0.0 k Location of max.above base 0.0 ft Bottom along X X 0.0 k At rr�dmum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 5.722 k Bottom along Y-Y 0.0 k Pn/orr�a:AJla,nrable 61.036 k M�x:Applied OA k-ft �O�mSERVICELoadDeflediais... M-i-x/Orr�ega:Allarvable 10.765 k ft aO�J Y-Y 0.0 in at 0.0 ft above base for load corri�ination: M�y:P,pplied OA kft Nh-y/Omega:Al lowable 10.765 k ft Along X X 0.0 in at 0.0 ft above base for load oorii�ination: PASS Ma�dmum Shear Stress Ratio= 0.0 :1 Load Corr�bination Location of rr�c.above base 0.0 ft At ma�dmum locatia�values are... Va:Applied 0.0 k Vn/Orr�ega:Allowable 0.0 k Load Combination I�sults NLaxirrxamA�dal+Bending Stress Ratios Ma�drrum Shear Rati� Load C,orr�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�+-H 0.094 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+H 0.077 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.70E+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.450W+H 0.077 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.077 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.016 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.016 PASS 0.00 ft 0.000 PASS 0.00 ft Nld7cilYxlFT1 R2�IOIlS-UYlf�01"�d Note: Only non-zero reactions are listed. X X A�ds Readion Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Top @Base @Top @Base D Only k k 1.622 k Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.5 S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base S Only k k 4.100 k D{S k k 5.722 k Ma�drrum Deflections for Load Corrt�inations -lMFactored Loads Load Corr�bination Mwc.X X Defledion Distance Max.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4x4�r1/4 Depth = 4.000 in I�oc = 7.80 iri^4 J = 12.800 ir�^4 S�oc = 3.90 iM3 Wfdth = 4.000 in R�oc = 1.520 in Wall Thidc = 0.250 in Zx = 4.690 ir�^3 Area = 3.370 irY`2 I yy = 7.800 in^4 C = 6.560 irY`3 Weight = 12.181 plf Syy = 3.900 ir�^3 Ryy = 1.520 in Ycg = 0.000 in s.sok � Load 1 X o 'o 0 0 � n L m �. _ t 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:zs�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 18.3&20.7.W.7 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,Xecc= 4.000 in,Yeoc= 4.000 in,D=2.60,S=7.30 k BENDING LQ4DS... wx:Lat.Poir�Load at 10.0 ft creating Nbc x,W=0.80 k wy.Lat.Poir�t Load at 10.0 ft creating M�r-y,W=1.10 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.6911 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 1.187 k Location of rrtvc.above base 9.933 ft B�tom alaig X X 0.330 k At rrtvdmum la�tiai values are... Top along Y-Y 0.8867 k Pa:A�dal 10.022 k Bottom along Y-Y 0.330 k Pn/Orr�ga:Alia�vable 61.036 k N�x:Ap�ied -3.278 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Allowable 10.765 k ft a�9 Y-Y -0.1631 in at 5.839 ft above base fa-load corrt�ination:D+S N�ry:Applied -3.278 k ft Nh-y/Orr�ga:Allowable 10.765 k-ft a�g X X -0.1631 in at 5.839 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.03006 :1 LoadCorri�ination +D+0.750L+0.750S+0.450W+H Location of ma�c.above base 10.0 ft At rrtvamum locatia�values are... Va:Applied 0.7642 k Vn/Orr�a:Allowable 25.423 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.182 PASS 9.93 ft 0.003 PASS 0.00 ft +D+L+H 0.182 PASS 9.93 ft 0.003 PASS 0.00 ft +p+�-+H 0.182 PASS 9.93 ft 0.003 PASS 0.00 ft +D+S+H 0.691 PASS 9.93 ft 0.013 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.182 PASS 9.93 ft 0.003 PASS 0.00 ft +p+p,7�+p.7�+H 0.564 PASS 9.93 ft 0.011 PASS 0.00 ft +p+p.6pW+H 0.182 PASS 9.93 ft 0.029 PASS 10.00 ft +D+0.70E+H 0.182 PASS 9.93 ft 0.003 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.182 PASS 9.93 ft 0.023 PASS 10.00 ft +p+p.750L+0.750S+0.450W+H 0.564 PASS 9.93 ft 0.030 PASS 10.00 ft +p+p.750L+0.7505+0.5250E+H 0.564 PASS 9.93 ft 0.011 PASS 0.00 ft +0.60D+0.60W+0.60H 0.109 PASS 9.93 ft 0.028 PASS 10.00 ft +0.60D+0.70E+0.60H 0.109 PASS 9.93 ft 0.002 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:zs�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 18.3&20.7.W.7 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.087 0.087 k 0.087 0.087 k 2.722 k S Only 0.243 0.243 k 0.243 0.243 k 7.300 k W Only 1.100 k 0.800 k k D+S 0.330 0.330 k 0.330 0.330 k 10.022 k D+W 0.087 1.187 k 0.087 0.887 k 2.722 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Corri�ination Max.X X Deflection Distan�e Max.Y-Y Deflection Distance D Only -0.0428 in 5.839 ft -0.043 in 5.839 ft SOnly -0.1203 in 5.839 ft -0.120 in 5.839 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1631 in 5.839 ft -0.163 in 5.839 ft D+W -0.0428 in 5.839 ft -0.043 in 5.839 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in �Load 1 M-�6�ad4v1-y Loads 1.10h� O.BOk J �'. O O II � L O X O � V = Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��z nn�zzo�a.a:�o�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.V.5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=2.60,S=7.80 k BENDING LQ4DS... Lat.Poi r�Load at 10.0 ft creati ng Nbc-x,W=1.0 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.1724 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 1.0 k Pa:A�dal 10.522 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 61.036 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 10.765 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 10.765 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.02360 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.60 k Vn/Oi�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.172 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.140 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.045 PASS 0.00 ft 0.024 PASS 10.00 ft +p+p.70E+H 0.045 PASS 0.00 ft 0.000 PASS 10.00 ft +D+0.750Lr+0.750L+0.450W+H 0.045 PASS 0.00 ft 0.018 PASS 10.00 ft +p+fl.750L+0.750S+0.450W+H 0.140 PASS 0.00 ft 0.018 PASS 10.00 ft +p+p.750L+0.750S+0.5250E+H 0.140 PASS 0.00 ft 0.000 PASS 10.00 ft +0.60D+0.60W+0.60H 0.027 PASS 0.00 ft 0.024 PASS 10.00 ft +0.60D+0.70E+0.60H 0.027 PASS 0.00 ft 0.000 PASS 10.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��z nn�zzo�a.a:�o�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.V.5 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 2.722 k S Only k k 7.800 k W Only k 1.000 k k D+S k k 10.522 k D+W k 1.000 k 2.722 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in Ma�aoLoads i.aok � Load 1 X o''. 0 0 0' a ii r ai �,I 2', 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlodcLine6 A;�c��znn�zzo�a.a:�i�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.W Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=2.80,S=8.90 k BENDING LQ4DS... Lat.Poi r�Load at 10.0 ft creati ng Nbc-x,W=1.0 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.1937 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 1.0 k Pa:A�dal 11.822 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 61.036 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 10.765 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 10.765 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.02360 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.60 k Vn/Oi�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.048 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.048 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.048 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.194 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.048 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.157 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.048 PASS 0.00 ft 0.024 PASS 10.00 ft +p+p.70E+H 0.048 PASS 0.00 ft 0.000 PASS 10.00 ft +D+0.750Lr+0.750L+0.450W+H 0.048 PASS 0.00 ft 0.018 PASS 10.00 ft +p+fl.750L+0.750S+0.450W+H 0.157 PASS 0.00 ft 0.018 PASS 10.00 ft +p+p.750L+0.750S+0.5250E+H 0.157 PASS 0.00 ft 0.000 PASS 10.00 ft +0.60D+0.60W+0.60H 0.029 PASS 0.00 ft 0.024 PASS 10.00 ft +0.60D+0.70E+0.60H 0.029 PASS 0.00 ft 0.000 PASS 10.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlodcLine6 A;�c��znn�zzo�a.a:�i�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.W NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 2.922 k S Only k k 8.900 k W Only k 1.000 k k D+S k k 11.822 k D+W k 1.000 k 2.922 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in M+xd�oads i.aok � Load 1 X o''. 0 0 0' a ii r ai �,I 2', 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:z��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18&21.W.4 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,Xecc= 4.000 in,Yeoc= 4.000 in,D=1.40,S=3.90 k A�dal Load at 10.0 ft,D=2.60,S=6.60 k BENDING LQADS... wx:Lat.Poir�t Load at 10.0 ft creating Nbc x,W=0.60 k wy:Lat.Par�t Load at 10.0 ft creati J�M-Y,W=0.80 k DESI�V SUNNWRY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.5293 :1 Ma�drrum SERVICE Load Reactions.. Load Carbination +D+S+H Top along X X 0.8467 k Location of max.above base 9.933 ft Bottom along X X 0.1767 k At rrtvdmum locatia�values are... Top ala�g Y-Y 0.6467 k Pa:A�dal 14.622 k Bottom alq-g Y-Y 0.1767 k Pn/Q�a:Alla�nrable 61.036 k M�x:Applied -1.755 kft Ma�dmumSERVICELoadDeflediais... Nh-x/Orr�ga:Allowable 10.765 k ft ��9 Y-Y -0.08733 in at 5.839 ft above base for load corribination:D+S M�y:P,pplied -1.755 kft f�m-y/Orr�ega:Allowable 10.765 k-ft a�g X X -0.08733 in at 5.839 ft above base for load oorr�bination:D+S PASS Ma�dmum Shear Stress Ratio= 0.02072 :1 �oad Corri�ination +D+0.60 W+H Location of rr�c.above base 10.0 ft At ma�dmum locatia�values are... Va:Applied 0.5267 k Vn/Q�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+Beridirx�Stress Ratios Maxirrum Shear Ratios Load GorTlf�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.120 PASS 9.93 ft 0.002 PASS 0.00 ft +p+L+H 0.120 PASS 9.93 ft 0.002 PASS 0.00 ft +p+�-+H 0.120 PASS 9.93 ft 0.002 PASS 0.00 ft +p+g+H 0.529 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.120 PASS 9.93 ft 0.002 PASS 0.00 ft +p+p.750L+0.750S+H 0.364 PASS 9.93 ft 0.006 PASS 0.00 ft +D+0.60W+H 0.120 PASS 9.93 ft 0.021 PASS 10.00 ft +Q+fl.70E+H 0.120 PASS 9.93 ft 0.002 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.120 PASS 9.93 ft 0.016 PASS 10.00 ft +p+p.7�+p,7�+p,q5pW+H 0.364 PASS 9.93 ft 0.020 PASS 10.00 ft +D+0.750L+0.7505+0.5250E+H 0.364 PASS 9.93 ft 0.006 PASS 0.00 ft +0.60D+0.60W+0.60H 0.072 PASS 9.93 ft 0.020 PASS 10.00 ft +0.60D+0.70E+0.60H 0.072 PASS 9.93 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:z��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18&21.W.4 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.047 0.047 k 0.047 0.047 k 4.122 k S Only 0.130 0.130 k 0.130 0.130 k 10.500 k W Only 0.800 k 0.600 k k D+S 0.177 0.177 k 0.177 0.177 k 14.622 k D+W 0.047 0.847 k 0.047 0.647 k 4.122 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only -0.0231 in 5.839 ft -0.023 in 5.839 ft SOnly -0.0643 in 5.839 ft -0.064 in 5.839 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.0873 in 5.839 ft -0.087 in 5.839 ft D+W -0.0231 in 5.839 ft -0.023 in 5.839 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in �Load 1 Ms�loaad4vl-y Loads 0.80h� O.60k J �'. O O II � L o Load 2 X � v x Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.2.U&T Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 13.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=13.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=13.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:158.350 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 13.0 ft,Xecc= 4.000 in,D=2.30,S=6.70 k BENDING LQ4DS... wx:Lat.Poir�Load at 13.0 ft creating Nbc x,W=1.70 k wy.Lat.Poir�t Load at 13.0 ft creating M�r-Y,W=1.30 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.4464 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+S+H Top along X X 1.359 k Location of rrtivc.above base 12.913 ft B�tom alaig X X 0.2308 k At rrtvdmum la�tiai values are... Top along Y-Y 1.70 k Pa:A�dal 9.158 k Bottom alorig Y-Y 0.0 k Pn/Orr�ga:Alia�vable 45.704 k N�x:Ap�ied 0.0 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 10.765 k ft a�9 Y-Y 0.0 in at 0.0 ft above base fa-load corrt�ination: N�ry:Applied -2.980 k ft Nh-y/Orr�ga:Allowable 10.765 k-ft a�g X X -0.2506 in at 7.591 ft above base fa-load oar�bination:D+S PASS Ma�drrrum Shear Stress Ratio= 0.04012 :1 Load Corri�ination +D+0.60W+H Location of ma�c.above base 13.0 ft At rrtvamum locatia�values are... Va:Applied 1.020 k Vn/Orr�a:Allowable 25.423 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion +p+H 0.098 PASS 12.91 ft 0.002 PASS 0.00 ft +D+L+H 0.098 PASS 12.91 ft 0.002 PASS 0.00 ft +p+�-+H 0.098 PASS 12.91 ft 0.002 PASS 0.00 ft +D+S+H 0.446 PASS 12.91 ft 0.009 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.098 PASS 12.91 ft 0.002 PASS 0.00 ft +p+p,7�+p.7�+H 0.307 PASS 12.91 ft 0.007 PASS 0.00 ft +p+p.6pW+H 0.098 PASS 12.91 ft 0.040 PASS 13.00 ft +D+0.70E+H 0.098 PASS 12.91 ft 0.002 PASS 0.00 ft +p+fl.750Lr+0.750L+0.450W+H 0.098 PASS 12.91 ft 0.030 PASS 13.00 ft +p+p.750L+0.750S+0.450W+H 0.307 PASS 12.91 ft 0.030 PASS 13.00 ft +p+p.750L+0.7505+0.5250E+H 0.307 PASS 12.91 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.059 PASS 12.91 ft 0.040 PASS 13.00 ft +0.60D+0.70E+0.60H 0.059 PASS 12.91 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 21.2.U&T NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.059 0.059 k k 2.458 k S Only 0.172 0.172 k k 6.700 k W Only 1.300 k 1.700 k k D+S 0.231 0.231 k k 9.158 k D+W 0.059 1.359 k 1.700 k 2.458 k Nla�dmum Deflectiais for Load Caril�inations -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only -0.0640 in 7.591 ft 0.000 in 0.000 ft SOnly -0.1866 in 7.591 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.2506 in 7.591 ft 0.000 in 0.000 ft D+W -0.0640 in 7.591 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in M-xoLoadsM-y Loads i.3ok� i.�ak o X Load 1 0 o � v n L � _ 4.00in J Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:o��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18 S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... 32:Axial Load at 10.0 ft,Yeoc= 4.000 in,D=0.50,S=1.50 k 33:A�dal Load at 10.0 ft,D=3.0,S=8.60 k beyond:A�dal Load at 10.0 ft,D=1.20,S=3.60 k BENDING LQ4DS... wy:Lat.Parrt Load at 10.0 ft creating�M-Y,W=1.50 k DESI�V SUNNWRY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.3581 :1 Ma�drrum SERVICE Load Reactions.. Load Carbination +D+S+H Top along X X 1.50 k Location of max.above base 9.933 ft Bottom along X X 0.0 k At rrtvdmum locatia�values are... Top ala�g Y-Y 0.06667 k Pa:A�dal 18.522 k Bottom along Y-Y 0.06667 k Pn/Q�a:Alla�nrable 61.036 k M�x:Applied -0.6622 k ft �0�'m SERVICE Load Deflediais... Nh-x/Orr�ga:Allowable 10.765 k ft ��9 Y-Y -0.03295 in at 5.839 ft above base for load corribination:D+S M�y:P�plied OA kft f�m-y/Orr�ega:Allowable 10.765 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�dmum Shear Stress Ratio= 0.03540 :1 �oad Corri�ination +D+0.60 W+H Location of rr�c.above base 10.0 ft At ma�dmum locatia�values are... Va:Applied 0.90 k Vn/Q�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+Beriding Stress Ratios Maxirrum Shear Ratios Load GorTlf�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.079 PASS 0.00 ft 0.001 PASS 0.00 ft +p+L+H 0.079 PASS 0.00 ft 0.001 PASS 0.00 ft +p+�-+H 0.079 PASS 0.00 ft 0.001 PASS 0.00 ft +p+g+H 0.358 PASS 9.93 ft 0.003 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.079 PASS 0.00 ft 0.001 PASS 0.00 ft +p+p.750L+0.750S+H 0.292 PASS 9.93 ft 0.002 PASS 0.00 ft +D+0.60W+H 0.079 PASS 0.00 ft 0.035 PASS 10.00 ft +Q+fl.70E+H 0.079 PASS 0.00 ft 0.001 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.079 PASS 0.00 ft 0.027 PASS 10.00 ft +p+p.7�+p,7�+p,q5pW+H 0.292 PASS 9.93 ft 0.027 PASS 10.00 ft +D+0.750L+0.7505+0.5250E+H 0.292 PASS 9.93 ft 0.002 PASS 0.00 ft +0.60D+0.60W+0.60H 0.047 PASS 0.00 ft 0.035 PASS 10.00 ft +0.60D+0.70E+0.60H 0.047 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:o��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18 S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.017 0.017 k 4.822 k S Only k 0.050 0.050 k 13.700 k W Only 1.500 k k k D+S k 0.067 0.067 k 18.522 k D+W 1.500 k 0.017 0.017 k 4.822 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.008 in 5.839 ft SOnly 0.0000 in 0.000 ft -0.025 in 5.839 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft -0.033 in 5.839 ft D+W 0.0000 in 0.000 ft -0.008 in 5.839 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in �Load 1 ,Sok M�roLoads � � 0 0 u � L o Load 8 X � v x Y I4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: 18.T.4 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS6x6x3/8 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:274.058 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=6.20,S=19.50 k A�dal Load at 10.0 ft,Yeoc= 5.000 in,D=7.0,S=21.80 k DESI�I SUNIVl4RY Bending &Shear Check Results PASS Max.A�dal+Berxiing Stress Ratio = 0.6082 :1 Nl�arrum SFRVICE Load Reactioris.. �oad Corri�ination +D+S+H Top alcx�g X X OA k Location of rrtvc.above base 9.933 ft B�tom alaig X X 0.0 k At rrtivdmum locatiari values are... Top along Y-Y 1.20 k Pa:A�dal 54.774 k Bottom along Y-Y 1.20 k Pn/On�ga:Allowable 173.295 k M�x:Applied -11.919 kft �0"�mSERVICELoadDefledions... Nh-x/Oirega:Allavable 36.267 k ft a�9 Y-Y -0.1171 in at 5.839 ft above base for load corr�bination:D+S M�y:Ap�ied 0.0 k ft fvh-y/Orrega:Al IaNable 36.267 k ft Ala�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�dmum Shear Stress Ratio= 0.0210 :1 Load Carbination +p+S+H Laation of ma�c.above base 0.0 ft At rrn�drrum location values are... Va:Applied 1.20 k Vn/Orr�a:Allowable 57.137 k Load Ca�ril�irration I�sults Ma�drrumA�cial+Beriding Stress Ratios Ma�drrum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Laation +p+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +D+L+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +p+�-+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +D+S+H 0.608 PASS 9.93 ft 0.021 PASS 0.00 ft +p+p.750Lr+0.750L+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +p+p.7�.+p.7�+H 0.493 PASS 9.93 ft 0.017 PASS 0.00 ft +p+fl.6pW+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.70E+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.119 PASS 9.93 ft 0.005 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.493 PASS 9.93 ft 0.017 PASS 0.00 ft +p+fl.750L+0.750S+0.5250E+H 0.493 PASS 9.93 ft 0.017 PASS 0.00 ft +0.60D+0.60W+0.60H 0.071 PASS 9.93 ft 0.003 PASS 0.00 ft +0.60D+0.70E+0.60H 0.071 PASS 9.93 ft 0.003 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:a��v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: 18.T.4 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.292 0292 k 13.474 k S Only k 0.908 0.908 k 41.300 k D+S k 1200 1.200 k 54.774 k Nha�dmum Deflectiais for Load Corr�inations -Ur�factored Loads Load Carbination Ma�c.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft -0.028 in 5.839 ft S Only 0.0000 in 0.000 ft -0.089 in 5.839 ft Di-S 0.0000 in 0.000 ft -0.117 in 5.839 ft Steel Section Properties : HSS6�c6�C3/8 Depth = 6.000 in I�oc = 39.50 ir�^4 J = 64.600 ir�^4 S�oc = 13.20 ir�^3 V�idth = 6.000 in R�oc = 2.280 in Wall Thidc = 0.375 in 7�c = 15.800 iM3 Area = 7.580 ir�^2 I yy = 39.500 ir�^4 C = 22.100 ir�^3 Weight = 27.40E plf Syy = 13.200 ir�^3 Ryy = 2.280 in Yog = 0.000 in 25.2BIBOk i�Load 2 l 0 0 c ii °o X � � a� _ Y � 6_OOin � Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:os�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.V Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,Yeoc= 4.000 in,D=1.50,S=4.80 k A�dal Load at 10.0 ft,D=4.50,S=14.80 k DESI�I SUNIVl4RY Bending &Shear Check Results PASS Max.A�dal+Berxiing Stress Ratio = 0.5936 :1 Nl�arrum SFRVICE Load Reactioris.. �oad Corri�ination +D+S+H Top alcx�g X X OA k Location of rrtvc.above base 9.933 ft B�tom alaig X X 0.0 k At rrtivdmum locatiari values are... Top along Y-Y 0.210 k Pa:A�dal 25.722 k Bottom along Y-Y 0.210 k Pn/On�ga:Allowable 61.036 k M�x:Applied -2.086 k ft �O�mSERVICE Load Defledions... Nh-x/Oirega:Allavable 10.765 k ft a�9 Y-Y -0.1038 in at 5.839 ft above base for load corr�bination:D+S M�y:Ap�ied 0.0 k ft fvh-y/Orrega:Al IaNable 10.765 k ft Ala�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�dmum Shear Stress Ratio= 0.008260 :1 Load Carbination +p+S+H Laation of ma�c.above base 0.0 ft At rrn�drrum location values are... Va:Applied 0.210 k Vn/Orr�a:Allowable 25.423 k Load Ca�ril�irration I�sults Ma�drrumA�cial+Beriding Stress Ratios Ma�drrum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Laation +p+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +D+L+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +p+�-+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +D+S+H 0.594 PASS 9.93 ft 0.008 PASS 0.00 ft +p+p.750Lr+0.750L+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.7�.+p.7�+H 0.481 PASS 9.93 ft 0.007 PASS 0.00 ft +p+fl.6pW+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.70E+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.100 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.481 PASS 9.93 ft 0.007 PASS 0.00 ft +p+fl.750L+0.750S+0.5250E+H 0.481 PASS 9.93 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.060 PASS 0.00 ft 0.001 PASS 0.00 ft +0.60D+0.70E+0.60H 0.060 PASS 0.00 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:os�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.V NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.050 0.050 k 6.122 k S Only k 0.160 0.160 k 19.600 k D+S k 0.210 0.210 k 25.722 k Nha�dmum Deflectiais for Load Corr�inations -Ur�factored Loads Load Carbination Ma�c.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft -0.025 in 5.839 ft S Only 0.0000 in 0.000 ft -0.079 in 5.839 ft Di-S 0.0000 in 0.000 ft -0.104 in 5.839 ft Steel Section Properties : HSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 V�idth = 4.000 in R�oc = 1.520 in Wall Thidc = 0.250 in 7�c = 4.690 iM3 Area = 3.370 ir�^2 I yy = 7.800 ir�^4 C = 6.560 ir�^3 Weight = 12.181 plf Syy = 3.900 ir�^3 Ryy = 1.520 in Yog = 0.000 in �L08Ca 1 �e�aox 1 0 0 u � L o Load 2 o X � v = Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:�o�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 21.W Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=8.50,S=23.80 k BENDING LQ4DS... wx:Lat.Poir�Loed at 10.0 ft creating Nbc x,W=1.50 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.5312 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 1.50 k Pa:A�dal 32.422 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 61.036 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 10.765 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 10.765 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.03540 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.90 k Vn/Oi�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.141 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.141 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.141 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.531 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.141 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.434 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.141 PASS 0.00 ft 0.035 PASS 10.00 ft +p+p.70E+H 0.141 PASS 0.00 ft 0.000 PASS 10.00 ft +D+0.750Lr+0.750L+0.450W+H 0.141 PASS 0.00 ft 0.027 PASS 10.00 ft +p+fl.750L+0.750S+0.450W+H 0.434 PASS 0.00 ft 0.027 PASS 10.00 ft +p+p.750L+0.750S+0.5250E+H 0.434 PASS 0.00 ft 0.000 PASS 10.00 ft +0.60D+0.60W+0.60H 0.085 PASS 0.00 ft 0.035 PASS 10.00 ft +0.60D+0.70E+0.60H 0.085 PASS 0.00 ft 0.000 PASS 10.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.a:�o�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 21.W NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 8.622 k S Only k k 23.800 k W Only k 1.500 k k D+S k k 32.422 k D+W k 1.500 k 8.622 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in Nba�aoLoads ,sok � Load 1 X o''. 0 0 0' a ii r ai �,I 2', 4.00in . Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 21 S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... 32:Axial Load at 10.0 ft,D=0.50,S=1.50 k 42a:A�dal Load at 10.0 ft,Xeoc= 4.000 in,D=1.60,S=4.80 k BENDING LCIADS... wy.Lat.Poir�t Load at 10.0 ft creating M�r-Y,W=0.90 k w�c:Lat.Par�t Load at 10.0 ft creating IVbc-x,W=0.90 k DESI�V SUNNWRY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.2666 :1 Ma�drrum SERVICE Load Reactions.. Load Carbination +D+S+H Top along X X 0.9533 k Location of max.above base 9.933 ft Bottom along X X 0.2133 k At rrtvdmum locatia�values are... Top ala�g Y-Y 0.90 k Pa:A�dal 8.522 k Bottom along Y-Y 0.0 k Pn/Q�a:Alla�nrable 61.036 k M�x:Applied 0.0 k ft Ma�dmum SERVICE Load Deflediais... Nh-x/Orr�ga:Allowable 10.765 k ft ��9 Y-Y 0.0 in at 0.0 ft above base for load corri�ination: M�y:P,pplied -2.119 k ft f�m-y/Orr�ega:Allowable 10.765 k-ft a�g X X -0.1055 in at 5.839 ft above base for load oorr�bination:D+S PASS Ma�dmum Shear Stress Ratio= 0.02334 :1 �oad Corri�ination +D+0.60 W+H Location of rr�c.above base 10.0 ft At ma�dmum locatia�values are... Va:Applied 0.5933 k Vn/Q�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+Beridirx�Stress Ratios Maxirrum Shear Ratios Load GorTlf�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.067 PASS 9.93 ft 0.002 PASS 0.00 ft +p+L+H 0.067 PASS 9.93 ft 0.002 PASS 0.00 ft +p+�-+H 0.067 PASS 9.93 ft 0.002 PASS 0.00 ft +p+g+H 0.267 PASS 9.93 ft 0.008 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.067 PASS 9.93 ft 0.002 PASS 0.00 ft +p+p.750L+0.750S+H 0.217 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.60W+H 0.067 PASS 9.93 ft 0.023 PASS 10.00 ft +Q+fl.70E+H 0.067 PASS 9.93 ft 0.002 PASS 0.00 ft +p+p.750Lr+0.750L+0.450W+H 0.067 PASS 9.93 ft 0.018 PASS 10.00 ft +p+p.7�+p,7�+p,q5pW+H 0.217 PASS 9.93 ft 0.023 PASS 10.00 ft +D+0.750L+0.7505+0.5250E+H 0.217 PASS 9.93 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.040 PASS 9.93 ft 0.022 PASS 10.00 ft +0.60D+0.70E+0.60H 0.040 PASS 9.93 ft 0.001 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:�a�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescxiption: 21 S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only 0.053 0.053 k k 2222 k S Only 0.160 0.160 k k 6.300 k W Only 0.900 k 0.900 k k D+S 0.213 0.213 k k 8.522 k D+W 0.053 0.953 k 0.900 k 2.222 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only -0.0264 in 5.839 ft 0.000 in 0.000 ft SOnly -0.0791 in 5.839 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S -0.1055 in 5.839 ft 0.000 in 0.000 ft D+W -0.0264 in 5.839 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in M�oadsM-y Loads �.9�k� �90k C � o Load 1 X Load 2 � 0 0 � n r � 2 4.00III J Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.5 S Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=2.30,S=8.20 k DESIC�V SUNNWRY Bending &Shear Check Results PASS Max.Wdal+Bending Stress Ratio = 0.1740 :1 Ma�drrum SERVICE Loed Reactions.. Load Carbination +D+S+H Top along X X 0.0 k Location of max.above base 0.0 ft Bottom along X X 0.0 k At rr�dmum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 10.622 k Bottom along Y-Y 0.0 k Pn/orr�a:AJla,nrable 61.036 k M�x:Applied OA k-ft �O�mSERVICELoadDeflediais... M-i-x/Orr�ega:Allarvable 10.765 k ft aO�J Y-Y 0.0 in at 0.0 ft above base for load corri�ination: M�y:P,pplied OA kft Nh-y/Omega:Al lowable 10.765 k ft Along X X 0.0 in at 0.0 ft above base for load oorii�ination: PASS Ma�dmum Shear Stress Ratio= 0.0 :1 Load Corr�bination Location of rr�c.above base 0.0 ft At ma�dmum locatia�values are... Va:Applied 0.0 k Vn/Orr�ega:Allowable 0.0 k Load Combination I�sults NLaxirrxamA�dal+Bending Stress Ratios Ma�drrum Shear Rati� Load C,orr�ination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�+-H 0.174 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+H 0.140 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.70E+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.450W+H 0.140 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.140 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.024 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.024 PASS 0.00 ft 0.000 PASS 0.00 ft Nld7cilYxlFT1 R2�IOIlS-UYlf�01"�d Note: Only non-zero reactions are listed. X X A�ds Readion Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Top @Base @Top @Base D Only k k 2.422 k Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:as�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 20.5 S NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base S Only k k 8200 k D{S k k 10.622 k Ma�drrum Deflections for Load Corrt�inations -lMFactored Loads Load Corr�bination Mwc.X X Defledion Distance Max.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4x4�r1/4 Depth = 4.000 in I�oc = 7.80 iri^4 J = 12.800 ir�^4 S�oc = 3.90 iM3 Wfdth = 4.000 in R�oc = 1.520 in Wall Thidc = 0.250 in Zx = 4.690 ir�^3 Area = 3.370 irY`2 I yy = 7.800 in^4 C = 6.560 irY`3 Weight = 12.181 plf Syy = 3.900 ir�^3 Ryy = 1.520 in Ycg = 0.000 in 10.SOk � Load 1 X o 'o 0 0 � n L m �. _ t 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:ao�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.5 V Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=10.0 ft,K=1.0 Load Coni�ination: I BC 2012 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=10.0 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:121.808 Ibs'`D�d Load Factor AXIAL LOiADS... A>dal Load at 10.0 ft,D=7.70,S=19.0 k BENDING LQ4DS... Lat.Poi r�Load at 10.0 ft creati ng Nbc-x,W=2.0 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.4394 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+S+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 2.0 k Pa:A�dal 26.822 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 61.036 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 10.765 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 10.765 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.04720 :1 Load Corr�bination +D+0.60W+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 1.20 k Vn/Oi�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.128 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.128 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.128 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.439 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.128 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�-b.7�+H 0.362 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.128 PASS 0.00 ft 0.047 PASS 10.00 ft +p+p.70E+H 0.128 PASS 0.00 ft 0.000 PASS 10.00 ft +D+0.750Lr+0.750L+0.450W+H 0.128 PASS 0.00 ft 0.035 PASS 10.00 ft +p+fl.750L+0.750S+0.450W+H 0.362 PASS 0.00 ft 0.035 PASS 10.00 ft +p+p.750L+0.750S+0.5250E+H 0.362 PASS 0.00 ft 0.000 PASS 10.00 ft +0.60D+0.60W+0.60H 0.077 PASS 0.00 ft 0.047 PASS 10.00 ft +0.60D+0.70E+0.60H 0.077 PASS 0.00 ft 0.000 PASS 10.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��z nn�zzo�a.s:ao�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: 18.5 V NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 7.822 k S Only k k 19.000 k W Only k 2.000 k k D+S k k 26.822 k D+W k 2.000 k 7.822 k Nla�dmum Deflectiais for Load Caril�inatior� -Ur�factored Loacls Load Caii�ination Max.X X Deflection Distarioe Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 VUdth = 4.000 in R>oc = 1.520 in VUall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 V�ight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in fv7��oads � - 2�Ok o Load 1 X o 0 0 � ii L � _ 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z:a�au Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 1. typ.bm b/w 18.6&19.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.135) L(0.1) Span = 16.250 ft � W8x13 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1350, L=0.10 k/ft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.288: 1 Maximum Shear Stress Ratio= 0.055 : 1 Section used for this span W8x13 Section used for this span W8x13 Ma:Applied 8.188 k-ft Va:Applied 2.016 k Mn/Omega:Allowable 28.443 k-ft Vn/Omega :Allowable 36.754 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 8.125ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.138 in Ratio= 1,416 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.342 in Ratio= 571 Max Upward Total Deflection 0.000 in Ratio= p Q6Q Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 16.25 ft 1 0.172 0.033 4.89 4.89 47.50 28.44 1.00 1.00 1.20 55.13 36.75 +p+�+H Dsgn.L= 16.25 ft 1 0288 0.055 8.19 8.19 47.50 28.44 1.00 1.00 2.02 55.13 36.75 +p+V-+H Dsgn.L= 16.25 ft 1 0.172 0.033 4.89 4.89 47.50 28.44 1.00 1.00 1.20 55.13 36.75 +D+S+H Dsgn.L= 1625 ft 1 0.172 0.033 4.89 4.89 47.50 28.44 1.00 1.00 120 55.13 36.75 +D+0.750Lr+0.750L+H Dsgn.L= 1625 ft 1 0259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 +D+0.750L+0.750S+H Dsgn.L= 16.25 ft 1 0.259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 +DtW+H Dsgn.L= 16.25 ft 1 0.172 0.033 4.89 4.89 47.50 28.44 1.00 1.00 1.20 55.13 36.75 +D+0.70E+H Dsgn.L= 16.25 ft 1 0.172 0.033 4.89 4.89 47.50 28.44 1.00 1.00 1.20 55.13 36.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 16.25 ft 1 0.259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 16.25 ft 1 0259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 16.25 ft 1 0.259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 1625 ft 1 0.259 0.049 7.36 7.36 47.50 28.44 1.00 1.00 1.81 55.13 36.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.�z:a�au Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 1. iyp.bm b/w 18.6&19.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 1625 ft 1 0.103 0.020 2.93 2.93 47.50 28.44 1.00 1.00 0.72 55.13 36.75 +0.60D+0.70E+H Dsgn.L= 1625 ft 1 0.103 0.020 2.93 2.93 47.50 28.44 1.00 1.00 0.72 55.13 36.75 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.3416 8.206 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 2.016 2.016 D Only 1.203 1203 L Only 0.813 0.813 D+L 2.016 2.016 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:�env Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 2. iyp.bm b/w 19.7&20.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.135) L(0.1) i i Span = 7.750 ft � W8x10 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1350, L=0.10 k/ft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.084: 1 Maximum Shear Stress Ratio= 0.035 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 1.840 k-ft Va:Applied 0.9497 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega :Allowable 26.826 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+N' Location of rr�d rrum on span 3.875ft Location of ma�d rrum on span 7.750 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.009 in Ratio= 10,152 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.022 in Ratio= 4143 Max Upward Total Deflection 0.000 in Ratio= p Q6Q Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega eb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 7.75 ft 1 0.050 0.021 1.09 1.09 36.52 21.87 1.00 1.00 0.56 40.24 26.83 +p+�+H Dsgn.L= 7.75 ft 1 0.084 0.035 1.84 1.84 36.52 21.87 1.00 1.00 0.95 40.24 26.83 +p+V-+H Dsgn.L= 7.75 ft 1 0.050 0.021 1.09 1.09 36.52 21.87 1.00 1.00 0.56 4024 26.83 +D+S+H Dsgn.L= 7.75 ft 1 0.050 0.021 1.09 1.09 36.52 21.87 1.00 1.00 0.56 40.24 26.83 +D+0.750Lr+0.750L+H Dsgn.L= 7.75 ft 1 0.076 O.Q32 1.65 1.65 36.52 21.87 1.00 1.00 0.85 4024 26.83 +D+0.750L+0.750S+H Dsgn.L= 7.75 ft 1 0.076 0.032 1.65 1.65 36.52 21.87 1.00 1.00 0.85 40.24 26.83 +DtW+H Dsgn.L= 7.75 ft 1 0.050 0.021 1.09 1.09 36.52 21.87 1.00 1.00 0.56 40.24 26.83 +D+0.70E+H Dsgn.L= 7.75 ft 1 0.050 0.021 1.09 1.09 36.52 21.87 1.00 1.00 0.56 40.24 26.83 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 7.75 ft 1 0.076 0.032 1.65 1.65 36.52 21.87 1.00 1.00 0.85 40.24 26.83 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.75 ft 1 0.076 0.032 1.65 1.65 36.52 21.87 1.00 1.00 0.85 40.24 26.83 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 7.75 ft 1 0.076 0.032 1.65 1.65 36.52 21.87 1.00 1.00 0.85 4024 26.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.75ft 1 0.076 O.Q32 1.65 1.65 36.52 21.87 1.00 1.00 0.85 40.24 26.83 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;M�a:s�,wvzo�a.��:�env Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 2. iyp.bm b/w 19.7&20.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 7.75 ft 1 0.030 0.013 0.65 0.65 36.52 21.87 1.00 1.00 0.34 4024 26.83 +0.60D+0.70E+H Dsgn.L= 7.75 ft 1 0.030 0.013 0.65 0.65 36.52 21.87 1.00 1.00 0.34 4024 26.83 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.0224 3.914 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 0.950 0.950 D Only 0.562 0.562 L Only 0.388 0.388 D+L 0.950 0.950 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxlptlon: 3. typ.bm@dedcta�wP&Q.3 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 I D 02820 L 0.120 Span=7750 ft � Span=3.750 ft � W 8x21 W Sx21 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Loads on all spans... Unifam Load on AL.L spans: D=0.2820, L=0.120 Wft D�SIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.250: 1 Maximum Shear Stress Ratio= 0.101 : 1 Section used for this span W8x21 Section used for this span W8x21 Ma:Applied 12.702 k-ft Va:Applied 4.180 k Mn/Omega:Allowable 50.898 k-ft Vn/Omega:Allowable 41.40 k Load Corri�ination +D+L+H,LL Corrt�Fdan(L�) Load Corrt�ination +D+L+H,LL Comb Faan(LL) La�tion of rr�d rrum on span 7.750ft La:ation of rr�d rrum on span 7.750 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.071 in Ratio= 2,632 Max Upward L+Lr+S Deflection -0.003 in Ratio= 17,148 Max Downward Total Deflection 0.245 in Ratio= 75g Max Upward Total Deflection -0.009 in Ratio= 5206 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+L+H,LL(',orrt�Fdm(*L) Dsgn.L= 7.75 ft 1 0.179 0.078 -9.10 9.10 85.00 50.90 1.00 1.00 3.22 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.078 -9.10 9.10 85.00 50.90 1.00 1.00 3.22 62.10 41.40 +D+L+H,LL Corri�Run(L') Dsgn.L= 7.75ft 1 0.250 0.096 -12.70 12.70 85.00 50.90 1.00 1.00 3.96 62.10 41.40 Dsgn.L= 3.75 ft 2 0.250 0.096 -12.70 12.70 85.00 50.90 1.00 1.00 3.96 62.10 41.40 +D+L+H,LL Carb Fdm(LL) Dsgn.L= 7.75 ft 1 0250 0.101 -12.70 12.70 85.00 50.90 1.00 1.00 4.18 62.10 41.40 Dsgn.L= 3.75ft 2 0250 0.101 -12.70 12.70 85.00 50.90 1.00 1.00 4.18 62.10 41.40 +D+I�-+H,ll Corri�Fdm("�) Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+Lr+H,LL C',orrib f�an(L") Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +p+�-+H,LL Ca rib Fdm(LL) Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+S+H Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxlptlon: 3. typ.bm@dedcta�wP&Q.3 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+0.750Lr+0.750L+H,LL Corri�faan(` Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +p+p.750Lr+0.750L+H,LL Corri�Fdan(L Dsgn.L= 7.75 ft 1 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75ft 2 0.232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750Lr+0.750L+H,LL Corri�faan(L Dsgn.L= 7.75ft 1 0.232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +D+0.750L+0.750S+H,ll Corri�Riun('l Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +D+0.750L+0.750S+H,LL C'.orrib Run(L' Dsgn.L= 7.75 ft 1 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75ft 2 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750L+0.750S+H,LL Ca rib Fhm(LJ Dsgn.L= 7.75 ft 1 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75 ft 2 0.232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +p+W+H Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+0.70E+H Dsgn.L= 7.75 ft 1 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.072 -9.10 9.10 85.00 50.90 1.00 1.00 2.99 62.10 41.40 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 7.75ft 1 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 7.75ft 1 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 7.75ft 1 0.232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 7.75ft 1 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +p+p.75pL+0.750S+0.750W+H,LL Corr Dsgn.L= 7.75 ft 1 0.232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75ft 2 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750L+0.750S-F0.750W+H,LL Car Dsgn.L= 7.75 ft 1 0.232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75ft 2 0.232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +p+p.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 7.75 ft 1 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 Dsgn.L= 3.75 ft 2 0.179 0.076 -9.10 9.10 85.00 50.90 1.00 1.00 3.16 62.10 41.40 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 7.75ft 1 0.232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 Dsgn.L= 3.75 ft 2 0232 0.090 -11.80 11.80 85.00 50.90 1.00 1.00 3.72 62.10 41.40 +D+0.750L+0.7505+0.5250E+H,ll Con Dsgn.L= 7.75ft 1 0232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 Dsgn.L= 3.75 ft 2 0.232 0.094 -11.80 11.80 85.00 50.90 1.00 1.00 3.88 62.10 41.40 +0.60D�W+H Dsgn.L= 7.75 ft 1 0.107 O.Oa3 -5.46 5.46 85.00 50.90 1.00 1.00 1.80 62.10 41.40 Dsgn.L= 3.75 ft 2 0.107 0.043 -5.46 5.46 85.00 50.90 1.00 1.00 1.80 62.10 41.40 +0.60D+0.70E+H Dsgn.L= 7.75 ft 1 0.107 0.043 -5.46 5.46 85.00 50.90 1.00 1.00 1.80 62.10 41.40 Dsgn.L= 3.75 ft 2 0.107 0.043 -5.46 5.46 85.00 50.90 1.00 1.00 1.80 62.10 41.40 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: 3. typ.bm@dedcta�wP&Q.3 Overall Ma�dmwti Deflectiais-Ur�fac:tored Loads Load C',orrt�ination Span N�x.""Defl Location in Span Load C'.orr�bination Max."+"Defl Location in Span D+L 1 0.2450 0.000 0.0000 0.000 2 0.0000 0.000 D+L -0.0086 1.587 V21"tlCdl RP.�CtIOf1S-UI'1f�a1'2d Support notation:Far left is#1 Values in 14PS Load Cont�ination Support 1 Support 2 Support 3 O�erall MaJGrrum 7.458 -2.819 D Only 5.342 -1.858 L Only,LL C',orrb Fdan(�L) 0225 0225 L Only,LL Corr�b W.an(L`) 1.891 -0.961 L Only,LL C'.orii�f�n(LL) 2.116 -0.736 D+L,LL Corri�Fdan('L) 5.567 -1.633 D+�L,LL Corr�b Run(L') 7233 -2.819 D+L,LL Corr�b Fdan(LL) 7.458 -2.594 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,z:azPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 4. 19.7 b/e Q.3&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.72) L(0.48) . _ Span = 25.0 ft W 16x77 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.720, L=0.480 kfft, Tributary VWdth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.267: 1 Maximum Shear Stress Ratio= 0.106 : 1 Section used for this span W16x77 Section used for this span W16x77 Ma:Applied 99.760 k-ft Va:Applied 15.962 k Mn/Omega:Allowable 374251 k-ft Vn/Omega :Allowable 150.150 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 12.500ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.132 in Ratio= 2,27p Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.351 in Ratio= 854 Max Upward Total Deflection 0.000 in Ratio= p <q$p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 25.00 ft 1 0.166 0.066 62.26 62.26 625.00 374.25 1.00 1.00 9.96 225.23 150.15 +p+�+H Dsgn.L= 25.00 ft 1 0267 0.106 99.76 99.76 625.00 374.25 1.00 1.00 15.96 225.23 150.15 +p+V-+H Dsgn.L= 25.00 ft 1 0.166 0.066 62.26 62.26 625.00 374.25 1.00 1.00 9.96 225.23 150.15 +D+S+H Dsgn.L= 25.00 ft 1 0.166 0.066 6226 62.26 625.00 37425 1.00 1.00 9.96 225.23 150.15 +D+0.750Lr+0.750L+H Dsgn.L= 25.00 ft 1 0242 0.096 90.39 90.39 625.00 374.25 1.00 1.00 14.46 225.23 150.15 +D+0.750L+0.750S+H Dsgn.L= 25.00 ft 1 0.242 0.096 90.39 90.39 625.00 374.25 1.00 1.00 14.46 225.23 150.15 +DtW+H Dsgn.L= 25.00 ft 1 0.166 0.066 6226 62.26 625.00 374.25 1.00 1.00 9.96 225.23 150.15 +D+0.70E+H Dsgn.L= 25.00 ft 1 0.166 0.066 62.26 62.26 625.00 374.25 1.00 1.00 9.96 225.23 150.15 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 25.00 ft 1 0.242 0.096 90.39 90.39 625.00 374.25 1.00 1.00 14.46 225.23 150.15 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 25.00 ft 1 0242 0.096 90.39 90.39 625.00 374.25 1.00 1.00 14.46 225.23 150.15 +D+0.750L+0.7505+0.750W+H Dsgn.L= 25.00 ft 1 0.242 0.096 90.39 90.39 625.00 374.25 1.00 1.00 14.46 225.23 150.15 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 25.00 ft 1 0.242 0.096 90.39 90.39 625.00 37425 1.00 1.00 14.46 22523 150.15 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,z:azPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjption: 4. 19.7 b/e Q.3&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 25.00 ft 1 0.100 0.040 37.36 37.36 625.00 374.25 1.00 1.00 5.98 225.23 150.15 +0.60D+0.70E+H Dsgn.L= 25.00 ft 1 0.100 0.040 37.36 37.36 625.00 374.25 1.00 1.00 5.98 225.23 150.15 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.3514 12.625 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 15.962 15.962 D Only 9.962 9.962 L Only 6.000 6.000 D+L 15.962 15.962 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:g�wvzo�a,szoPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 5. Q3 b/w 18.7&20.4 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(10) L(6) D 0.702 L 0.25 i ♦ � Span = 24.0 ft W 16x67 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.7020, L=0.250 k/ft, Tributary UWdth=1.0 ft,(w) Poir�t Load: D=10.0, L=6.0 k@ 7.750 ft,(P) DESI�I SUMVIARY � • • • Maximum Bending Stress Ratio = 0.457: 1 Maximum Shear Stress Ratio= 0.179 : 1 Section used for this span W16x67 Section used for this span W16x67 Ma:Applied 148.084 k-ft Va:Applied 23.062 k Mn/Omega:Allowable 324.351 k-ft Vn/Omega:Allowable 128.770 k Load Corri�ination +D+L+H Load Corrt�ination +D+L+H La�tion of rr�d rrum on span 7.800ft La:ation of rr�d rrum on span 0.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.159 in Ratio= 1,807 Max Upward L+Lr+S Deflection 0.000 in Ratio= p <q$Q Max Downward Total Deflection 0.521 in Ratio= 553 Max Upward Total Deflection 0.000 in Ratio= 0 Q60 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 24.00 ft 1 0.311 0.124 100.90 100.90 541.67 324.35 1.00 1.00 16.00 193.16 128.77 +p+�+H Qsgn.L= 24.00 ft 1 0.457 0.179 148.08 148.08 541.67 324.35 1.00 1.00 23.06 193.16 128.77 +p+�-+H Dsgn.L= 24.00 fl 1 0.311 0.124 100.90 100.90 541.67 324.35 1.00 1.00 16.00 193.16 128.77 +p+g-rH Dsgn.L= 24.00 ft 1 0.311 0.124 100.90 100.90 541.67 324.35 1.00 1.00 16.00 193.16 128.77 +D+0.750Lr+0.750L+H Dsgn.L= 24.00 ft 1 0.420 0.165 136.29 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.77 +D+0.750L+0.750S+H Dsgn.L= 24.00 fl 1 0.420 0.165 13629 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.77 +p+W+H Dsgn.L= 24.00 ft 1 0.311 0.124 100.90 100.90 541.67 324.35 1.00 1.00 16.00 193.16 128.77 +D+0.70E+H Dsgn.L= 24.00 ft 1 0.311 0.124 100.90 100.90 541.67 324.35 1.00 1.00 16.00 193.16 128.77 +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 24.00 ft 1 0.420 0.165 13629 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.77 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 24.00 ft 1 0.420 0.165 136.29 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.77 +D+0.750L+0.7505+0.750W+H Dsgn.L= 24.00 ft 1 0.420 0.165 136.29 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.77 +D+0.750L+0.7505+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. TitleBlockLine6 �;�c�:g�wvzo�a,szoPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 5. Q.3 b/w 18.7&20.4 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 24.00 ft 1 0.420 0.165 136.29 136.29 541.67 324.35 1.00 1.00 21.30 193.16 128.T1 +0.60D+�W+H Dsgn.L= 24.00 ft 1 0.187 0.075 60.54 60.54 541.67 324.35 1.00 1.00 9.60 193.16 128.77 +0.60D+0.70E+H Dsgn.L= 24.00 ft 1 0.187 0.075 60.54 60.54 541.67 324.35 1.00 1.00 9.60 193.16 128.TT Overall Ma�dmum Deflectiais-UrrFacxored Leads Load Corrt�ination Span Ma�c.""Defl Location in Span Load Cai�bination Max."+"Defl Location in Span D+L 1 0.5205 11.520 0.0000 0.000 VP.PtICdI REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#1 Values in 14PS Load Car�ination Support 1 Support 2 O�erall Nl4Xmam 23.062 17.395 D Only 16.000 12.458 L Only 7.063 4.938 D+L 23.062 17.395 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:szPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 6.20.5 b/w Q5&R5 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.108) L(0.08) � + Span = 13.50 ft � W8x10 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.1080, L=0.080 k/ft, Tributary VWctth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.206: 1 Maximum Shear Stress Ratio= 0.050 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 4.512 k-ft Va:Applied 1.337 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega :Allowable 26.826 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 6.750ft Location of ma�d rrum on span 13.500 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.067 in Ratio= 2,401 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.167 in Ratio= 970 Max Upward Total Deflection 0.000 in Ratio= p <q$p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 13.50 ft 1 0.123 0.030 2.69 2.69 36.52 21.87 1.00 1.00 0.80 40.24 26.83 +p+�+H Dsgn.L= 13.50 ft 1 0206 0.050 4.51 4.51 36.52 21.87 1.00 1.00 1.34 40.24 26.83 +p+V-+H Dsgn.L= 13.50 ft 1 0.123 0.030 2.69 2.69 36.52 21.87 1.00 1.00 0.80 4024 26.83 +D+S+H Dsgn.L= 13.50 ft 1 0.123 0.030 2.69 2.69 36.52 21.87 1.00 1.00 0.80 40.24 26.83 +D+0.750Lr+0.750L+H Dsgn.L= 13.50 ft 1 0.185 0.045 4.06 4.06 36.52 21.87 1.00 1.00 1.20 4024 26.83 +D+0.750L+0.750S+H Dsgn.L= 13.50 ft 1 0.185 0.0�5 4.06 4.06 36.52 21.87 1.00 1.00 1.20 40.24 26.83 +DtW+H Dsgn.L= 13.50 ft 1 0.123 0.030 2.69 2.69 36.52 21.87 1.00 1.00 0.80 40.24 26.83 +D+0.70E+H Dsgn.L= 13.50 ft 1 0.123 0.030 2.69 2.69 36.52 21.87 1.00 1.00 0.80 40.24 26.83 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 13.50 ft 1 0.185 0.045 4.06 4.06 36.52 21.87 1.00 1.00 1.20 40.24 26.83 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 13.50 ft 1 0.185 0.045 4.06 4.06 36.52 21.87 1.00 1.00 1.20 40.24 26.83 +D+0.750L+0.7505+0.750W+H Dsgn.L= 13.50 ft 1 0.185 0.0�5 4.06 4.06 36.52 21.87 1.00 1.00 1.20 4024 26.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 13.50 ft 1 0.185 0.045 4.06 4.06 36.52 21.87 1.00 1.00 120 40.24 26.83 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:g�wv zo�a,s:szPrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 6.20.5 b/w Q5&R5 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 13.50 ft 1 0.074 0.018 1.61 1.61 36.52 21.87 1.00 1.00 0.48 4024 26.83 +0.60D+0.70E+H Dsgn.L= 13.50 ft 1 0.074 0.018 1.61 1.61 36.52 21.87 1.00 1.00 0.48 4024 26.83 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.1671 6.818 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall NWKrrum 1.337 1.337 D Only 0.797 0.797 L Only 0.540 0.540 D+L 1.337 1.337 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:�aFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 7.20.6 b/w Q5&R5 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.0675 L 0.125 D .5 D(0.054 L(0.04) �%� Span = 13.50 ft � W12x14 �j�� Service loads entered. Load Factors will be appiied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.0540, L=0.040 ksf, Tributary Vbfdth=1.0 ft,(w) Unifam Load: D=0.50 Wft, Tributary V�Idth=1.0 ft,(wall) Unifam Load: D=0.0540, L=0.10 ksf, Tri butary Vbf dth=1.250 ft,(w) DESI�I SUNM4RY � - • • Maximum Bending Stress Ratio = 0.420: 1 Maximum Shear Stress Ratio= 0.126 : 1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 18.240 k-ft Va:Applied 5.404 k Mn/Omega:Allowable 43.413 k-ft Vn/Omega :Allowable 42.754 k Load C',oirbination +D+L+H Load C.oirbination +D+L+F- La�tion of rr�d rrum on span 6.750ft La;ation of rr�d rrum on span 0.000 ft Span#v�-e ma�dmum oocurs Span#1 Span#v�-e ma�dmam ooa irs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.048 in Ratio= 3,348 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.235 in Ratio= 690 Max Upward Total Deflection 0.000 in Ratio= Q <q$Q Ma�dmum Forces&Stresses for Laad Comt�inations Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Nbrrent Values Surrrrory of Shear Values segm�,t�e�, span# M v nm,�+ n�r„�_ n�_n� nmx nm�o�„�a cb wr va n� v� vn�orr,�a D Only Dsgn.L= 13.50 ft 1 0.334 0.100 14.48 14.48 72.50 43.41 1.00 1.00 4.29 71.40 42.75 +p+�+H Dsgn.L= 13.50 ft 1 0.420 0.126 18.24 18.24 72.50 43.41 1.00 1.00 5.40 71.40 42.75 +D+Lr+H Dsgn.L= 13.50 ft 1 0.334 0.100 14.48 14.48 72.50 43.41 1.00 1.00 429 71.40 42.75 +D+�S+H Dsgn.L= 13.50 ft 1 0.334 0.100 14.48 14.48 72.50 43.41 1.00 1.00 4.29 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 +p+W+H Dsgn.L= 13.50 ft 1 0.334 0.100 14.48 14.48 72.50 43.41 1.00 1.00 4.29 71.40 42.75 +D+0.70E+H Dsgn.L= 13.50 ft 1 0.334 0.100 14.48 14.48 72.50 43.41 1.00 1.00 4.29 71.40 42.75 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 +D+0.750L+0.750S+0.750W+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:�aFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 7.20.6 b/w Q5&R5 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+p.750L+0.7505+0.5250E+H Dsgn.L= 13.50 ft 1 0.399 0.120 17.30 17.30 72.50 43.41 1.00 1.00 5.13 71.40 42.75 +0.60D�W+H Dsgn.L= 13.50 ft 1 0200 0.060 8.69 8.69 72.50 43.41 1.00 1.00 2.57 71.40 42.75 +0.60D+0.70E+H Dsgn.L= 13.50 ft 1 0200 0.060 8.69 8.69 72.50 43.41 1.00 1.00 2.57 71.40 42.75 Overall Ma�dmwn Deflectior�s-UrtiFactored Loads Load Corri�ination Span N}ax.""Defl Location in Span Load Gorr�bination Max."+^p� Location in Span D+L 1 0.2347 6.818 0.0000 0.000 V@YtiCel R�Ct1011S-U11f8Ct01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O�erall MAXmum 5.404 5.404 D Only 4.291 4.291 LOnly 1.114 1.114 D+L 5.404 5.404 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:aoFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 8. Q.5 b/w20.48�21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 Of� ��}� D(11.4)L(26) D(0.8)L(0.5) � i D 0.608 L 0.08 � Span=9.50 ft �'�; W 12x30 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.6080, L=0.080 k/ft,Exter�=5.50-»9.50 ft, Tributary 1Mdth=1.0 ft,(vJL) Unifam Load: D=0.1080, L=0.2U klft,Extent=0.0-»5.50 ft, Tributary 1Mdth=1.0 ft,(wl) Poir�t Laad: D=0.80, L=1.40 k@2.750 ft,(P1=P3) Poir�t Load: D=0.80, L=0.50 k(a�7.50 ft,(P1=P3) Poi r�t Load: D=11.40, L=26.0 k@ 5.50 ft,(P2) DESIGI�I SUMVIARY �- � • Maximum Bending Stress Ratio = 0.892: 1 Maximum Shear Stress Ratio= 0.408 : 1 Section used for this span W12x30 Section used for this span W12x30 Ma:Applied 95.921 k-ft Va:Applied 26.121 k Mn/Omega:Allowable 107.535 k-ft Vn/Omega :Allowable 63.960 k Load Corrbination +D+L+H Load Carbination +D+L+I- Location of rr�d rrum on span 5.510ft Location of rr�d rrum on span 9.500 ft �#v�tiere ma�dmum oocurs Span#1 Span#v�k�ere rr�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.124 in Ratio= 922 Max Upward L+Lr+S Deflection 0.000 in Ratio= p �Qp Max Downward Total Deflection 0.187 in Ratio= 610 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination Mwc SU"ess Ratios Sum rrary of Nbment Values Surrmary of St�ear Values Segrr�erit Lerigth Span# M V M rrax+ (VYr�aX- Ma-Nl� NYix Nhx/pm�a (� Rrr Va Max Vrix Vrix/Orrega D Only Dsgn.L= 9.50 ft 1 0298 0.152 32.02 32.02 179.58 107.53 1.00 1.00 9.70 95.94 63.96 +p+�+H Dsgn.L= 9.50 ft 1 0.892 0.408 95.92 95.92 179.58 107.53 1.00 1.00 26.12 95.94 63.96 +p+�-+H Dsgn.L= 9.50 ft 1 0298 0.152 32.02 32.02 179.58 107.53 1.00 1.00 9.70 95.94 63.96 +p+s-rH Dsgn.L= 9.50 ft 1 0.298 0.152 32.02 32.02 179.58 107.53 1.00 1.00 9.70 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +D+0.750L+0.750S+H Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +D+W+hi Dsgn.L= 9.50 ft 1 0.298 0.152 32.02 32.02 179.58 107.53 1.00 1.00 9.70 95.94 63.96 +p+p,70E+H Dsgn.L= 9.50 ft 1 0.298 0.152 32.02 32.02 179.58 107.53 1.00 1.00 9.70 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:aoFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descriptlon: 8. Q,5 b/w20.48�21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 9.50 ft 1 0.743 0.344 79.95 79.95 179.58 107.53 1.00 1.00 22.01 95.94 63.96 +0.60D+-W+H Dsgn.L= 9.50 ft 1 0.179 0.091 19.21 19.21 179.58 107.53 1.00 1.00 5.82 95.94 63.96 +0.60D+0.70E+H Dsgn.L= 9.50 ft 1 0.179 0.091 19.21 19.21 179.58 107.53 1.00 1.00 5.82 95.94 63.96 Overall Nhaximum Deflectlais-UrrFactored Leads Load Corr�bination Span Max.""Defl Location in Span Load Coml�ination Ma�c."+"Defl Location in Span D+L 1 0.1869 4.988 0.0000 0.000 V2CtICdI RP.�CtIOf1S-UflfaCt01'2d Support notation:Far left is#1 Values in 14PS Load Coni�ination Support 1 Support 2 O�erall MAXmam 19.509 26.121 D Only 6.613 9.697 L Only 12.896 16.424 D+L 19.509 26.121 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c��s�FUVZa�a,9:�owv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 9. 20.6 b/w R5&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.662) L(0.12) i � Span = 7.50 ft I W8x10 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Load: D=0.6620, L=0.120 k/ft, Tributary VWctth=1.0 ft,(w) DESIGI�I SUNNWRY � ' � • Maximum Bending Stress Ratio = 0.255: 1 Maximum Shear Stress Ratio= 0.111 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 5.569 k-ft Va:Applied 2.970 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega :Allowable 26.826 k Load C.orr�bination +D+L+H Load Corri�ination +D+L+H' Location of rr�d rrum on span 3.750ft Location of ma�d rrum on span 0.000 ft Span#where ma�dmam ooairs Span#1 Span#where ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.010 in Ratio= 9,335 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.064 in Ratio= 1414 Max Upward Total Deflection 0.000 in Ratio= p <q$p Ma�dmum Forces�Str�esse.s for Load Corribinatiais Load Corri�ination Ma�c Stress Ratios Surrrr�ry of Morrent Values Surrrr�ry of Shear Val�s segme�,t Lengtl, span# M v nhrtvc+ nhrn�c_ nka_n� nn,x nmx/orr,ega cb Wr va nh� vrix vn�orr�ega D Only Dsgn.L= 7.50 ft 1 0.216 0.094 4.73 4.73 36.52 21.87 1.00 1.00 2.52 40.24 26.83 +p+�+H Dsgn.L= 7.50 ft 1 0255 0.111 5.57 5.57 36.52 21.87 1.00 1.00 2.97 40.24 26.83 +p+V-+H Dsgn.L= 7.50 ft 1 0.216 0.094 4.73 4.73 36.52 21.87 1.00 1.00 2.52 4024 26.83 +D+S+H Dsgn.L= 7.50 ft 1 0.216 0.094 4.73 4.73 36.52 21.87 1.00 1.00 2.52 40.24 26.83 +D+0.750Lr+0.750L+H Dsgn.L= 7.50 ft 1 0245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 4024 26.83 +D+0.750L+0.750S+H Dsgn.L= 7.50 ft 1 0.245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 40.24 26.83 +DtW+H Dsgn.L= 7.50 ft 1 0216 0.094 4.73 4.73 36.52 21.87 1.00 1.00 2.52 40.24 26.83 +D+0.70E+H Dsgn.L= 7.50 ft 1 0216 0.094 4.73 4.73 36.52 21.87 1.00 1.00 2.52 40.24 26.83 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 7.50 ft 1 0245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 40.24 26.83 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 7.50 ft 1 0245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 40.24 26.83 +D+0.750L+0.750S-F0.750W+H Dsgn.L= 7.50 ft 1 0.245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 4024 26.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.50 ft 1 0.245 0.107 5.36 5.36 36.52 21.87 1.00 1.00 2.86 40.24 26.83 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c��s�FUVZa�a,9:�owv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 9. 20.6 b/w R5&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +0.60D+W+H Dsgn.L= 7.50 ft 1 0.130 0.056 2.84 2.84 36.52 21.87 1.00 1.00 1.51 4024 26.83 +0.60D+0.70E+H Dsgn.L= 7.50 ft 1 0.130 0.056 2.84 2.84 36.52 21.87 1.00 1.00 1.51 4024 26.83 Overall Ma�dm�mi Deflectiais-UrtiFactored Loads Load Corr�bination Span N�x.""Defl Location in Span Load C',orr�bination Max."+"Defl Location in Span D+L 1 0.0636 3.788 0.0000 0.000 V@i'tiCdl RB2CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 O✓erall MAKrrum 2.970 2.970 D Only 2.520 2.520 L Only 0.450 0.450 D+L 2.970 2.970 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �siFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 10. R5 b/w20.4&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.108 L 0.08 D .108 L 0�08 OFg ��1� D(9.8)L(2�Q�.5 L(O[�Q .8)L(0. ) ♦ � D 0.5 ♦ ♦ vSpan=9.50 ft U W 12x30 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.50 k/ft,Extent=5.50-»6.50 ft, Tributary�IUdth=1.0 ft,(vJ2) Unifam Load: D=0.1080, L=0.2U k/ft,Extent=0.0-»5.50 ft, Tributary 1Mdth=1.0 ft,(wl) Poi r�t Laad: D=0.80, L=1.40 k@ 2.750 ft,(P1) Poi r�t Load: D=0.80, L=0.50 k(a�7.50 ft,(P1) Poi r�t Load: D=9.80, L=25.10 k@ 5.50 ft,(P2) Unifam Load: D=0.1080, L=0.080 k/ft,Extent=6.50-»9.50 ft, Tributary V�fdth=1.0 ft,(v✓3) Poi r�t Load: D=2.50, L=0.50 k@ 6.50 ft,(P3) Unifam Loec1: D=0.1080, L=0.080 k/ft,Extent=5.50-»9.50 ft, Tributary 1Mdth=1.0 ft,(wl) DESIGI�I SUNNWRY �- � • Maximum Bending Stress Ratio = 0.879: 1 Maximum Shear Stress Ratio= 0.406 : 1 Section used for this span W12x30 Section used for this span W12x30 Ma:Applied 94.551 k-ft Va:Applied 25.938 k Mn/Omega:Allowable 107.535 k-ft Vn/Omega:Allowable 63.960 k Load Combination +D+L+H Load C'.a'r�bination +D+L+H La:�tion of rrt�d rrum on span 5.510ft Location of ma�d rrum on span 9.500 ft Span#v�xe ma�drrum occurs Span#1 Span#v�xe ma�dmum ooairs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.122 in Ratio= 934 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.185 in Ratio= 615 Max Upward Total Deflection 0.000 in Ratio= p <q$Q Ma�dmum Forces&Stresses for Load Coml�inations Load Car�bination Ma�c Stress Ratios Surrrr►�ryof Nbirent Values Surrrr►�ryof Shear Values seggm�,t�e�, span# m v nm��c+ nn�c_ nn�_n� nn,x nmworr,�a cb wr va n� v� vn�o�a D Only Dsgn.L= 9.50 ft 1 0294 0.148 31.65 31.65 179.58 107.53 1.00 1.00 9.49 95.94 63.96 +D+L+H Dsgn.L= 9.50 ft 1 0.879 0.406 94.55 94.55 179.58 107.53 1.00 1.00 25.94 95.94 63.96 +DFLr+H Dsgn.L= 9.50 ft 1 0294 0.148 31.65 31.65 179.58 107.53 1.00 1.00 9.49 95.94 63.96 +D+S+H Dsgn.L= 9.50 ft 1 0294 0.148 31.65 31.65 179.58 107.53 1.00 1.00 9.49 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +D+0.750L+0.750S+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +D+W+H Dsgn.L= 9.50 ft 1 0294 0.148 31.65 31.65 179.58 107.53 1.00 1.00 9.49 95.94 63.96 +D+0.70E+H Dsgn.L= 9.50 ft 1 0.294 0.148 31.65 31.65 179.58 107.53 1.00 1.00 9.49 95.94 63.96 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �siFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescxjptlon: 10. R5 b/w20.4&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+p.750Lr+0.750L+0.750W+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +p+p.750L+0.750S+0.750W+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 9.50 ft 1 0.733 0.341 78.83 78.83 179.58 107.53 1.00 1.00 21.83 95.94 63.96 +0.60D+VV+Fi Dsgn.L= 9.50 ft 1 0.177 0.089 18.99 18.99 179.58 107.53 1.00 1.00 5.69 95.94 63.96 +0.60D+0.70E+H Dsgn.L= 9.50 ft 1 0.177 0.089 18.99 18.99 179.58 107.53 1.00 1.00 5.69 95.94 63.96 Overall Ma�dmwn Deflectior�s-UriFactored Leads Load C',oni�ination Span N�C."��Defl Location in Span Load Combination Max,�+"Defl Location in Span D+L 1 0.1853 4.988 0.0000 0.000 VE1tiCal R�Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load CArr�bination Support 1 Support 2 O✓erall fvl�X�imum 19.256 25.938 D Only 6.543 9.491 L Only 12.713 16.447 D+L 19.256 25.938 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:s�Frv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 11. 20.4 bJw Q&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.108) L(0.08) D0.108 L0.08 � D(22)� (21.8) D(9.5) L(16.4) D 0.24 L 0.16 � Span = 28.50 ft W21x101 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.240, L=0.160 k/ft,Extent=4.0-»28.50 ft, Tributary Width=1.0 ft,(wl) Unifam Load: D=0.50 k/ft,Exter�=4.0-»7.50 ft, Tributary Wfdth=1.0 ft,(v�2) Unifam Load: D=0.1080, L=0.080 Wft,Exter�=0.0-»4.0 ft, Tributary V�,idth=1.0 ft,(vJ3) Unifam Loed: D=0.1080, L=0.080 k/ft,Exter�=7.50-»28.50 ft, Tributary V�fdth=1.0 ft,(v✓3) Poi r�t Load: D=22.0, L=29.50 k@ 4.0 ft,(P1) Poi r�t Load: D=9.70, L=21.80 k@ 7.50 ft,(P2) Par�t Load: D=9.50, L=16.40 k@21.0 ft,(P3) DESIGI�I SUNMARY � • • Maximum Bending Stress Ratio = 0.686: 1 Maximum Shear Stress Ratio= 0.390 : 1 Section used for this span W21x101 Section used for this span W21x101 Ma:Applied 433.330 k-ft Va:Applied 83.507 k Mn/Omega:Allowable 631.238 k-ft Vn/Omega :Allowable 214.0 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 7.553ft Location of rrr�d rrum on span 0.000 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.522 in Ratio= 655 Max Upward L+Lr+S Deflection 0.000 in Ratio= p �Qp Max Downward Total Deflection 0.899 in Ratio= 381 �480 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� M�ix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 28.50ft 1 0.280 0.164 176.97 176.97 1,054.17 631.24 1.00 1.00 35.17 321.00 214.00 +p+�+H Dsgn.L= 28.50ft 1 0.686 0.390 433.33 433.33 1,054.17 631.24 1.00 1.00 83.51 321.00 214.00 +D+�-+H Dsgn.L= 28.50ft 1 0.280 0.164 176.97 176.97 1,054.17 631.24 1.00 1.00 35.17 321.00 214.00 +p+$-rH Dsgn.L= 28.50 ft 1 0.280 0.164 176.97 176.97 1,054.17 631.24 1.00 1.00 35.17 321.00 214.00 +p+p.750Lr+0.750L+H Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +D+0.750L+0.750S+H Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +p+W+H Dsgn.L= 28.50ft 1 0.280 0.164 176.97 176.97 1,054.17 631.24 1.00 1.00 35.17 321.00 214.00 +D+0.70E+H Dsgn.L= 28.50ft 1 0280 0.164 176.97 176.97 1,054.17 631.24 1.00 1.00 35.17 321.00 214.00 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a, �:s�Frv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. DesCfiptlon: 11. 20.4 b/w Q&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +D+0.750L+0.750S+0.750W+H Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +D+O.750 L+O.750 S+O.5250 E+H Dsgn.L= 28.50ft 1 0.585 0.334 369.24 369.24 1,054.17 631.24 1.00 1.00 71.42 321.00 214.00 +0.60D*W+H Dsgn.L= 28.50ft 1 0.168 0.099 106.18 106.18 1,054.17 631.24 1.00 1.00 21.10 321.00 214.00 +0.60D+0.70E+H Dsgn.L= 28.50ft 1 0.168 0.099 106.18 106.18 1,054.17 631.24 1.00 1.00 21.10 321.00 214.00 Ov�all Ma�dmum Deflectiais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.8986 13.680 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 83.507 44.534 D Only 35.167 19.254 L Only 48.340 25.280 D+L 83.507 44.534 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c��s�FUVZa�a,9:�awv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 11. (alt.)20.4 b/w G1�S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.108) L(0.08) D0.108 L0.08 � D(22)� '5 .4) D(9.5) L(15.6) D 0.24 L 0.16 � Span = 28.50 ft W 21 x83 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.240, L=0.160 k/ft,Extent=4.0-»28.50 ft, Tributary Width=1.0 ft,(wl) Unifam Load: D=0.50 k/ft,Exter�=4.0-»7.50 ft, Tributary Wfdth=1.0 ft,(v�2) Unifam Load: D=0.1080, L=0.080 Wft,Exter�=0.0-»4.0 ft, Tributary V�,idth=1.0 ft,(vJ3) Unifam Loed: D=0.1080, L=0.080 k/ft,Exter�=7.50-»28.50 ft, Tributary V�fdth=1.0 ft,(v✓3) Poi r�t Load: D=22.0, L=29.50 k@ 4.0 ft,(P1) Poir�t Load: L=5.40 k@ 7.50 ft,(P2) Par�t Load: D=9.50, L=15.60 k@21.0 ft,(P3) DESI�I SUIV11�14RY � ' • Maximum Bending Stress Ratio = 0.594: 1 Maximum Shear Stress Ratio= 0.289 : 1 Section used for this span W21x83 Section used for this span W21x83 Ma:Applied 290.464 k-ft Va:Applied 63.798 k Mn/Omega:Allowable 489.022 k-ft Vn/Omega :Allowable 220.420 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 10.973ft Location of rrr�d rrum on span 0.000 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.493 in Ratio= 693 Max Upward L+Lr+S Deflection 0.000 in Ratio= p �Qp Max Downward Total Deflection 0.875 in Ratio= 391 �480 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 28.50 ft 1 0.260 0.126 127.08 127.08 816.67 489.02 1.00 1.00 27.75 330.63 220.42 +p+�+H Dsgn.L= 28.50 ft 1 0.5.94 0.289 290.46 290.46 816.67 489.02 1.00 1.00 63.80 330.63 220.42 +D+�-+H Dsgn.L= 28.50 ft 1 0.260 0.126 127.08 127.08 816.67 489.02 1.00 1.00 27.75 330.63 220.42 +p+$-rH Dsgn.L= 28.50 ft 1 0.260 0.126 127.08 127.08 816.67 489.02 1.00 1.00 27.75 330.63 220.42 +p+p.750Lr+0.750L+H Dsgn.L= 28.50 ft 1 0.510 0.249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +D+0.750L+0.750S+H Dsgn.L= 28.50 ft 1 0.510 0249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +p+W+H Dsgn.L= 28.50 ft 1 0260 0.126 127.08 127.08 816.67 489.02 1.00 1.00 27.75 330.63 220.42 +D+0.70E+H Dsgn.L= 28.50 ft 1 0260 0.126 127.08 127.08 816.67 489.02 1.00 1.00 27.75 330.63 220.42 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c��s�FUVZa�a,9:�awv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. Descxlptlon: 11. (alt.)20.4 b/w G1�S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 28.50 ft 1 0.510 0249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 28.50 ft 1 0.510 0.249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +D+0.750L+0.750S+0.750W+H Dsgn.L= 28.50 ft 1 0.510 0.249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +D+O.750 L+O.750 S+O.5250 E+H Dsgn.L= 28.50 ft 1 0.510 0.249 249.54 249.54 816.67 489.02 1.00 1.00 54.79 330.63 220.42 +0.60D*W+H Dsgn.L= 28.50 ft 1 0.156 0.076 76.25 7625 816.67 489.02 1.00 1.00 16.65 330.63 220.42 +0.60D+0.70E+H Dsgn.L= 28.50 ft 1 0.156 0.076 76.25 76.25 816.67 489.02 1.00 1.00 16.65 330.63 220.42 Ov�all Ma�dmum Deflectiais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.8752 13.965 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 63.798 36.810 D Only 27.753 16.435 L Only 36.045 20.375 D+L 63.798 36.810 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 12. 18.7 bJw Q&S CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.108 L 0.08 � + + D 0.108 L 0.08 D 0.5 D(18. (27 ) � 9J (21.8) D(9.5)L(16.4) D 0.48 L 0.32 � � � � Span=28.50 ft W21x111 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load fa-Span Nurrbe�-1 Unifam Load: D=0.480, L=0.320 k/ft,Extent=4.0-»28.50 ft, Tributary Width=1.0 ft,(wl) Unifam Load: D=0.50 k/ft,Exter�=4.0-»7.50 ft, Tributary Wfdth=1.0 ft,(v�2) Unifam Load: D=0.1080, L=0.080 Wft,Exter�=0.0-»4.0 ft, Tributary V�,idth=1.0 ft,(vJ3) Unifam Loed: D=0.1080, L=0.080 k/ft,Exter�=7.50-»28.50 ft, Tributary V�fdth=1.0 ft,(v✓3) Poi r�t Load: D=18.50, L=27.30 k@ 4.0 ft,(P1) Poi r�t Load: D=9.70, L=21.80 k@ 7.50 ft,(P2) Par�t Load: D=9.50, L=16.40 k@21.0 ft,(P3) DESIGI�I SUNMARY � - • Maximum Bending Stress Ratio = 0.642: 1 Maximum Shear Stress Ratio= 0.351 : 1 Section used for this span W21x111 Section used for this span W21x111 Ma:Applied 446.642 k-ft Va:Applied 82.960 k Mn/Omega:Allowable 696.108 k-ft Vn/Omega :Allowable 236.50 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 7.553ft Location of rrr�d rrum on span 0.000 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.492 in Ratio= 694 Max Upward L+Lr+S Deflection 0.000 in Ratio= p �Qp Max Downward Total Deflection 0.864 in Ratio= 396 �480 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 28.50 ft 1 0.269 0.147 187.60 187.60 1,162.50 696.11 1.00 1.00 34.83 354.75 236.50 +p+�+H Dsgn.L= 28.50 ft 1 0.642 0.351 446.64 446.64 1,162.50 696.11 1.00 1.00 82.96 354.75 236.50 +D+�-+H Dsgn.L= 28.50 ft 1 0.269 0.147 187.60 187.60 1,162.50 696.11 1.00 1.00 34.83 354.75 236.50 +p+$-rH Dsgn.L= 28.50 ft 1 0.269 0.147 187.60 187.60 1,162.50 696.11 1.00 1.00 34.83 354.75 236.50 +p+p.750Lr+0.750L+H Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +D+0.750L+0.750S+H Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +p+W+H Dsgn.L= 28.50 ft 1 0269 0.147 187.60 187.60 1,162.50 696.11 1.00 1.00 34.83 354.75 236.50 +D+0.70E+H Dsgn.L= 28.50 ft 1 0269 0.147 187.60 187.60 1,162.50 696.11 1.00 1.00 34.83 354.75 236.50 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: 12. 18.7 b/w Q&S Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +D+0.750L+0.750S+0.750W+H Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +D+O.750 L+O.750 S+O.5250 E+H Dsgn.L= 28.50 ft 1 0.548 0.300 381.24 381.24 1,162.50 696.11 1.00 1.00 70.93 354.75 236.50 +0.60D*W+H Dsgn.L= 28.50 ft 1 0.162 0.088 112.56 112.56 1,162.50 696.11 1.00 1.00 20.90 354.75 236.50 +0.60D+0.70E+H Dsgn.L= 28.50 ft 1 0.162 0.088 112.56 112.56 1,162.50 696.11 1.00 1.00 20.90 354.75 236.50 Ov�all Ma�dmum Deflectiais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.8641 13.823 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 82.960 49.463 D Only 34.826 22.256 L Only 48.134 27.206 D+L 82.960 49.463 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��e nn�zzo�a.s:zaFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesCfiptlon: 13.Q b/w 19&20 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 1.510 L 1.720 � Span=5.0 ft � Span=14.0 ft � Span=SA ft W 8x35 W Sx35 W 8x35 I Q�j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Loads on all spans... Unifam Load on AL.L spans: D=1.510, L=1.720 Wft D�SIGIV SUNMARY � • � • Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio= 0.457 : 1 Section used for this span W8x35 Section used for this span W8x35 Ma:Applied 45.639 k-ft Va:Applied 23.015 k Mn/Omega:Allowable 86.577 k-ft Vn/Omega:Allowable 50.344 k Load Corri�ination +D+L+H,LL Corrt�Fdan(LL*) Load Corrt�ination +D+L+H,LL Comb Faun(LI-*) La�tion of rr�d rrum on span 5.00Oft La:ation of rr�d rrum on span 5.000 ft Span#v�k�ere ma�dmum oocurs Span#1 Span#�e ma�dmum oocurs S�an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.144 in Ratio= 1,163 Max Upward L+Lr+S Deflection -0.018 in Ratio= 3,401 Max Downward Total Deflection 0.263 in Ratio= 638 Max Upward Total Deflection -0.028 in Ratio= 2113 Ma�dmum Forces&Stresses for Load Combinations ��i�� N}ax Stress Ratios Summary of Nbrrent Values Surrmary of St�ear Values Segrrient Lerigth Span# M V �hrmx+ M r�ax- Ma-M� Mvc M�udOrr�a Cb Rrr Va Max Vrix Vrix/Orr�ega D Only Dsgn.L= 5.00 ft 1 0.246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0.246 0.215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +p+L+H,LL Corri�Run(""L) Dsgn.L= 5.00 ft 1 0.239 0.212 -20.71 20.71 144.58 86.58 1.00 1.00 10.66 75.52 50.34 Dsgn.L= 14.00 ft 2 0265 0.253 16.03 -22.95 22.95 144.58 86.58 1.00 1.00 12.75 75.52 50.34 Dsgn.L= 5.00 ft 3 0.265 0.253 1.95 -22.95 22.95 144.58 86.58 1.00 1.00 12.75 75.52 50.34 +p+L+H,11 Coni�Fdan("L") Dsgn.L= 5.00 ft 1 0.508 0.454 �4.00 44.00 144.58 86.58 1.00 1.00 22.86 75.52 50.34 Dsgn.L= 14.00 ft 2 0.508 0.454 35.98 -44.00 44.00 144.58 86.58 1.00 1.00 22.86 75.52 50.34 Dsgn.L= 5.00 ft 3 0.508 0252 �4.00 44.00 144.58 86.58 1.00 1.00 1266 75.52 50.34 +D+L+H,LL Corri�Run("LL) Dsgn.L= 5.00 ft 1 0.501 0.451 �3.40 43.40 144.58 86.58 1.00 1.00 22.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.527 0.457 35.48 -45.64 45.64 144.58 86.58 1.00 1.00 23.02 75.52 50.34 Dsgn.L= 5.00 ft 3 0.527 0.343 �5.64 45.64 144.58 86.58 1.00 1.00 1729 75.52 50.34 +D+L+H,LL Corri�Faan(L") Dsgn.L= 5.00 ft 1 0265 0253 1.95 -22.95 22.95 144.58 86.58 1.00 1.00 12.75 75.52 50.34 Dsgn.L= 14.00 ft 2 0265 0.218 16.03 -22.95 ?2.95 144.58 86.58 1.00 1.00 10.98 75.52 50.34 Dsgn.L= 5.00 ft 3 0.239 0.159 -20.71 20.71 144.58 86.58 1.00 1.00 8.00 75.52 50.34 +p+L+H,LL Corri�Run(L'L) Dsgn.L= 5.00 ft 1 0.258 0.251 2.09 -22.35 22.35 144.58 86.58 1.00 1.00 12.63 75.52 50.34 Dsgn.L= 14.00 ft 2 0258 0.251 15.50 -22.35 22.35 144.58 86.58 1.00 1.00 12.63 75.52 50.34 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��e nn�zzo�a.s:zaFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesCfiptlon: 13.Q b/w 19&20 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- Nla-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 5.00 ft 3 0258 0251 2.09 -22.35 22.35 144.58 86.58 1.00 1.00 12.63 75.52 50.34 +D+L+H,LL Cart�f�an(LL�) Dsgn.L= 5.00 ft 1 0.527 0.457 -45.64 45.64 144.58 86.58 1.00 1.00 23.02 75.52 50.34 Dsgn.L= 14.00 ft 2 0.527 0.457 35.48 �5.64 45.64 144.58 86.58 1.00 1.00 23.02 75.52 50.34 Dsgn.L= 5.00 ft 3 0.501 0.249 -43.40 43.40 144.58 86.58 1.00 1.00 12.54 75.52 50.34 +D+L+H,LL Corri�f�n(LLL) Dsgn.L= 5.00 ft 1 0.520 0.454 �5.04 45.04 144.58 86.58 1.00 1.00 22.86 75.52 50.34 Dsgn.L= 14.00 ft 2 0.520 0.454 34.95 �5.04 45.04 144.58 86.58 1.00 1.00 22.86 75.52 50.34 Dsgn.L= 5.00 ft 3 0.520 0.341 -45.04 45.04 144.58 86.58 1.00 1.00 17.17 75.52 50.34 +D+Lr+H,LL Corrib Run(�`L) Dsgn.L= 5.00 ft 1 0246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL C'.orrib Run('L") Dsgn.L= 5.00 ft 1 0246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL C',orrib Run(�LL) Dsgn.L= 5.00 ft 1 0.246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL C'.orrib f�an(L�') Dsgn.L= 5.00 ft 1 0.246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL Corrib Fdan(L`L) Dsgn.L= 5.00 ft 1 0246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL C'.orrib Run(LL') Dsgn.L= 5.00 ft 1 0246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+Lr+H,LL C',orrib Fdan(LLL) Dsgn.L= 5.00 ft 1 0.246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +Di-S+H Dsgn.L= 5.00 ft 1 0.246 0.215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0.246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+0.750Lr+0.750L+H,LL Corri�Run(` Dsgn.L= 5.00 ft 1 0241 0.212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.230 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0.260 0.230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +D+0.750Lr+0.750L+H,LL Carb Run(' Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0.229 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750Lr+0.750L+H,LL Corri�faan(` Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0.298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +D+0.750Lr+0.750L+H,LL Cari�f�an(L Dsgn.L= 5.00 ft 1 0.260 0.230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 ft 2 0260 0.217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +D+0.750Lr+0.750L+H,LL Cari�Run(L Dsgn.L= 5.00 ft 1 0.255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 14.00 ft 2 0255 0229 15.76 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0.255 0229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +D+0.750Lr+0.750L+H,LL Carb f�n(L Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0.227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +D+0.750Lr+0.750L+H,LL Corri�faan(L Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0.296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��e nn�zzo�a.s:zaFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesCfiptlon: 13.Q b/w 19&20 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +D+0.750L+0.750S+H,LL Ca rib Fhan(" Dsgn.L= 5.00 ft 1 0241 0212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.230 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +p+p.750L+0.750S+H,LL Ca rib Run('l Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0229 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750L+0.750S+H,LL Ca rib Faun('l Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +p+p.75pL+0.750S+H,LL Ca rib Fban(L' Dsgn.L= 5.00 ft 1 0260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +D+0.750L+0.750S+H,LL Ca rib Run(L' Dsgn.L= 5.00 ft 1 0255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 14.00 ft 2 0.255 0.?29 15.76 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0255 0229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +p+p.75pL+0.750S+H,LL Ca rib Run(lJ Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +p+p.75pL+0.750S+H,LL Corrib Faun(LI Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 +D+VV+hi Dsgn.L= 5.00 ft 1 0246 0215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0246 0.215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +D+0.70E+H Dsgn.L= 5.00 ft 1 0246 0215 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 14.00 ft 2 0.246 0.215 16.54 -21.31 21.31 144.58 86.58 1.00 1.00 10.82 75.52 50.34 Dsgn.L= 5.00 ft 3 0246 0.161 -21.31 21.31 144.58 86.58 1.00 1.00 8.12 75.52 50.34 +p+p.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0241 0212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.230 16.16 -22.54 ?2.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0.229 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0.298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0.241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +p+p.750Lr+0.750L+0.750WH-i,LL Con Dsgn.L= 5.00 ft 1 0.255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 14.00 ft 2 0.255 0.229 15.76 -22.09 ?2.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0.255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0241 0212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.230 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��e nn�zzo�a.s:zaFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesCfiptlon: 13.Q b/w 19&20 Load Carbination Ma�c Stress Ratios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vrix Vrix/Q� Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0.?29 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0.298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0.260 0.230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 fl 2 0260 0.217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0.255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 14.00 ft 2 0255 0229 15.76 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0.227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0.296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0.241 0.212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 fl 2 0260 0.230 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0260 0.230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0.229 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0.298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0260 0.230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 ft 2 0260 0217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0.241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 14.00 ft 2 0255 0.229 15.76 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0.227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +D+0.750L+0.750S+0.750W+H,LL Car Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0.296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 5.00 ft 1 0241 0.212 -20.86 20.86 144.58 86.58 1.00 1.00 10.70 75.52 50.34 Dsgn.L= 14.00 ft 2 0.260 0.230 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 5.00 ft 3 0.260 0.230 1.17 -22.54 ?2.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 5.00 ft 1 0.443 0.394 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 fl 2 0.443 0.394 31.12 -38.33 38.33 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.443 0.229 -38.33 38.33 144.58 86.58 1.00 1.00 11.53 75.52 50.34 +D+0.750L+0.750S+0.5250E+H,L�Con Dsgn.L= 5.00 ft 1 0.437 0.392 -37.88 37.88 144.58 86.58 1.00 1.00 19.73 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.457 0.298 -39.56 39.56 144.58 86.58 1.00 1.00 15.00 75.52 50.34 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 5.00 ft 1 0.260 0230 1.17 -22.54 22.54 144.58 86.58 1.00 1.00 11.60 75.52 50.34 Dsgn.L= 14.00 ft 2 0260 0217 16.16 -22.54 22.54 144.58 86.58 1.00 1.00 10.94 75.52 50.34 Dsgn.L= 5.00 ft 3 0.241 0.160 -20.86 20.86 144.58 86.58 1.00 1.00 8.03 75.52 50.34 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 5.00 ft 1 0255 0.229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 A;�c��e nn�zzo�a.s:zaFw Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• DesCfiptlon: 13.Q b/w 19&20 Load Carbination Ma�c Stress Ratios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vrix Vrix/Q� Dsgn.L= 14.00 ft 2 0255 0.229 15.76 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 Dsgn.L= 5.00 ft 3 0255 0229 1.26 -22.09 22.09 144.58 86.58 1.00 1.00 11.50 75.52 50.34 +D+0.750L+0.7505+0.5250E+H,ll Con Dsgn.L= 5.00 ft 1 0.457 0.397 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 14.00 ft 2 0.457 0.397 30.74 -39.56 39.56 144.58 86.58 1.00 1.00 19.97 75.52 50.34 Dsgn.L= 5.00 ft 3 0.437 0227 -37.88 37.88 144.58 86.58 1.00 1.00 11.44 75.52 50.34 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 5.00 ft 1 0.452 0.394 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 14.00 ft 2 0.452 0.394 30.34 -39.10 39.10 144.58 86.58 1.00 1.00 19.85 75.52 50.34 Dsgn.L= 5.00 ft 3 0.452 0.296 -39.10 39.10 144.58 86.58 1.00 1.00 14.91 75.52 50.34 +0.60DtVV+Fi Dsgn.L= 5.00ft 1 0.148 0.129 -12.79 12.79 144.58 86.58 1.00 1.00 6.49 75.52 50.34 Dsgn.L= 14.00 ft 2 0.148 0.129 9.92 -12.79 12.79 144.58 86.58 1.00 1.00 6.49 75.52 50.34 Dsgn.L= 5.00 ft 3 0.148 0.097 -12.79 12.79 144.58 86.58 1.00 1.00 4.87 75.52 50.34 +0.60D+0.70E+H Dsgn.L= 5.00ft 1 0.148 0.129 -12.79 12.79 144.58 86.58 1.00 1.00 6.49 75.52 50.34 Dsgn.L= 14.00 ft 2 0.148 0.129 9.92 -12.79 12.79 144.58 86.58 1.00 1.00 6.49 75.52 50.34 Dsgn.L= 5.00 ft 3 0.148 0.097 -12.79 12.79 144.58 86.58 1.00 1.00 4.87 75.52 50.34 Overall Ma�dmwti Deflectior�s-UrrFactored Loads Load Corri�ination Span N�x.""Defl Location in Span Load C'.orr�bination Ma�c."+"Defl Location in Span 1 0.0000 0.000 D+L -0.0278 2.975 D+L 2 0.2633 7.089 0.0000 2.975 3 0.0000 7.089 D+L -0.0284 2.089 VEI'tiCdl R�CtIO11S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 Support 3 Support 4 O✓erall MAKrrum -4.938 40.306 40.306 -4.938 D Only -0.400 18.940 18.940 -0.400 L Only,LL Corr�b Run("'L) 0.121 -0281 4.787 3.973 L Only,LL Corr�Run(�L') �.538 16.578 16.578 -4.538 L Only,LL Cari�Fdan("LL) -4.418 16.298 21.365 -0.565 L Only,LL C',orr�b taan(L'�) 3.973 4.787 -0281 0.121 L Only,LL Corri�Fd�n(L`L) 4.093 4.507 4.507 4.093 L Only,LL C',orr�b faan(LL*) -0.565 21.365 16.298 �.418 L Only,LL Corr�b W.an(LLL) -0.445 21.085 21.085 -0.445 D+�L,LL Ca�Run(�L) -0.279 18.660 23.728 3.573 D+L,LL Corr�b Run(�L") -4.938 35.519 35.519 -4.938 D+�L,LL Corr�b Run(�LL) �.817 35238 40.306 -0.965 D+L,LL Corr�b Run(L"") 3.573 23.728 18.660 -0.279 D+L,LL C'.orrib Run(L�L) 3.694 23.447 23.447 3.694 D+L,LL Corri�Fdm(LL') -0.965 40.306 35.238 -4.817 D+L,LL C'.orrib Fdan(LLL) -0.845 40.025 40.025 -0.845 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 14. S b/w 19.7&21 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D 0.081 L 0.06 D(5.9)L(13.6) D(2.5)L(0.5) D(0.4)L(3.3) D(19.3 (25.3) D(9.3)L(4 3) D 021 L 0.16 ) Span=17750 ft � W12x136 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Load(s)fa-Span Nurrber 1 Poi r�t Load: D=5.90, L=13.60 k@ 1.250 ft,(P1) Poi rrt Load: D=2.50, L=0.50 k(a�6.750 ft,(P2) Poir�t Laad: D=0.40, L=3.30 k@ 8.250 ft,(P3) Poi r�t Load: D=19.30, L=25.30 k�10.0 ft,(P4) Poi r�t Load: D=9.30, L=40.30 k@ 13.50 ft,(P5) Unifam Load: D=0.2160, L=0.160 k/ft,Extent=6.750-»10.0 ft, Tributary Vbfdth=1.0 ft,(wl) Unifam Load: D=0.0810, L=0.060 Wft,Exter�=10.0-»17.750 ft, Tributary Vbidth=1.0 ft,(v✓L) DESIGI�I SUNMARY � - • Maximum Bending Stress Ratio = 0.670: 1 Maximum Shear Stress Ratio= 0.329 : 1 Section used for this span W12x136 Section used for this span W12x136 Ma:Applied 357.905 k-ft Va:Applied 69.721 k Mn/Omega:Allowable 533.932 k-ft Vn/Omega :Allowable 211.720 k Load Corrbination +D+L+H Load Carbination +D+L+H Location of rr�d rrx.im on span 10.029ft Location of rrr�d rrum on span 17.750 ft �#�e rrr�dmum oocurs Span#1 S�an#v�ere rr�dmum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.333 in Ratio= 639 Max Upward L+Lr+S Deflection 0.000 in Ratio= p �Qp Max Downward Total Deflection 0.511 in Ratio= 417 �480 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Ma�dmum Forces&Stresses for Load Combinatiais Load C',oni�ination M�C Stress Ratios Sumnary of Nbrrent Values Surrr�ry of Shear Val�s Segrr�errt Lerx,�th Span# M V Nl rtvc+ �r}r�vc- (v1a-M� NYix Mvc/q7�ega (� Rrr Va Max Vn�c Vrix/Q riega D Only Dsgn.L= 17.75 ft 1 0.239 0.102 127.46 127.46 891.67 533.93 1.00 1.00 21.53 317.58 211.72 +p+�+H Dsgn.L= 17.75 ft 1 0.670 0.329 357.91 357.91 891.67 533.93 1.00 1.00 69.72 317.58 211.72 +D+�-+H Dsgn.L= 17.75 ft 1 0.239 0.102 127.46 127.46 891.67 533.93 1.00 1.00 21.53 317.58 211.72 +p+$-rH Dsgn.L= 17.75 ft 1 0.239 0.102 127.46 127.46 891.67 533.93 1.00 1.00 21.53 317.58 211.72 +p+p.750Lr+0.750L+H Dsgn.L= 17.75 ft 1 0.562 0.272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +D+0.750L+0.750S+H Dsgn.L= 17.75 ft 1 0.562 0272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +p+W+H Dsgn.L= 17.75 ft 1 0.239 0.102 127.46 127.46 891.67 533.93 1.00 1.00 21.53 317.58 211.72 +D+0.70E+H Dsgn.L= 17.75 ft 1 0239 0.102 127.46 127.46 891.67 533.93 1.00 1.00 21.53 317.58 211.72 +p+p.750Lr+0.750L+0.750W+H Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: 14. S b/w 19.7&21 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� Dsgn.L= 17.75 ft 1 0.562 0272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 17.75 ft 1 0.562 0.272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +D+0.750L+0.750S+0.750W+H Dsgn.L= 17.75 ft 1 0.562 0.272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +D+0.750L+0.750S-F0.5250E+H Dsgn.L= 17.75 ft 1 0.562 0.272 300.29 300.29 891.67 533.93 1.00 1.00 57.67 317.58 211.72 +0.60D*W+H Dsgn.L= 17.75 ft 1 0.143 0.061 76.48 76.48 891.67 533.93 1.00 1.00 12.92 317.58 211.72 +0.60D+0.70E+H Dsgn.L= 17.75 ft 1 0.143 0.061 76.48 76.48 891.67 533.93 1.00 1.00 12.92 317.58 211.72 Ov�all Ma�dmum Deflectlais-UrrFacta�ed Loads Load Corr�bination Span N}a�c.""Defl Location in Span Load Corri�ination Mwc."+"Defl Location in Span D+L 1 0.5112 9.408 0.0000 0.000 VP.1'tlCdl REaCtl01'1S-UI'1f�01'2d Support notation:Far left is#'I Values in 14PS Load Caii�ination Support 1 Support 2 O�erall MAXrrum 55.405 69.721 D Only 19.615 21.526 L Only 35.790 48.195 D+L 55.405 69.721 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a,z:�sFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 15. S b/w 18&19.7 CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination ASCE 7-02 D(0.081) L(0.06) � D(9.4) L(34.4) D(22.3����(0.5) D(0.228) L(0.13) I � Span = 25.0 ft W 18x130 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Unifam Loed: D=0.2280, L=0.130 k/ft, Tributary Vb(dth=1.0 ft,(wl) Unifam Load: D=0.2160, L=0.160 klft,Extent=16.50-»19.750 ft, Tributary Wfdth=1.0 ft,(v✓L) Unifam Load: D=0.0810, L=0.060 k/ft,Exter�=0.0-»16.50 ft, Tributary 1Mdth=1.0 ft,(�n/3) Poi r�t Laad: D=9.40, L=34.40 k@ 13.0 ft,(P1) Poir�t Load: D=22.30, L=27.20 k�16.50 ft,(P2) Poi r�t Load: D=0.90, L=2.90 k@ 18.250 ft,(P3) Poi r�t Load: D=2.50, L=0.50 k@ 19.750 ft,(P4) DESIGI�I SUNM4RY � - � Maximum Bending Stress Ratio = 0.780: 1 Maximum Shear Stress Ratio= 0.264 : 1 Section used for this span W18x130 Section used for this span W18x130 Ma:Applied 564.415 k-ft Va:Applied 68.344 k Mn/Omega:Allowable 723.553 k-ft Vn/Omega:Allowable 258.620 k Load Corri�ination +D+L+H Load Corri�ination +D+L+H La�tion of rrt�d rrum on span 13.00Oft Location of rrt�d rrx.im on span 25.000 ft Span#v�xe ma�dm.am occurs Span#1 Span#v�xe mwdrrum oocurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.504 in Ratio= 595<600 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.805 in Ratio= 373 <480 Max Upward Total Deflection 0.000 in Ratio= p <q$Q Ma�dmum Forces 8�Stresse.s for Load Cari�inations Load Corri�ination N�c Stress Ratios Surrrr►�ry of Nbirent Values Surrrr►�ry of Shear Values segme�,t Lengtl, span# M v nhrtvc+ nAre�c_ n�a_nh� nn,x n�Y,x�on,ega cb Wr va nh� vrix vnx�orr�ega D Only Dsgn.L= 25.00ft 1 0292 0.107 211.36 211.36 1,208.33 723.55 1.00 1.00 27.66 387.93 258.62 +p+�+H Dsgn.L= 25.00ft 1 0.780 0.264 564.41 564.41 1,208.33 723.55 1.00 1.00 68.34 387.93 258.62 +D+Lr+H Dsgn.L= 25.00 ft 1 0292 0.107 211.36 211.36 1,208.33 723.55 1.00 1.00 27.66 387.93 258.62 +D+S+H Dsgn.L= 25.00 ft 1 0292 0.107 211.36 211.36 1,208.33 723.55 1.00 1.00 27.66 387.93 258.62 +D+0.750Lr+0.750L+H Dsgn.L= 25.00ft 1 0.655 0225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 +D+0.750L+0.750S+H Dsgn.L= 25.00ft 1 0.655 0.225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 +D+V�N-H Dsgn.L= 25.00ft 1 0.292 0.107 211.36 211.36 1,208.33 723.55 1.00 1.00 27.66 387.93 258.62 +D+0.70E+H Dsgn.L= 25.00 ft 1 0.292 0.1 W 211.36 211.36 1,208.33 723.55 1.00 1.00 27.66 387.93 258.62 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 25.00ft 1 0.655 0.225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;�c�:�a�FUVZa�a,z:�sFrv Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.19832013,&ild:6.13.8.31,Ver:6.13.8.31 i.ii. pescrjptlon: 15. S b/w 18&19.7 Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +p+p.750Lr+0.750L+0.5250E+H Dsgn.L= 25.00ft 1 0.655 0225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 +D+0.750L+0.7505+0.750W+H Dsgn.L= 25.00ft 1 0.655 0225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 +p+p.750L+0.750S+0.5250E+H Dsgn.L= 25.00ft 1 0.655 0225 473.92 473.92 1,208.33 723.55 1.00 1.00 58.17 387.93 258.62 +9.60D+VV+Fi Qsgn.L= 25.00ft 1 0.175 0.064 126.82 126.82 1,208.33 723.55 1.00 1.00 16.60 387.93 258.62 +0.60D+0.70E+H Dsgn.L= 25.00fl 1 0.175 0.064 126.82 126.82 1,208.33 723.55 1.00 1.00 16.60 387.93 258.62 Overall Ma�dmun Deflectior�s-UrrFac•xored Loads Load C',ont�ination Span N}a�c.""Defl Location in Span Load C'.orr�bination Ma�c."+^p� Location in Span D+L 1 0.8053 13.125 0.0000 0.000 V�iCal R�2Ct1011S-U11faGt0l�d Support notation:Far left is#1 Values in 14PS Load Corr�ination Support 1 Support 2 O�erall NWXmum 47.505 68.344 D Only 18.426 27.663 L Only 29.079 40.681 D+L 47.505 68.344 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxlptlon: 16. Newdedc 19&20 @X CGIDEREFEF�JVCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yeld: 50.0 ksi Beam&aang: Beam is Fully&acecl against lateral-tasional kx.idcling E Modulus: 29,000.0 ksi BeridingAxis: MajorAxis Bending Laad C',orr�bination iBC 2012 D(�)L(1.1) D 0.0920 L 0.10 � ♦ � ( Span=3.750ft ���Span=lAft � W 12x35 W 12x35 �j�� Service loads entered. Load Factors will be applied for calculations. Beam self v�eight calculated and adcled to loads Loads ai all spans... Unifam Load on AL.L spans: D=0.0920, L=0.10 Wft Load(s)for Span Numbei-2 Poi r�t Load: D=1.0, L=1.10 k@ 1.0 ft,(P1) DESI�I SUNIVI4RY � - • • Maximum Bending Stress Ratio = 0.017: 1 Maximum Shear Stress Ratio= 0.031 : 1 Section used for this span W12x35 Section used for this span W12x35 Ma:Applied 2214 k-ft Va:Applied 2.327 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega:Allowable 75.0 k Load Carbination +D+L+H,LL Corii�Fdan(*L) Load Corii�ination +D+L+H,11 Corr�b Fd�n(LL) Laation of rr�xi rrum on span 3.750ft Location of rr�d mum on span 3.750 ft Span#v�i�ere rr�vdmum oocurs Span#1 S�an#v�k�ere ma�dmum oocurs �an#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0 Q60 Max Upward L+Lr+S Deflection 0.000 in Ratio= p Q6Q Max Downward Total Deflection 0.001 in Ratio= 35739 Max Upward Total Deflection -0.000 in Ratio= 126844 Ma�dmum Forces&Stresses for Load Corr�inatior�s Load Corri�ination Max St�"ess Ratios Summary of Ma nent Val�s Surrrrmry of Shear Values Segrrient Lerx,�th Span# M V Nl�c+ Mr�aX- (vla-Nl� M u� Nhx/pmega (;b Rrr Va Max Vn�c Vrix/Orr�ega +D+H Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+L+H,LL Carb f3an('L) Dsgn.L= 3.75ft 1 0.017 O.Q31 -221 221 213.33 127.74 1.00 1.00 2.33 112.50 75.00 Dsgn.L= 1.00 ft 2 0.017 0.031 -221 2.21 213.33 127.74 1.00 1.00 2.33 112.50 75.00 +D+L+H,LL Con�b F3an(�") Dsgn.L= 3.75ft 1 0.008 0.015 0.04 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+L+H,LL(',oirb Fdan(LL) Dsgn.L= 3.75 ft 1 0.017 0.031 -2.21 2.21 213.33 127.74 1.00 1.00 2.33 112.50 75.00 Dsgn.L= 1.00 ft 2 0.017 0.031 -221 2.21 213.33 127.74 1.00 1.00 2.33 112.50 75.00 +p+�-+H,LL Ca rib Fhm("L) Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+Lr+H,LL C'.orrib f�an(L`) Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +p+�-+H,LL Corrib Fban(LL) Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxlptlon: 16. Newdedc 19&20 @X Load Carbination M�C St�"ess F�tios Suim�ary of Nbrr�ent Values Summary of Shear Val�s Segrr�errt Lerigth Span# M V M rrax+ M�aX- N1a-Nl� NYix Mvc/pm�a (� F�- Va Max Vn�c Vrix/Q� +D+S+H Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750Lr+0.750L+H,LL Coir�f�n(' Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00 ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750Lr+0.750L+H,LL Corrt�Faan(L Dsgn.L= 3.75ft 1 0.008 0.015 0.02 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750Lr+0.750L+H,LL Cari�Run(L Dsgn.L= 3.75 ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +p+p.75pL+0.750S+H,LL Ca rib Fban('l Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750L+0.750S+H,LL C'.orrib Fdan(L' Dsgn.L= 3.75ft 1 0.008 0.015 0.02 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00 ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750L+0.750S+H,LL Corri�Faun(LJ Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.60W+H Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.70E+H Dsgn.L= 3.75ft 1 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00 ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750Lr+0.750L+0.450V�+H,LL Con Dsgn.L= 3.75 ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00 ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 3.75 ft 1 0.008 0.015 0.02 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750Lr+0.750L+0.450W+H,LL Con Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +p+p.750L+0.750S+0.450W+H,LL Corr Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750L+0.750S+0.450W+H,LL Car Dsgn.L= 3.75ft 1 0.008 0.015 0.02 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00 ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750L+0.7505+0.450W+H,LL Corr Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00 ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 3.75ft 1 0.008 0.015 0.02 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 Dsgn.L= 1.00ft 2 0.008 0.015 -1.06 1.06 213.33 127.74 1.00 1.00 1.13 112.50 75.00 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 3.75ft 1 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 Dsgn.L= 1.00ft 2 0.015 0.027 -1.93 1.93 213.33 127.74 1.00 1.00 2.03 112.50 75.00 +0.60D+0.60W+0.60H Dsgn.L= 3.75 ft 1 0.005 0.009 -0.64 0.64 213.33 127.74 1.00 1.00 0.68 112.50 75.00 Dsgn.L= 1.00 ft 2 0.005 0.009 -0.64 0.64 213.33 127.74 1.00 1.00 0.68 112.50 75.00 +0.60D+0.70E+0.60H Dsgn.L= 3.75 ft 1 0.005 0.009 -0.64 0.64 213.33 127.74 1.00 1.00 0.68 112.50 75.00 Dsgn.L= 1.00 ft 2 0.005 0.009 -0.64 0.64 213.33 127.74 1.00 1.00 0.68 112.50 75.00 Overall Ma�dmwn Deflectior�s-UrrFactored Loads Load C',oni�ination Span N�x.����Defl Location in Span Load Combination Max.,�+"Defl Location in Span 1 0.0000 0.000 D+L -0.0004 2.250 D+L 2 0.0007 1.000 0.0000 2.250 V21"tlCdl RP.�CtIOf1S-UClfa(�OP2d Support notation:Far left is#1 Values in 14PS Load Carbination Support 1 Support 2 Support 3 O�erall NWXmum -0.352 3.343 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Block Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Beam Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxlptlon: 16. Newdedc 19&20 @X V�iCdl R�2Ct1011S-U11faCt01'Ed Support notation:Far left is#1 Values in 14PS Load Corr�bination Support 1 Support 2 Support 3 D Only -0.045 1.649 L Only,LL Corrt>Run(*L) -0.307 1.507 L Only,LL Corri�Faun(L`) 0.188 0.188 L Only,LL C',orrb Fdan(LL) -0.119 1.694 D+L,LL Corri�Run(*L) -0.352 3.156 D+L,LL C'.orrib Fdan(L`) 0.142 1.836 D+L,LL Corrib Run(LL) -0.165 3.343 Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: S.21 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS6x6x3/8 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=9 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=9 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:274.058 Ibs'`D�d Load Factor AXIAL LOiADS... P.A�dal Load at 10.0 ft,Yecc= 4.000 in,D=17.20,L=38.80 k BENDING LOP�DS... Lat.Poi r�Load at 11.50 ft a-�ti ncJ�M-Y,W=0.90 k wx:Lat.Poir�t Load at 11.50 ft creating Nb<x,W=1.90 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.7679 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+L+H Top along X X 0.90 k Location of rrtvc.above base 9.933 ft B�tom alaig X X 0.0 k At rrtvdmum la�tiai values are... Top along Y-Y 3.767 k Pa:A�dal 56.274 k Bottom along Y-Y 1.867 k Pn/Orr�ga:Alia�vable 179.540 k N�x:Ap�ied -18.541 k-ft �0"�mSE7zVICELoadDeflections... Mi-x/Orrega:Allowable 36.267 k ft a�9 Y-Y -0.1822 in at 5.839 ft above base for load corrt�ination:D+L N�ry:Applied 0.0 k ft Nh-y/Orr�ga:Al lowable 36.267 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�drrrum Shear Stress Ratio= 0.05195 :1 LoadCorri�ination +D+0.750Lr+0.750L+0.750W+H Location of ma�c.above base 10.0 ft At rrtvamum locatia�values are... Va:Applied 2.968 k Vn/Orr�a:Allowable 57.137 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion DOnly 0.206 PASS 9.93ft 0.010 PASS 0.00 ft +D+L+H 0.768 PASS 9.93 ft 0.033 PASS 0.00 ft +p+�-+H 0.206 PASS 9.93 ft 0.010 PASS 0.00 ft +D+S+H 0.206 PASS 9.93 ft 0.010 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.635 PASS 9.93 ft 0.027 PASS 0.00 ft +p+p,7�+p.7�+H 0.635 PASS 9.93 ft 0.027 PASS 0.00 ft +p+W+H 0.206 PASS 9.93 ft 0.043 PASS 10.00 ft +D+0.70E+H 0.206 PASS 9.93 ft 0.010 PASS 0.00 ft +p+fl.750Lr+0.750L+0.750W+H 0.635 PASS 9.93 ft 0.052 PASS 10.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.635 PASS 9.93 ft 0.027 PASS 0.00 ft +p+p.7�+p,7�+p,75pW+H 0.635 PASS 9.93 ft 0.052 PASS 10.00 ft +D+0.750L+0.7505+0.5250E+H 0.635 PASS 9.93 ft 0.027 PASS 0.00 ft +0.60D+W+H 0.123 PASS 9.93 ft 0.039 PASS 10.00 ft +0.60D+0.70E+H 0.123 PASS 9.93 ft 0.006 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Description: S.21 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.573 0.573 k 17.474 k L Only k 1.293 1.293 k 38.800 k W Only 0.900 k 1.900 k k D+L k 1.867 1.867 k 56.274 k D+W 0.900 k 0.573 2.473 k 17.474 k D+�L+W 0.900 k 1.867 3.767 k 56.274 k Nla�dmum Deflections for Load Corribinatior�s -lJr�factored Lo��ds Load Corri�ination Max.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft -0.056 in 5.839 ft L Only 0.0000 in 0.000 ft -0.126 in 5.839 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft -0.182 in 5.839 ft D+W 0.0000 in 0.000 ft -0.0.56 in 5.839 ft Di-L+W 0.0000 in 0.000 ft -0.182 in 5.839 ft Steel Section Properties : HS.S6�c6�3/8 Depth = 6.000 in I�oc = 39.50 ir�^4 J = 64.600 ir�^4 S�oc = 1320 in^3 W(dth = 6.000 in R�oc = 2.280 in VUall Thidc = 0.375 in Zx = 15.800 ir�^3 Area = 7.580 ir�^2 I yy = 39.500 iri^4 C = 22.100 ir�^3 V�kight = 27.40E plf Syy = 13.200 in^3 Ryy = 2.280 in Ycg = 0.000 in i��Load 1 osok�, ,sok M-ss�oadt�-y Loads I- 0 � o o � o X i� co = � 2 Y 6.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: R521&18,and Q521&18 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 11.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=11.50 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=11.50 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:197.771 Ibs'`D�d Load Factor AXIAL LOiADS... P.A�dal Load at 11.50 ft,Yecc= 4.000 in,D=6.50,L=10.90 k BENDING LOP�DS... w>c Lat.Pant L.oad at 11.50 ft creating Nbc x,W=2.40 k Lat.Poi r�t Load at 11.50 ft creati ng My-y,W=1.10 k DESIC�V SUNMARY Bending &Shear Check Results PASS Max.A�dal+Beriding Stress Ratio = 0.5909 :1 Nl�drrum SERVI((�Load Reactions.. Load Corrtbination +D+L+H Top along X X 0.0 k Location of rrtvc.above base 11.423 ft B�tom alaig X X 0.0 k At rrtvdmum la�tiai values are... Top along Y-Y 0.5043 k Pa:A�dal 17.598 k Bottom along Y-Y 0.5043 k Pn/Orr�ga:Alia�vable 72.779 k N�x:Ap�ied -5.761 k-ft Ma�drrumSE7zVICELoadDeflections... Mi-x/Orrega:Al lowable 14.668 k ft a�9 Y-Y -0.2871 in at 6.715 ft above base for load corrt�ination:D+L N�ry:Applied 0.0 k ft Nh-y/Orr�ga:Al lowable 14.668 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�drrrum Shear Stress Ratio= 0.01481 :1 Load Corri�ination +p+L+H Location of ma�c.above base 0.0 ft At rrtvamum locatia�values are... Va:Applied 0.5043 k Vn/Orr�a:Allowable 34.065 k Load Coiril�ination I�sults Ma�drrumA�cial+Bending Stress Ratios Maxirrum Shear Ratios Load C'.orrl�ination Stress Ratio Status La:ation �ress Ratio Status La�tion DOnly 0.193 PASS 11.42 ft 0.006 PASS 0.00 ft +D+L+H 0.591 PASS 11.42 ft 0.015 PASS 0.00 ft +p+�-+H 0.193 PASS 11.42 ft 0.006 PASS 0.00 ft +D+S+H 0.193 PASS 11.42 ft 0.006 PASS 0.00 ft +p+p.7�-+p.75pL+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +p+p,7�+p.7�+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +p+W+H 0.193 PASS 11.42 ft 0.006 PASS 0.00 ft +D+0.70E+H 0.193 PASS 11.42 ft 0.006 PASS 0.00 ft +p+fl.750Lr+0.750L+0.750W+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +p+p.7�+p,7�+p,75pW+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.499 PASS 11.42 ft 0.012 PASS 0.00 ft +0.60D+W+H 0.116 PASS 11.42 ft 0.003 PASS 0.00 ft +0.60D+0.70E+H 0.116 PASS 11.42 ft 0.003 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjption: R521&18,and Q521&18 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 0.188 0.188 k 6.698 k L Only k 0.316 0.316 k 10.900 k W Only k k k D+L k 0.504 0.504 k 17.598 k D+W k 0.188 0.188 k 6.6'98 k D+�L+W k 0.504 0.504 k 17.598 k Nla�dmum Deflections for Load Corribinatior�s -lJr�factored Lo��ds Load Corri�ination Max.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft -0.107 in 6.715 ft L Only 0.0000 in 0.000 ft -0.180 in 6.715 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft -0.287 in 6.715 ft D+W 0.0000 in 0.000 ft -0.107 in 6.715 ft Di-L+W 0.0000 in 0.000 ft -0.287 in 6.715 ft Steel Section Properties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 in^3 W(dth = 4.000 in R�oc = 1.470 in VUall Thidc = 0.375 in Zx = 6.390 ir�^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�kight = 17.197 plf Syy = 5.130 in^3 Ryy = 1.47a in Ycg = 0.000 in M-x�L�ad�l-y Loads Load 1 1.10k�240k j O N I I C � X L O � V = Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��e nn�zzo�a.a:sa�w Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: Q.20&19 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 11.50 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi lJnbraoed Lerigth for X X Axis buckling=11.50 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=11.50 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:197.771 Ibs'`D�d Load Factor AXIAL LOiADS... P.A�dal Load at 11.50 ft,D=?2.50,L=21.90 k BENDING LOP�DS... Lat.Poi r�Load at 11.50 ft cr�ti n9�M-Y,W=2.10 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.6128 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+L+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 44.598 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 72.779 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 14.668 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 14.668 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.0 :1 Load Corr�bination Location of rr�c.above base 0.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 0.0 k Vn/Q�:Allowable 0.0 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location DOnly 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.613 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�+9.7�+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.70E+H 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.750Lr-F0.750L+0.5250E+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.750W+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+0.5250E+H 0.538 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.187 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+H 0.187 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��e nn�zzo�a.a:sa�w Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiptlon: Q.20&19 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 22.698 k L Only k k 21.900 k W Only k k k D+L k k 44.598 k D+W k k 22.698 k D+�L+W k k 44.598 k Nla�dmum Deflections for Load Corribinatior�s -lJr�factored Lo��ds Load Corri�ination Max.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Di-L+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 in^3 W(dth = 4.000 in R�oc = 1.470 in VUall Thidc = 0.375 in Zx = 6.390 ir�^3 Area = 4.780 ir�^2 I yy = 10.300 iri^4 C = 9.140 ir�^3 V�kight = 17.197 plf Syy = 5.130 in^3 Ryy = 1.47a in Ycg = 0.000 in h4q+kLoads 2.10k C � o Load 1 X � 0 v n t' m m' 2' 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: S.19.7 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/2 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=9 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=9 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:214.983 Ibs'`D�d Load Factor AXIAL LOiADS... P.A�dal Load at 10.0 ft,D=53.30,L=80.50 k DESI�I SUNNWRY Bending &Shear Check Results FAIL Max.Wdal+Bending Stress Ratio = 1.199 :1 Ma�drrum SERVICE Loed Reactions.. Load Carbination +D+L+H Top along X X 0.0 k Location of max.above base 0.0 ft Bottom along X X 0.0 k At rr�dmum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 134.015 k Bottom ala-g Y-Y 0.0 k Pn/Qr�a:AJla,nrable 111.748 k M�x:Applied OA k-ft �O�mSERVICELoadDeflediais... M-i-x/Orr�ega:Allarvable 17.675 k ft aO�J Y-Y 0.0 in at 0.0 ft above base for load corri�ination: M�y:P,pplied OA kft Nh-y/Omega:Al lowable 17.675 k ft Along X X 0.0 in at 0.0 ft above base for load oorii�ination: PASS Ma�dmum Shear Stress Ratio= 0.0 :1 Load Corr�bination 0.0 Location of rr�c.above base 0.0 ft At ma�dmum locatia�values are... Va:Applied 0.0 k Vn/Orr�ega:Allowable 0.0 k Load Combination I�sults NLaxirrxamA�dal+Bending Stress Ratios Ma�drrum Shear Rati� Load C,orr�ination Stress Ratio Status Location Stress Ratio Status Location DOnly 0.479 PASS O.00ft 0.000 PASS 0.00 ft +D+L+H 1.199 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.479 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�+-H 0.479 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +p+p.750L+0.750S+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.479 PASS 0.00 ft 0.000 PASS 0.00 ft +p+fl.70E+H 0.479 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 1.019 FAIL ! 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.287 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+H 0.287 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: S.19.7 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 53.515 k L Only k k 80.500 k D+L k k 134.015 k Nha�dmum Deflectiais for Load Corr�inations -Ur�factored Loads Load Carbination Ma�c.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4�c4x1/2 Depth = 4.000 in I�oc = 11.90 ir�^4 J = 21.000 ir�^4 S�oc = 5.97 ir�^3 V�idth = 4.000 in R�oc = 1.410 in Wall Thidc = 0.500 in 7�c = 7.700 iM3 Area = 6.020 ir�^2 I yy = 11.900 ir�^4 C = 11.200 ir�^3 Weight = 21.49E plf Syy = 5.970 ir�^3 Ryy = 1.410 in Yog = 0.000 in 133 BOk � Load 1 X o 0 0 0 � u L � _ 4.00In Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��e nn�zzo�a.s:aswv Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: Q.20.5&18.5 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS4x4x3/8 Overall Cdurm Height 11.40 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=11.4 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=11.4 ft,K=1.0 A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:196.051 Ibs'`D�d Load Factor AXIAL LOiADS... R11:A�dal Load at 11.40 ft,D=16.0,L=40.0 k R13:A�dal Load at 11.40 ft,Yeoc= 4.000 in,L=4.10 k BENDING LCIADS... Lat.Poi rit Load at 11.50 ft creati ng Nbc-�W=2.60 k Lat.Poi r�Load at 11.50 ft cr�ti ng My-y,W=1.50 k DESI�V SUNNWRY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.9023 :1 Ma�drrum SERVICE Load Reactions.. Load Carbination +D+L+H Top along X X 0.0 k Location of max.above base 11.323 ft Bottom along X X 0.0 k At rrtvdmum locatia�values are... Top ala�g Y-Y 0.1199 k Pa:A�dal 60296 k Bottom alq-g Y-Y 0.1199 k Pn/Q�a:Alla�nrable 73.530 k M�x:Applied -1.357 kft �O�mSERVICELoadDeflediais... Nh-x/Orr�ga:Allowable 14.668 k ft ��9 Y-Y -0.06649 in at 6.656 ft above base for load corribination:L Only M�y:P�plied OA kft f�m-y/Orr�ega:Allowable 14.668 k-ft a�g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS Ma�dmum Shear Stress Ratio= 0.003519 :1 �oad Corri�ination +p+L+H Location of rr�c.above base 0.0 ft At ma�dmum locatia�values are... Va:Applied 0.1199 k Vn/Q�:Allowable 34.065 k Load Combination Results Ma�drrumA�dal+Beriding Stress Ratios Maxirrum Shear Ratios Load GorTlf�ination Stress Ratio Status Location Stress Ratio Status Location DOnly 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.902 PASS 11.32 ft 0.004 PASS 0.00 ft +p+�-+H 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +p+p.750L+0.750S+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +D+W+H 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +Q+fl.70E+H 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.750Lr+0.750L+0.750W+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +p+p.7�-+p.75pL+0.5250E+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +D+0.750L+0.7505+0.750W+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +p+p.750L+0.7505+0.5250E+H 0.732 PASS 11.32 ft 0.003 PASS 0.00 ft +0.60D+W+H 0.132 PASS 0.00 ft 0.000 PASS 0.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c��e nn�zzo�a.s:aswv Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• pescrjptlon: Q.20.5&18.5 Load Combination Results Ma�drrumA�dal+Bending Stress Ratios Ma�drrum Shear Ratios Load Corr�ination Stress Ratio Status Laation Stress Ratio Status Location +0.60D+0.70E+H 0.132 PASS 0.00 ft 0.000 PASS 0.00 ft �7(II1'xlYTl�IOf1S-UIIf�OPEC� Note:Only non-zero reactions are listed. X X A�ds Readion Y-Y A�ds Readion A�dal Readion Load Combination @Base @Top @Base @Top @Base D Only k k 16.196 k L Only k 0.120 0.120 k 44.100 k W Only k k k D+L k 0.120 0.120 k 60.296 k D+W k k 16.196 k D+L+W k 0.120 0.120 k 60.296 k Ma�drrum Deflections for Load Corrt�inatior� -Ur�factored Loads Load Corri�ination Max.X X Defledion Distanoe Max.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LOnly 0.0000 in 0.000 ft -0.066 in 6.656 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft -0.066 in 6.656 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+W 0.0000 in 0.000 ft -0.066 in 6.656 ft Steel Section Properties : HSS4�c4�3/8 Depth = 4.000 in I�oc = 10.30 ir�^4 J = 17.500 ir�^4 S�oc = 5.13 ir�^3 Width = 4.000 in R>oc = 1.470 in Wall Thidc = 0.375 in 7�c = 6.390 ir�^3 Area = 4.780 ir�^2 I yy = 10.300 in^4 C = 9.140 ir�^3 V�ight = 17.197 plf Syy = 5.130 iM3 Ryy = 1.470 in Yog = 0.000 in �Load 2 M x��ad�l-y Loads 150k�� 2.BOk i �" � I I C L o Load 1 X v = Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: S.18 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General IrrForrr�tion Sted SeGtion Name: HSS6x6x1/4 Overall Cdurm Height 10.0 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksl lJnbraoed Lerigth fa-X X Axis buckling=9 ft,K=1.0 Load Coni�ination: ASCE 7-02 Y-Y(depth)a>ds: Unbraced Length for Y-Y Axis budcli ng=9 ft,K=1.0 A�IIeCI LO�CIS Service loads entered. Load Factors will be applied for calculations. Column self v�eight induded:189.863 Ibs'`D�d Load Factor AXIAL LOiADS... P.A�dal Load at 10.0 ft,D=37.80,L=63.90 k BENDING LOP�DS... Lat.Poi r�Load at 11.50 ft a-�ti ncJ�M-Y,W=2.40 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.8147 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+L+H Top along X X 2.40 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 0.0 k Pa:A�dal 101.890 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 125.067 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 25.709 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 25.709 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.05879 :1 Load Corr�bination +p+N/+H Location of rr�c.above base 10.0 ft At rrtvdrrum la�tia�values are... Ua:Applied 2.40 k Vn/Oi�:Allowable 40.826 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location DOnly 0.304 PASS 0.00 ft 0.000 PASS 0.00 ft +p+L+H 0.815 PASS 0.00 ft 0.000 PASS 0.00 ft +p+�-+H 0.304 PASS 0.00 ft 0.000 PASS 0.00 ft +p+g+H 0.304 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.687 PASS 0.00 ft 0.000 PASS 0.00 ft +p+p.7�+9.7�+H 0.687 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.304 PASS 0.00 ft 0.059 PASS 10.00 ft +p+p.70E+H 0.304 PASS 0.00 ft 0.000 PASS 10.00 ft +D+0.750Lr+0.750L+0.750W+H 0.687 PASS 0.00 ft 0.044 PASS 10.00 ft +p+fl.750Lr-F0.750L+0.5250E+H 0.687 PASS 0.00 ft 0.000 PASS 10.00 ft +p+p.750L+0.750S+0.750W+H 0.687 PASS 0.00 ft 0.044 PASS 10.00 ft +p+p.750L+0.750S+0.5250E+H 0.687 PASS 0.00 ft 0.000 PASS 10.00 ft +0.60D+W+H 0.182 PASS 0.00 ft 0.059 PASS 10.00 ft +0.60D+0.70E+H 0.182 PASS 0.00 ft 0.000 PASS 10.00 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 �;rn�:s,n�zo�a.s:�s�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• Descxiption: S.18 NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k k 37.990 k L Only k k 63.900 k W Only 2.400 k k k D+L k k 101.890 k D+W 2.400 k k 37.990 k D+�L+W 2.400 k k 101.890 k Nla�dmum Deflections for Load Corribinatior�s -lJr�factored Lo��ds Load Corri�ination Max.X X Defledion Distance Ma�c.Y-Y Defledion Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Di-L+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : FiS.S6�c6x1/4 Depth = 6.000 in I�oc = 28.60 ir�^4 J = 45.600 ir�^4 S�oc = 9.54 in^3 W(dth = 6.000 in R�oc = 2.340 in VUall Thidc = 0.250 in Zx = 11.200 ir�^3 Area = 5.240 ir�^2 I yy = 28.600 iri^4 C = 15.400 ir�^3 V�kight = 18.98E plf Syy = 9.540 in^3 Ryy = 2.340 in Ycg = 0.000 in 2.40k� Ru1��kLoads � � Load 1 X o � o � ii t � 2 Y 6.00in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:�9�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• p�jptjq�: braoe at dedc n�r X Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2012 General IrrForrr�tion Sted SeGtion Name: HSS4x4x1/4 Overall Cdurm Height 7.420 ft Ar�alysisMethod: Allowable Strength Top&BottomFi�aty Top& Bottom Pinned Steel Stress Q-ade Brace oor�dition for deflection(buckling)alaig colurrns: Fy:Steel Y�d 46.0 ksi X X(width)a�ds: E:Elastic Bending Nbdulus 29,000.0 ksi Fully braced against budding alaig X XA�ds Load Coni�ination: I BC 2012 Y-Y(de�h)a>ds: Fully braced against budding along Y-YA�ds A�116d LOadS Service loads entered. Load Factors will be applied for calculations. Column self weight induded:90.381 Ibs*Dead Load Fador AXIAL LOiADS... A>dal Load at 7.420 ft,D=2.330 k BENDING LQ4DS... Lat.Poi r�Load at 7.420 ft cr�ti ng Nbc-x,�=2.330 k DESI�V SUNM4RY Bending &Shear Check Results PASS N�vc.A�dal+Bending Stress Ratio = 0.02607 :1 ManirrumSERVICE Load Reactions.. Load Cari�ination +D+H Top along X X 0.0 k Location of ma�c.above base 0.0 ft Bottom alorig X X 0.0 k At ma�arrum location values are... Top ala�g Y-Y 2.330 k Pa:A�dal 2.420 k B�tom alorig Y-Y 0.0 k Pn/Orriega:Alla,nrable 92.826 k M�x:Applied OA kft �O�mSERVICELoadDeflections... Nh-x/Omega:Allowable 10.765 k ft aO�J Y-Y 0.0 in � 0.0 ft above base for load corrt�ination: M�y:Applied 0.0 k ft Nh-y/Orrega:Al lowable 10.765 k ft ��g X X 0.0 in at 0.0 ft above base for load oorr�bination: PASS N�udmum Shear Stress Ratio= 0.09165 :1 Load Corr�bination +p+H Location of rr�c.above base 7.420 ft At rrtvdrrum la�tia�values are... Ua:Applied 2.330 k Vn/Oi�:Allowable 25.423 k Load Combination Results Ma�drrumA�dal+g�ing Stress Ratios Ma�drrum Shear Ratios Load C'Jorri'�ination Stress Ratio Status La;ation �ress Ratio Status Location +D+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+L+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+�-+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+g+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +D+0.750Lr+0.750L+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+p.7�-b.7�+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +D+0.60W+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+p.70E+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +D+0.750Lr+0.750L+0.450W+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+fl.750L+0.750S+0.450W+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +p+p.750L+0.750S+0.5250E+H 0.026 PASS 0.00 ft 0.092 PASS 7.42 ft +0.60D+0.60W+0.60H 0.016 PASS 0.00 ft 0.055 PASS 7.42 ft +0.60D+0.70E+0.60H 0.016 PASS 0.00 ft 0.055 PASS 7.42 ft Title Block Line 1 Projed Title: You can charx,�e this area Er�ginee�': Prqect ID: using the"Settings"menu item �01��� and then using the"Prir�ting& Title Blodc"selection. Title Blodc Line 6 A;�c���nn�zzo�a.s:�9�v Steel Column Fle=p:\938P5-1\ENGI�-1\Calcs\SE6ASf-1.EC6 ENERC'.ALC,INC.1983Z014,&ild:6.14.1.23,Ver:6.14.123 i.ii. • -• p�jptjq�: braoe at dedc n�r X NldXilYLO11�IOIIS-Uflf�01"�d Note:Only non-zero reactions are listed. X X lvds R�ction Y-Y A�ds Reaction A�dal Readion Load Combination @Base @Tq� @Base @Top @Base D Only k 2.330 k 2.420 k Nla�dmum Deflections for Load Corri�inatioris -Uryfactored Loacls Load Cont�ination Max.X X Defledion Distance Ma�c.Y-Y Defledion Distance DOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Sec�ion Properties : FiSS4�c4x1/4 Depth = 4.000 in I�oc = 7.80 ir�^4 J = 12.800 ir�^4 S�oc = 3.90 ir�^3 V�6dth = 4.000 in R�oc = 1.520 in Wall Thidc = 0.250 in 7,c = 4.690 ir�^3 Area = 3.370 ir�^2 I yy = 7.800 iri^4 C = 6.560 ir�^3 VUeight = 12.181 plf Syy = 3.900 iM3 Ryy = 1.520 in Ycg = 0.000 in f�aw�Loads 2.3 C � o Load 1 X ° o v v � u L � _ 4.00in Loads are total entered value.Arrows do not reflect absolute direction.