The User`s Manual - Simpson Strong-Tie
Contents
1. OMF1512 8x8 Relative Cost 10 1 JInclude Detailed Output Design Summary On the second page all the relevant demand capacity ratios are presented for the frame design followed by the governing design forces Page 3 summarizes the frame design with all the frame geometry dimensions Note that the final W1 and W2 dimensions depend on the foundation anchorage solution The Designer must refer to the Anchorage output for the final W1 and W2 dimensions where additional end distances might be required for anchorage design If a more detailed output is desired for the frame design the Designer has the option to view print a more detailed output by clicking on the check box labeled Include Detailed Output Detailed output includes the Design Summary described above followed by member properties frame analysis geometries member nodal displacements beam forces column forces beam member design column member design from all the LRFD design load combinations and ASD column reaction forces for the seven basic load cases F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 15 ANCHORAGE PDF OUTPUT similar to the Frame pdf output anchorage design output can be generated by the push of the Design Output button in the Anchorage Design tab The anchorage design pdf file summarizes the anchorage model footing width and footing depth required2. STRONG FRAME SELEGTOR USER GUIDE CLEAR OPENING 18 4 18 fl H Pir i GAT 453 Zu AUT Pal i 7 J i ki IM j NA I BE BP Lt J 7 ep rm i fra i 8 COL ANCHOR BOLT LAYOUT F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 2 Contents GETTING STARTED AA 3 DESIGN CRITERIA u s 3 ENN 5 VERTICAL LOAD ERE EE LOAD COMBINATIONS 0 c cecceccecceccececceccescesceccerceecercaccercaceacseceaceesessarsarcarsarsacsaseateacerseneaneareen 9 ANALYSIS ooo cccccccccceccccecccccccccscceccecesceceececsecsesecsccacsesacsesecsecsesavsesausesacevsesavsesareesauereasesestavensateres 10 ANAN 10 MEMBER DESIGN ud 3 nan LLANA KNB LALALALA LALALALA LALALALA nUnunununmumunununun 11 CONNECTION DESIGN cccccecceccecceccecceccecceceececceccercercerseesacsacacsacecceccarsarsausausarsaceacaceersrerean 11 ANCHORAGE SOLUTIONS BB a ee ee aa 11 AA E 14 FRAME PDF OUTPUT 0 cecccceccescescesceccecceccecceceaceccsececcersercarsarcateaceaseasessarsarsarsarsaseateatenseneareates 14 ANCHORAGE PDF OUTPUT ulanan LLANA LULAN EL LALALALA LULU LUnunununmnmununununun 15 DRAW FRAME 0 ccccccecceccoceccesceccecesceccecesceccaceceececcacsacsecarsaceesaccateasaecareaseesarsacecarcatertreareaterees 15 F SFUSERGD10 2010 Simpson Strong Tie Company Inc SI
3. the compression side Positive column reaction axial values indicate compression where as negative axial reaction values indicate tension For beam deflection in the y axis negative values indicate beam is deflecting down gravity direction where as positive values indicate the beam is deflecting up F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 11 MEMBER DESIGN Member design is in accordance with the AISC Steel Construction Manual AISC 360 05 Design for beam flexure is in accordance with sections F 1 and F 2 of the manual Due to the different flange thicknesses column flexure design is in accordance with section F 4 Sections E 1 to E 3 are used for beam compression design Section E 4 is used for column compression design Combined flexural and axial design for beam and columns are in accordance with Chapter H Member design for shear is in accordance with Chapter G The maximum demand to capacity ratio DCR for all member design is limited to 1 01 Same DCR ratio applies to wind and seismic deflection limits as well as connection design and anchorage design see following sections CONNECTION DESIGN End plate moment connection capacities are calculated based on AISC Design Guides 4 and 16 These capacities are pre calculated based on the beam and column connection geometries Capacity values are used to compare to the force demand for each of the LRFD design co
4. interior face of the inside nailer of the left column to the edge of the next opening end of wall e B Wall Dimension Space available for the right column It is dimensioned from the interior face of the inside nailer of the right column to the edge of next opening end of wall Minimum of A and B wall dimensions is used by the Strong Frame Selector software to calculate possible column sizes Column dimensions including wood nailers are 9 for C6 12 for C9 15 for C12 and 18 for C15 For example when 12 is entered for both A and B wall dimensions only frames using the C6 and C9 columns will be shown on the list of possible solutions Custom Frames s4 Custom Frame Size wo mor W1 H1 Hmin A Wall Dimension and B Wall Dimension are all defined the same as for stock frames except W1 and H1 dimensions can be input by the Designer Minimum and maximum W1 dimension allowed are 6 0 72 and 20 4 2447 Minimum and maximum H1 dimension allowed are 7 212 86 1 2 and 21 1 2537 F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 7 VERTIGAL LOAD Vertical loads are input in the Load Distribution window located under the Design Criteria window Sign convention for loading is positive in the gravity direction and negative for uplift Default values are 800 plf Dead Load 400 plf Live Load and 400 plf Roof Live Load Uniform loads are in pounds p
5. MPSON Simpson Strong Tie Strong Frame Selector User Guide 3 GETTING STARTED The Simpson Strong Tie Strong Frame Selector software is designed to help the Designer select an appropriate frame for their given geometry and loading Only minimum input geometries are required for the software to select an appropriate frame for the available space Based on input geometry the Strong Frame Selector software will narrow down from the 368 available stock frames to a handful of possible solutions If opening dimensions are outside of stock frame sizes the Designer can enter their specific opening dimensions and the Strong Frame Selector will provide possible custom solutions An easy to use input screen and drop down menus make it simple for the Designer to input lateral and gravity load information Both wind and seismic loads can be entered and the Strong Frame Selector will determine possible frame sizes that meet the Designer s input requirements Uniform partial uniform as well as point loads can be placed anywhere along the span of the beam Once a frame size has been selected anchorage design is as easy as picking the foundation type concrete strength concrete service condition cracked or uncracked and grade of anchor rod The pdf output is in a concise format that contains only important design information However a detailed output is also available if desired Open the software by clicking on the Strong Frame Selector icon Enter
6. er linear foot and may be the full width of the frame or may be partial loads 7 basic load cases can be entered into the Strong Frame Selector software as follows dead load DL live load LL roof live load RLL Snow Rain Wind and Seismic The loading is represented graphically by the following diagram Xi W Y P U 1 U U I U U U L U ij U U T L U Left Column Right Column Centerline LOC Centerline RCC ASD Uniform Loads The Designer can input uniform loads for W W W Snow Rain and Wind Partial uniform loads can start and end anywhere within the beam span The dimensions X and X are the distance from the centerline of the left column to the start and end of the partial uniform load respectively Strong Frame Selector will ignore any loads past the end of the beam Click on To RCC to load the beam to the right column centerline ASD Uniform Loads Negative value for uplift Load pif XL FE Xa Ft wawo o 9 67 F To REC F To REC welo fo F to Rec F To Rec wosfo Jp pe 7 To ROC 7 To ROC Snow Load O 9 67 7 To RCC 7 To RCC w To RCC F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 8 ASD Point Loads Up to eight point loads can be entered for each of the seven basic load cases Point loads are specified in Ibs followed by the distance from the centerline of the left column For seismic point reacti
7. for analysis and design will be scaled up by the ratio of 6 5 3 5 Seismic Drift Limit The Designer has three drift limits to choose from 0 015 hx 0 020 hx and 0 025 hx where hx is the story height See ASGE 7 05 Table 12 12 1 for selecting the appropriate seismic drift limit Seismic S value Short period response acceleration value per ASCE 7 05 Equation 11 4 3 Importance Factor Factor assigned to structure according to its occupancy category please refer to ASCE 7 05 Section 11 5 Importance factor is used for calculating story drift per ASCE 7 05 Section 12 8 6 Corresponding ASD seismic load shall include this importance factor see ASCE Section 12 8 Omega Factor System over strength factor from Table 12 2 1 of ASCE 7 05 This factor should correspond to R value for the seismic force resisting system Per footnote g of Table 12 2 1 omega factor is permitted to be reduced by subtracting 72 for structures with flexible diaphragms Wind Load Enter ASD wind load resisted by the moment frame This value should include any shear value from stories above For any overturning forces imposed on top of the beam or column see ASD Point Load section below Wind Drift Limit There are six wind drift limits the Designer can choose from They are no limit hx 175 hx 250 hx 300 hx 350 hx 400 default is set to hx 250 The Designer must verify appropriate drift limit for their design requirements Load combinations used for wind drift chec
8. for anchorage as well as end distance required from the centerline of the nearest anchor bolt to the edge end of concrete In addition anchorage design forces and anchorage capacities are summarized On the last page of the PDF file ASD foundation forces for both left and right column are output to aid the Designer in their foundation design When Include Detailed Output is selected detailed output from Frame Design section will be output followed by the anchorage information Anchorage Summary Anchorage Model OMFSL9 24 HS KT Extension Kit Not Required Footing Width 28 00 in Square Footing D 17 00 in Lt Col End Distance 7 50 in Rt Col End Distance 7 50 in 7 Include Detailed Output Design Output DRAW FRAME In addition to PDF outputs the Designer can also generate an AutoCAD elevation of the selected frame by clicking the Draw Frame button located under the Design Summary button The elevation is drawn to scale so Designers can simply insert the frame elevation into their drawing Relative Cost 10 1 include Detailed Output Design Summary
9. k are Combo Load Calculation gt D 0 75 W 0 75 L 0 75 S D 0 75 W 0 75 L 0 75 R D 0 75 W 0 75 L 0 75 R Note that these combinations are slightly different that than proposed by ASCE 7 05 Chapter C Appendix C D 0 5L 0 7W EE Simpson Strong Tie Strong Frame Selector User Guide 5 Beam Deflection Limits For longer frames beam deflection can become significant depending on the loading magnitude There are three beam deflection limits the Designer can select they are as follows Live load L 600 L 480 L 360 Default L 240 L 180 Dead Live Load L 240 Default L 180 L 120 Snow or Wind Load L 360 Default L 240 L 180 L 120 The Designer must verify beam deflection limits based on construction and loading type Refer to IBG 2006 or IBC 2009 Table 1604 3 for appropriate beam deflection limits GEOMETRY The Designer has the option to choose from a list of stock frames with fixed W1 and Hi dimensions by using the drop down buttons If the W1 or H1 see below dimension does not fit within the Designer s geometry custom frame design can be performed by entering the desired W1 and H1 values within Custom Frame Sizes Following is a list of input variables under the Geometry Section Extend field installed DD Field installed single top plate and double top plate connect to beam nailer D Top of Strong Frame ordinary moment frame wood nailer 16 12 beams inc naile
10. mbinations These capacity calculations can be viewed and printed under the Resource Tab located on main tool bar of the Selector Software Base plate capacities are calculated based on AISC Design Guide 1 These capacities are pre calculated based on the column geometry Base plate tension shear and axial capacities are used in the Strong Frame Selector program to compare to the force demand for each of the LRFD design combinations These capacity calculations can be viewed and printed under the Resource Tab located on main tool bar of the Selector software Beam top nailer capacity calculations can also be viewed and printed under the Resource Tab located on main tool bar of the Selector software F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 12 ANCHORAGE SOLUTIONS After a frame model has been selected the Anchorage Design tab becomes active and the Designer can chose anchorage solutions based on Foundation Type The three foundation types are described below and are selected from a drop down menu Foundation Types PI Slab on Grade Anchor Solution Types Slab on Grade Step Height Curb Height NT Curb Brick Ledge Curb Width Stemwall Height Concrete Fe Eg Stemwall For slab on grade foundation types there are two solutions the Designer can choose from they are OMFSL and OMFAB with hairpins Input fields required for the OMFSL and OMFAB with hairpi
11. nd load combinations are summarized in the tables below Combo Load Combinations nm EEE AA Strong Tie For load combinations 8 to 60 a minimum lateral load Ni Maximum 75 Ibs 0 2 x Maximum wind or seismic is added to the combinations If Ni is greater than the input lateral load i e Ni 0 2 x seismic load is greater than wind load the software will replace that lateral load in that combination This is similar to the 0 002 Yi requirement D W Load Cases ar by AISG 360 05 Section G2a 3 mat Load combinations 61 to 64 are use SE a ass for the base plate and anchorage design as required by AISC 341 05 Section 8 5 1 0 0 105 S D 0 525 E 0 75 L 0 75 R 0 6 0 145 D 0 7 E 0 6 0 145 D 0 7E a YU 12D 16L 05Lr 12D 1 6L 0 55 12D 16L 05R Sei as SV vu ETC 12D 16L 08W 4 ERE 12D 168 08W ER AU 12D 16R408W EE 12D 18W 05L 05L 12D 16W 05L 058 1 2D 16W4 05L 05S gt 12D 16W 05L 05R gt 12D 16W4 05L 05R 4 RS DONE mm HETS DOE nm 0 9D416W 0 9 D 1 6 W 1 2D 1 6 S 0 8 W 12D 1 6W 0 5L 0 5 Lr 09 028 9D E 4 EOS DE 12 02SJD E 05L 028 u EE a u HOPE EE F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 10 ANALYSIS Analysis for the Strong Frame Selector software is based on the stiffness method For each element beam and columns a stiffness matri
12. ns are Step Height Curb Height Curb Width E crete 50008 Anchor Rod Grade crt Step Height Height from top of concrete footing to top of concrete slab This dimension is used for determining the length of anchor rod required for anchorage Concrete Strength fc The Designer can choose 2500 psi default 3000 psi 4000 psi or 4500 psi as the concrete strength The concrete strength is used for determining the anchorage tension and shear capacities Anchor Rod Grade Two anchor rod grades are available to the Designer either F1554 Gr 36 or A449 default Anchorage solution using A449 include HS in their designation to denote high Strength Concrete service condition The Designer can choose either cracked default or non cracked as the service concrete condition See ACI 318 appendix D for the different reductions factors associated with cracked or non cracked concrete F SFUSERGD10 2010 Simpson Strong Tie Company Inc Ng Simpson Strong Tie Strong Frame Selector User Guide 13 Strong Tie For Curb Brick Ledge foundation types two solutions are available for the Designer They are OMFSL and OMFAB with Ties Input fields for these solutions are similar to the Slab on Grade solutions except Gurb Height is required instead of Step Height One additional input is the Gurb Width Under this drop down box the Designer can choose either an 8 default 10 or 12 wide concrete curb Ancho
13. ons within the beam the Designer must factor the seismic point loads with Qo ASD Point Load on top of Beam Negative value for uplift DL LL RLL Snow Rain Wind Seismic Xi gt t9 GT CA eg bn en 0 mr gt av EE cp Dara gt ce EE eg Dara Pa ta GT Eg xen oe gt TT pn bn EE pg Dara gt tba Gr ee a ba bag SE Dara o ba TT fe Gan ba Ca Cd mare aba Gr ae bn br xs Marco Point loads due to wind or seismic from shearwall reactions above the moment frame must be consistent with the direction of the lateral load For example P1 and P3 in the figure below shall be entered with a negative value for uplift The selector software will switch the direction of P1 and P3 to positive and P2 and P4 to negative and V1 to negative thru load combinations so the Designer do not have to do two designs by switching the load directions See Load Combinations section for more information regarding load combination and direction of lateral loads V V Shearwall Shearwall P P P P V c Beam 3 O O O Ka DD O na F SFUSERGD10 2010 Simpson Strong Tie Company Inc Ng Simpson Strong Tie Strong Frame Selector User Guide 9 LOAD COMBINATIONS The seven basic load cases defined above DL LL RLL Rain Snow Wind and Seismic are used for combining loads Per ASCE7 05 The basic load cases a
14. r Solution Types OMFSL eee OMPSL Step Height OMFAB with Ties Curb Height Curb Width Stemwall Height Concrete Fc 2500 psi v Anchor Rod Grade A449 Concrete If small end distances are reguired desired the OMFAB with Ties is the best option However it has a minimum 2 1 2 edge distance from the centerline of the outer most anchor bolt to the edge of concrete For Stemwall Foundation Types only the OMFSL solution is available to the Designer However this requires Designer design wall reinforcing to transfer forces from the base of the column down to the foundation Capacity of the anchor rods shear lug hairpin ties and concrete are included in the solution PDF output Anchorage force demands are also summarized in the solution so the Designer can perform their own anchorage design kaa Aa cur Hegh Sea a Stermall Height Anchor Rod Grade cnt F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 14 OUTPUT FRAME PDF OUTPUT Once the list of Possible Solutions appears after the frame analysis design the Designer has the option to generate a Design Summary in pdf format This pdf file contains a summary of the design input parameters entered by the Designer as well as the loading information on the first page OMF912 8x8 OMF129 8x8 Relative Cost 4 1 OMF1212 8x8 Relative Cost 47 7
15. rs Eger ae ee I oe g D alo amp Liss o 2 g Clear wood to wood Hio cg DV He e2 a D See S D cl o c O za lo Pal Os als E 2e S s A wall B wall ge l5 8 dimension dimension E F D Q 9 12 15 or 18 T inc nailers h cae J 0 All heights assume Anchor rods 112 non shrink grout F SFUSERGD10 02010 Simpson Strong Tie Company Inc F SFUSERGD10 2010 Simpson Strong Tie Company Inc SIMPSON Simpson Strong Tie Strong Frame Selector User Guide 6 Stock Frames e W1 Clear opening width from the inside face of 2x wood nailers for each column e H1 Dimension from top of concrete to top of the field installed top plate The dimension includes 1 1 2 for field installed top plate and 1 1 2 for non shrink grout under the base plate e Hmin Clear opening height from top of concrete to the bottom face of the beam bottom nailer Dimensional difference between H1 and Hmin is used by the Strong Frame Selector to calculate possible beam sizes For garage front applications where the steel frame bears on top of a concrete curb and the clear opening height is measured from the top of the concrete slab to the bottom of the steel beam nailer Hmin should be adjusted to exclude the curb height e A Wall Dimension Space available for the left column It is dimensioned from the
16. the required Job name Frame ID and user information on the top of the screen Save and Save As buttons will be active once all design criteria are entered and Search has been performed DESIGN CRITERIA Following is a list of the input variables under the Design Criteria window on the Frame Design Tab Design Code ASCE 7 05 Since both IBC 2006 and IBC 2009 references ASCE 7 05 the Strong Frame Selector load combinations are per ASCE 7 05 ASD Seismic Load Enter ASD seismic lateral load in Ibs resisted by the moment frame This value should include any shear value from stories above For any overturning forces imposed on top of the beam or column see ASD Point Load section below This seismic value must correspond to the seismic R value entered see Seismic R value below Seismic R Value R value is the response modification coefficient listed under Table 12 2 1 in ASCE 7 05 e Use 3 5 if seismic load entered above is based on ordinary steel moment resisting frame enter 6 5 if seismic load is based on light framed walls sheathed with wood structural panels rated for shear resistance F SFUSERGD10 2010 Simpson Strong Tie Company Inc EE Simpson Strong Tie Strong Frame Selector User Guide 4 e Use 3 0 for design not specifically detailed for seismic resistance There is also an option for less than 3 0 where other lateral systems limit the R value to less than 3 0 e f R value is entered as 6 5 the ASD seismic load used
17. x is determined and then assembled into a combined global stiffness matrix After applying boundary conditions pinned based columns the Strong Frame Selector solves for the overall displacement matrix From the displacement matrix member end forces are determined for each of the elements The stiffness matrix for each element is based on centerline to centerline dimensions with the Euler Bernoulli beam model shear deformations included Both large P A and small P d P Delta are considered in the analysis and design by the use of the geometry stiffness matrix method for P A and AISC B1 factor for P Member internal forces are determined by sub dividing each element into 100 segments Shear axial moment as well as deflection are calculated along the 101 points for each element oL OL 4 Please see frame analysis verifications under the Resources tab SIGN CONVENTIONS Default coordinate system is the 2D Cartesian coordinate system with x axis being in the horizontal direction and y axis being in the vertical direction Positive y direction is up uniform and point loads as defined in the previous section follows the same convention except a negative sign is automatically added to the user input values for point and uniform loads so Designers do not have to type in the sign for gravity loading Member moment is outputted with positive values on the tension side and negative values on
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