The AISC and the Steel Solutions Center logos are registered trademarks of AISC and are used under li Minimize the cost of the steel floor framing based on fabrication cost data. recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information Enter Design and Cost Parameters Run Analysis! View Input Summary Enter Project Data
Minimize the cost of the steel floor framing based on fabrication cost data. AISC Excel Spreadsheet
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The AISC and the Steel Solutions Center logos are registered trademarks of AISC and are used under license.
Minimize the cost of the steel floor framing based on fabrication cost data.
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination
and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information contained in
this spreadsheet.
Enter Design and Cost Parameters
Run Analysis!
View Input Summary
Enter Project Data
Date: SampleProject: #REF!
Company: 0 Location: 0
Structural SteelA-992 Steel, cost per Pound $0.22
StudsCost per Installed Stud $2.50
Stud spacing: 2 Stud spacing is not allowed to violate code requirements
Min Stud Spacing (in): Deck Parallel Deck PerpendicularLongitudinal 6 6 ds = diameter of shear studTransverse 2 2 ts = total thickness of the slab
Max Stud Spacing (in):Longitudinal 36 36
Camber
Type of Cost Analysis: 2 Camber Non-Compact Members? 2 Maximum Camber in Range 1 1 in % of Dead Load to Camber 75%Cost per Member in Range 1 $15.00 Minimum Camber 0.75 in
Maximum Camber in Range 2 1.5 in Camber Increment 0.25 inCost per Member in Range 2 $17.50 Maximum Camber 2.00 inCost per Member in Range 3 $25.00 Minimum Length of Cambered Members 23 ft
Vibration% of Superimposed Dead Load to include for vibration 25%
% of Live Load to include for vibration 10%
Parametric Bay Studies: Input SummaryProject Name: SampleScheme: Scheme 1Project Location Anywhere USACompany Company NameAnanlzed by: Senior Engineer Date: 05/03/2002
Design Criteria Bay GeometryDesign Code: ASD Ninth Edition Length (beam length) 25 ft
Building Code: IBC 2000 Width (girder length) 25 ftOptimization: Relative Cost # of Deck Spans per Bay 3 Building Use: Office
Maximum Camber 2 in Installed Studs 3.00 $/studCamber Increment 0.25 in Camber 2
Maximum Camber in Range 1 15.0 in25 ft Cost per Member in Range 1 15.00 $/member
Maximum Camber in Range 2 1.5 in75% in Cost per Member in Range 2 17.50 $/member
Camber Non-Compact Members Maximum Camber in Range 3 2.0 inCost per Member in Range 3 25.00 $/member
% of Superimposed Dead Load to include for vibration
% of Live Load to include for vibration
D (in)
Minimum Spacing
Maximum Spacing
Minimum Length of Cambered Members
Percent of Dead Load to Camber
This spreadsheet has been prepared by AISC MArketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination
and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information contained in
18 Type of Cost Analysis: 219 Maximum Camber in Range 1 15 in Minimum Camber 0.75 in20 Cost per Member in Range 1 15.00 $/member Camber Increment 0.25 in21 Maximum Camber in Range 2 1.50 in Minimum Length22 Cost per Member in Range 2 17.50 $/member of Cambered Members 25 ft23 Cost per Member in Range 3 25.00 $/member Maximum Camber 2 in
24 Camber Non-Compact Members? 1 125 Vibration26 % of Superimposed Dead Load to include for vibration 15%27 % of Live Load to include for vibration 10%28
The Three Most Economical Beams and Girders are Shown Below
Select a Beam and a Girder Below from the Optimal Choices Shown Above to Calculate Floor System Cost and Weight
lb/ft2
/ft2
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or
relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any
liability arising from the unauthorized use of the information contained in this spreadsheet.
Design CriteriaBeam Length = 25 ft Steel Design Code: ASD Ninth Edition Optimized for CostGirder Length = 25 ft Building Code: IBC 2000 Design for Vibration
Beam Spacing = 8 ft Office
Results for Floor System Designed for Strength, Vibration and Delflection LimitsThe Three Most Economical Combinations of Beams and Girders are ShownOption #1 Studs Camber $ Steel $ Studs $ Camber $ Total Beam 0 #N/A #N/A #N/A #N/A #N/A #N/A Girder 0 #N/A #N/A #N/A #N/A #N/A #N/A
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or
relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any
liability arising from the unauthorized use of the information contained in this spreadsheet.
Parametric Bay Studies: LRFD Composite Beam Design
Deflection Camber #N/ADL #N/A in #N/ALL #N/A in #N/A
SDL #N/A in #N/ATotal (DL+LL+SDL-Camber) #N/A in #N/A
Cost per Beam WeightSteel #N/A Total/Beam #N/A lbs
Studs #N/A Steel psf #N/A psfCamber #N/A
Total #N/A #N/A
Vibration
Ec = 2136 ksin (vibration) = 10.06 Modular Ratio for Vibration = Es/(1.35*Ec)
y_bar = #N/A in From Bottom of Effective ConcreteIj = #N/A in4
% sdl = 15%% ll = 10%
wj = #N/A plf#N/A in
fj = #N/A Hz
Ds = #N/A Transformed slab moment of intertia per unit width
Dj = #N/ACj = 2.0 Effective Width CoefficientBj = #N/A in
Contj = 1.5 Continuity Factor for Web Connected BeamsWj = #N/A kipsPo = 65 lbs
Beta = 0.040aj/g = #N/A
Minimum Moment Strength, fMnMaximum Moment Strength, fMn
Full Moment Strength, fMnf Actual Moment Strength, fMn
in4 in4
Shear Strength, fVn
fMn (k*ft)
D/L
/ft2
Dj =
in4/ft
in4/ft
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for
conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information contained in this
Contg = 1.0 Continuity Factor for Girders Connected to ColumnsWg = #VALUE! kipsPo = 65 lbs
Beta = 0.040ag/g = #VALUE!
Minimum Moment Strength, fMnMaximum Moment Strength, fMn
Full Moment Strength, fMnf Actual Moment Strength, fMn
in4 in4
Shear Strength, fVn
fMn (k*ft)
D/L
Beam Selected for Vibration Check of Girder
Dg =
in4/ft
in4/ft
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an
engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information contained in this spreadsheet.
Deflection Camber #N/ADL #N/A in #N/ALL #N/A in #N/A
SDL #N/A in #N/ATotal (DL+LL+SDL-Camber) #N/A in #N/A
Cost per Beam WeightSteel #N/A Total/Beam #N/A lbs
Studs #N/A Steel psf #N/A psfCamber #N/A
Total #N/A #N/A
Vibration
Ec = 2136 ksin (vibration) = 10.06 Modular Ratio for Vibration = Es/(1.35*Ec)
y_bar = #N/A in From Bottom of Effective ConcreteIj = #N/A in4
% sdl = 15%% ll = 10%
wj = #N/A plf#N/A in
fj = #N/A Hz
Ds = #N/A Transformed slab moment of intertia per unit width
Dj = #N/ACj = 2.0 Effective Width CoefficientBj = #N/A in
Contj = 1.5 Continuity Factor for Web Connected BeamsWj = #N/A kipsPo = 65 lbs
Beta = 0.040aj/g = #N/A
in3
in4 in4
D/L
/ft2
Dj =
in4/ft
in4/ft
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for
conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC disclaims any liability arising from the unauthorized use of the information contained in this
spreadsheet.
Parametric Bay Studies: ASD Composite Girder Design
This spreadsheet has been prepared by AISC Marketing in accordance with recognized engineering principles and information made available to AISC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an
engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC
disclaims any liability arising from the unauthorized use of the information contained in this spreadsheet.
1 2 3 4 5 6 7 8 9 10 11 12 13
Beam Section Selection
Check Sections to be Included in Beam Design
min max ALL NONE ECONOMICAL Custom
1 5 1 1 1 1 1 3 1 2 2 W44 W44X335 0 1 0 0 0 0
3 3 W44 W44X290 1 1 0 0 1 1
4 4 W44 W44X262 1 1 0 0 1 1
5 5 W44 W44X230 1 1 0 0 1 1
6 28 1 1 1 1 1 3 1 7 7 W40 W40X593 0 1 0 0 0 0
8 8 W40 W40X503 0 1 0 0 0 0
9 9 W40 W40X431 0 1 0 0 0 0
10 10 W40 W40X397 0 1 0 0 0 0
11 11 W40 W40X372 0 1 0 0 0 0
12 12 W40 W40X362 0 1 0 0 0 0
13 13 W40 W40X324 0 1 0 0 0 0
14 14 W40 W40X297 0 1 0 0 0 0
15 15 W40 W40X277 0 1 0 0 0 0
16 16 W40 W40X249 0 1 0 0 0 0
17 17 W40 W40X215 0 1 0 0 0 0
18 18 W40 W40X199 0 1 0 0 0 0
19 19 W40 W40X392 0 1 0 0 0 0
20 20 W40 W40X331 0 1 0 0 0 0
21 21 W40 W40X327 0 1 0 0 0 0
22 22 W40 W40X278 0 1 0 0 0 0
23 23 W40 W40X264 0 1 0 0 0 0
24 24 W40 W40X235 0 1 0 0 0 0
25 25 W40 W40X211 0 1 0 0 0 0
26 26 W40 W40X183 1 1 0 0 1 1
27 27 W40 W40X167 1 1 0 0 1 1
28 28 W40 W40X149 1 1 0 0 1 1
29 50 1 1 1 1 1 3 1 30 30 W36 W36X798 0 1 0 0 0 0
31 31 W36 W36X650 0 1 0 0 0 0
32 32 W36 W36X527 0 1 0 0 0 0
33 33 W36 W36X439 0 1 0 0 0 0
34 34 W36 W36X393 0 1 0 0 0 0
35 35 W36 W36X359 0 1 0 0 0 0
36 36 W36 W36X328 0 1 0 0 0 0
37 37 W36 W36X300 0 1 0 0 0 0
38 38 W36 W36X280 0 1 0 0 0 0
39 39 W36 W36X260 0 1 0 0 0 0
40 40 W36 W36X245 0 1 0 0 0 0
41 41 W36 W36X230 0 1 0 0 0 0
42 42 W36 W36X256 0 1 0 0 0 0
43 43 W36 W36X232 0 1 0 0 0 0
44 44 W36 W36X210 0 1 0 0 0 0
45 45 W36 W36X194 0 1 0 0 0 0
46 46 W36 W36X182 0 1 0 0 0 0
Girder Section Selection
Check Sections to be Included in Beam Design
min max ALL NONE ECONOMICAL Custom
1 5 1 1 1 1 1 4 1 2 2 W44 W44X335 1 1 0 0 1 1
3 3 W44 W44X290 1 1 0 0 1 1
4 4 W44 W44X262 1 1 0 0 1 1
5 5 W44 W44X230 1 1 0 0 1 1
6 28 1 1 1 1 1 7 1 7 7 W40 W40X593 0 1 0 0 0 0
8 8 W40 W40X503 0 1 0 0 0 0
9 9 W40 W40X431 0 1 0 0 0 0
10 10 W40 W40X397 0 1 0 0 0 0
11 11 W40 W40X372 0 1 0 0 0 0
12 12 W40 W40X362 0 1 0 0 0 0
13 13 W40 W40X324 0 1 0 0 0 0
14 14 W40 W40X297 0 1 0 0 0 0
15 15 W40 W40X277 0 1 0 0 0 0
16 16 W40 W40X249 0 1 0 0 0 0
17 17 W40 W40X215 0 1 0 0 0 0
18 18 W40 W40X199 0 1 0 0 0 0
19 19 W40 W40X392 0 1 0 0 0 0
20 20 W40 W40X331 0 1 0 0 0 0
21 21 W40 W40X327 0 1 0 0 0 0
22 22 W40 W40X278 1 1 0 0 1 1
23 23 W40 W40X264 1 1 0 0 1 1
24 24 W40 W40X235 1 1 0 0 1 1
25 25 W40 W40X211 1 1 0 0 1 1
26 26 W40 W40X183 1 1 0 0 1 1
27 27 W40 W40X167 1 1 0 0 1 1
28 28 W40 W40X149 1 1 0 0 1 1
29 50 1 1 1 1 1 5 1 30 30 W36 W36X798 0 1 0 0 0 0
31 31 W36 W36X650 0 1 0 0 0 0
32 32 W36 W36X527 0 1 0 0 0 0
33 33 W36 W36X439 0 1 0 0 0 0
34 34 W36 W36X393 0 1 0 0 0 0
35 35 W36 W36X359 0 1 0 0 0 0
36 36 W36 W36X328 0 1 0 0 0 0
37 37 W36 W36X300 0 1 0 0 0 0
38 38 W36 W36X280 0 1 0 0 0 0
39 39 W36 W36X260 0 1 0 0 0 0
40 40 W36 W36X245 0 1 0 0 0 0
41 41 W36 W36X230 0 1 0 0 0 0
42 42 W36 W36X256 0 1 0 0 0 0
43 43 W36 W36X232 0 1 0 0 0 0
44 44 W36 W36X210 0 1 0 0 0 0
45 45 W36 W36X194 0 1 0 0 0 0
46 46 W36 W36X182 1 1 0 0 1 1
WorkSheet "Grider"Input from WorkSheet into Code
Variable Name row column Column multiple Celllength 6 3 C *12 C6loadwidth 15 3 C *12 C15w_deck 16 3 C /144000 C16w_girder 17 3 C /12000 C17dl 18 3 C /144000 C18I_full 42 3 C C42I_effective 43 3 C C43y_bar 46 3 C C46a_conc 48 3 C C48topping 6 6 F F6ht_deck 7 6 F F7sdl 15 6 F /144000 F15M_construction 42 6 F *12 F42phi_Mn_max 47 6 F *12 F47phi_Mn_min 48 6 F *12 F48phi_Mn 49 6 F *12 F49Vu 51 6 F F51fy_steel 6 9 I I6E_steel 7 9 I I7fc_conc 8 9 I I8density_conc 9 9 I I9ll 17 9 I /144000 I17Mu 39 11 K *12 K39orientation_slab 8 12 L L8comp_percent 15 12 L L15num_studs_1 52 12 L L52num_studs_2 53 12 L L53num_studs 55 12 L L55C_conc 57 12 L L57def_dl 67 23 W W67camber 69 23 W W69def_sdl 67 24 X X67def_ll 67 25 Y Y67area_steel 5 33 AG AG5depth_steel 6 33 AG AG6tw_steel 7 33 AG AG7bf_steel 8 33 AG AG8tf_steel 9 33 AG AG9I_steel 10 33 AG AG10S_steel 11 33 AG AG11Z_steel 12 33 AG AG12phi_Mn_bare 13 33 AG *12 AG13be_conc 9 39 AM AM9max_C_studs 9 43 AQ AQ9
WorkSheet "Girder"Input from Code into Worksheet
phi_Mn_max 47 6 F /12 F47phi_Mn_min 48 6 F /12 F48
girdersize 14 12 L L14C_conc (strength) 18 33 AG AG18C_conc (Str+Def) 18 34 AH AH18