HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00487 - 802 S 2275 W - New SFRdid 6 York
Engineering
Structural Design
( 8 0 1 ) 876-3501
Structural Calculations
Davenport B
Summerfield Subdivision
Rexburg, ID
Prepared For:
KARTCHNER
H O M E S
Kartchner Homes
601 W. 1700 S. Bldg B
Logan Utah 84321
435.755.9530
August 7, 2017
Structural Calculations
August 7, 2017
For: Kartchner Homes
Plan #: SF4B8
Location: Summerfield Subdivision
From: York Engineering Inc.
2329 W. Spring Hollow Rd.
Morgan, Utah 84050 (801) 876-3501
Design Criteria 2015 IRC:
Roof Load;
Roof Live Load (PSF) 40
Dead Load (PSF) 15
Floor Load;
Live Load (PSF) 40
Dead Load (PSF) 10
Seismic Zone: D
Wind Speed: 115 mph ult. (90 mph basic) Exposure C or
130 mph ult. (100 mph basic) Exposure B
Material Properties & Assumptions
Concrete (fc'): 3000 psi(found.) to 4000 psi (susp. slab)
Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40
Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based
Backfill (KH=35 pct),Slope not to exceed 20%, Setback from slopes is minimum of 25'
Dimensional Lumber: Hem or Doug Fir #2 & BTR
Steel: ASTM A36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within the pages of this document. These structural
calculations are based on conditions and assumptions listed above. If the conditions listed herein
are not met or are different it shall be brought to the attention of the engineer. Roof Truss and
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause
future flooding, settlement, site instability, or other adverse conditions. Verification of and
liability for the soil bearing pressure, site stability, and all other site conditions, including site
engineering as required, is the responsibility of others. These calculations and engineering are for
the new building structure only and do not provide any engineering analysis of or
liability/warranty for the non-structural portions of the building, or the site itself. York
Engineering Inc. does not assume the role of "Registered Design Professional in Responsible
Charge" on this project. The purpose of these calculations and engineering is to help reduce
structural damage and loss of life due to seismic activity and/or high wind conditions. The
contractor shall verify all conditions, dimensions and structural details of the drawing.
All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all
horizontal edges I %2' nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than '/2" from
edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend
sheathing over gable end to wall joints & over rimjoist between floors and nail to rim and wall
plates 6" O.C.
The following general requirements shall be followed during construction:
1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors,
omissions, or discrepancies prior to construction.
2. Use Simpson A35 ties each cantilevered joist to sill or top plate.
3. Use Simpson H 1, H2.5 or equiv. ties each end of each truss.
4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over
8' high. Use 3" x 3" x 1/4" washers
5. If discrepancies are found, the more stringent specification shall be followed.
6. All multiple beams and headers to be nailed using 16d two rows 12" O.C.
7. Contractor shall assure that all materials are used per manufactures recommendations.
8. Site engineering and liability shall be provided by the owner/builder as required.
9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers.
10. Contractor shalt assure that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil and that building horizontal clearance from footings to adjacent
slopes be a minimum of 25 feet and that the intent of IRC section R403.1.7.2 is met. If set back
requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements.
10. The contractor shall conform to all building codes and practices as per the 2015 IRC.
11. Use balloon framing method when connecting floors in split level designs.
12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as regd.
13. Provide joist and rafter hangers as per manufacturers' specifications.
14. Foundation steps shall not exceed 4 feet or %2 the horizontal distance between steps. Horz.
re -bar shall be 12" O.C. through step downs and extend 48" either side of step
15.If garage return walls are less than 32" wide then extend headers across return walls with 2
king studs on either end extending from the top of the header to the bottom plate or install (2)
MST 36 straps each end of header extend across wing walls.
16. Use a minimum of 2-9'/2" LVLs for all headers carrying girder loads.
17. Use 1 1/8" wide timberstrand or equiv. for all rim joist
18. Provide solid blocking through structure down to footing for all load paths.
19. Builder shall follow all recommendations found in all applicable Geotechnical reports.
20. Stacking of two sill plates is permitted with 5/8" J -bolts through both plates. Stacking more
than two plates is not permitted without special engineering
21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI
concrete shall be used.
Plan:
Davenport
Date:
2/15/2017
Location:
SF4B8
Footing Calculations
back front
left
right
interior
Concrete Specs
Density (pcf)
150
150
150
150
150
Strength (psi)
2500
2500
2500
2500
2500
Clear Cover Thickness (in)
3
3
3
3
3
Foundation
Height Above Grade (ft)
0.67
0.67
0.67
0.67
0.08
Height Above Grade (in)
8
8
8
8
1
Wall Thickness (ft)
0.67
0.67
0.67
0.67
0.67
Thickness (in)
8
8
8
8
8
Weight (kips/Ift)
0.07
0.07
0.07
0.07
0.01
Footing Specs
Width (ft)
1.67
1.67
1.67
1.67
1.33
Width (in)
20
20
20
20
16
Height (ft)
0.83
0.83
0.83
0.83
0.83
Height (in)
10
10
10
10
10
Weight (kips/Ift)
0.21
0.21
0.21
0.21
0.17
Area perlft
1.67
1.67
1.67
1.67
1.33
Soil Specs
Density (pcf)
125
125
125
125
125
Soil Pressure (psf)
1500
1500
1500
1500
1500
Weight (kips/Ift)
0.04
0.04
0.04
0.04
0.00
Building Loads
Roofspan
40
40
10
10
10
Roof (kips/Ift)
1.10
1.10
0.28
0.28
0.28
Wall Height (ft)
18
12
14
14
20
Wall Load (kips/Ift)
0.36
0.24
0.28
0.28
0.30
Floor span
40
8
18
2
18
Floor Loads (kips/Ift)
1.00
0.20
0.45
0.05
0.45
Total (kips.lft)
2.46
1.54
1.01
0.61
1.03
Calculations
Total Weight on Soil (kips)
2.74
1.82
1.28
0.88
1.20
Soil Load (ksf)
1.64
1.09
0.77
0.53
0.90
Required Footing Width (in)
2U
"LU
LU
YU
16
Required Footing Depth (in)
10
10
10
10
10
Plan: Davenport
Date:
211 512 01 7
Location:
SF4B8
Seismic Calculations (w/ basement only)
Loading Summary
Floor Dead Load (psf)
10
Floor Live Load(psO
40
Walls (Ext)(psf)
20 Roof LL(psf) 40
Walls (Int)(psf)
10 Roof DL(psf) 15
Roof Dead Load(psf)
15
Roof Slope
7/12
Exterior
combination
Snow Load Reduction
Seismic Parameters
Slope
30.26 V=Cs'W/1.4
Snow
40.00 Fa= 1
Table 11.4-1
Pitch over 20
R= 6.5
table 1617.6
Rs
Ss= 1.772
Reduction
Sms= 1.77
eq. 16-16
L.L.- Reduction
40.00 Sds= 1.18
eq 16-18
Total Load
55.00 Cs= 0.218
per eq, 16-49
Adj. Factor 1.4
Cs= 0.1556
Roof
Length W(psf) Lb/ft
Width W(lb)
26 23 598
50 29900
roof wall
6840
Total Mass Tributary to Roof Levels =
36740
Shear (V)(lbs) Roof Levels =
5718
Floor
Length W(psf) Ib/ft
Width W(lb)
26 10 260
50 0
wall height
0
6840
Total Mass Tributary to Floor 2=
0
Shear (V)(lbs) Floor Levels =
0
Floor 1
Length W(psf) Ib/ft
Width W(lb)
26 10 260
50 6370
wall height
9
14440
Total Mass Tributary to Floor 1=
20810
Shear (V)(lbs) Floor Levels =
3239
Floor Lateral Force
3239
Floor 2 Lateral Force
U
Hoot Lateral Force
5/18
I otal seismic Mass=
b/b5U
I otal Lateral Force=
a95b
Seismic Force Distribution
"' Roof Sections "'
H(x) W(x) kip W(x)H(x)
% Force Total Sheer I
Roof
21.0 37 772
88.12% 7.8918856
Floor l
5.0 21 104
11.66% 6,9561tibb
Floor
0.0 U U
O.UU% /.a9188ba
Totals 58 876
1
V/Sum(WI"HI)=
U.U1U23 l otal ahear(IbS)=
6955
tsasemem sneer wait
F(total) Length
Total Load (kips)
9.0
Shear Wall Load (pit)
right Side
4,5 Yu
224
lett side
4,5 SU
9U
trout
4,5 26
1 /2
back
4.5 20
224
door 7 Sneer wall
F(lolal) Length
Total Load (kips)
7.9
Shear Wall Load (pit)
right side
3.9 3a
1U4
lett side
5.0 13
462
iron[
3.9 15
263
back
3.9 25
15a
Floor 2 Sneer wall
1-(tot8l) Length
Total Load (kips)
7,9
Shear Wall Load (pit)
right Side
3.9 10
Not Applicable
lett side
3.9 10
Not Applicable
Trent
3.9 10
Not Applicable
back
3.9 10
Not Applicable
Plan: Davenport
Dale: 2115/2017
Location: SF4S8
2.6
Wind Loading Calculations using Main Windforce-Resisting
System (M W FRS)
Longitudinal Direction
15
wind pealgn coefficients
25
P=ztnd bad'exp coe0'Iw
P=Design Pressure
21932
Horizontal Wind Load Frain Figure 28.6.1
26
Wall Load (pso=
20
end zone (A) 23.6
Force(lba)
interior zone (0) 18.8
0
Raaf Load(psfi=
-74
end zone (B) 16.1
0
interior zone (D) 12.9
-45
Vertical Wind Load from figure 28.6-1
Roof Load (ps()=
end zone windward (E) 1.8
Height Wind Load
and zone leeward (F) -8.7
Force (IW
interior zone windward (G) 0.6
89
Interior zone leeward (H) -12.3
1.00 13.65
Exposure Coefficient from figure 28.6-1
1.21
Apply Load combination factor (ASCE 7-10 2.4.1
0.6
Wind$peed= 115
Roof Height 14.00
Exposure C
Mean roof He 14
Roof Slope v
RoofAnglelded-
P=wind load'exp coef'lw
horizontal well interior
horizontal well and zona
horizontal roof interior
horizontal roof end zone
vertical end zone windward
Wall end zone leeward
vertical interior zone windward
vertical interior zone leeward
4-Hmean
.1'base
End Zone Width (0)
Interior Zone Width (6)
Gable ftmf Load
Hip Roof Load
Wall Load
Truss Span 48
Wind Load u 0.6
7112
30.26 Sine=0.5039
Minimum Pressure
Adjusted
13.65 13.65
17.13 17.13
9.37 10.00
11.69 11.69
1.31 1.31
-6.32 0.00
0.44 0.44
-8.93 0.00
8.4
2.6
2.6
44.8
width
End 2.6
Interior 44.8
Area
End 700
Interior 394.24
Width
End 2.6
Interior 44.8
Vertical Force Width
end zone windward 3
leeward 3
interior zone windward 45
leeward 45
Floor 2 Diaphragm shear
Total Shear(to.) 12124
Front Well Length 10
Back Wall Length 10
Floor t Diaphragm $hear
2.6
Total Shear (lbs)
18,129
Front Wall Length
15
Back Wall Length
25
basement Diaphragm shear
Total Shear(Ibs)
21932
Front Wall Length
26
Back Wall Length
20
Critical Wall Length (ft)=
Force(lba)
Front Wall Dead Load (pl(f=
0
Front Wall Critical Length (h)=
-74
Back Wall Dead Load (plf)=
0
Back Wail Critical Length (fi)=
-45
2nd storyEnd Zone Width (it)
2.6
2nd Starylnterior Zone Wafth(it)
44.8
Height WndLwd
Force(Ibe)
1.4 17.13
64
6.28 13.65
4718
Sum=
4782.38
Wind Load
Force(lba)
11.69
8182
10.00
3942
Total
12124
2nd Stor
Height Wind Load
Force(IbM)
Force (IW
1.0 17.13
89
89.095
1.00 13.65
611
611A7
Sum=
700.561
700.56
length Wlnd Load
For. (to.)
11.70 TRUE
15
11.70 FALSE
0
11.70 TRUE
262
11.70 FALSE
0
Shear Wall Loads (plQ
Not Applicable
Not Applicable
Shear Wall Loads (pl0
614
369
Shear Wall Loads (plf)
422
548
Total 11307
Total Unit) 74
Plan: Davenport
Dale: 211512017
Location: SF4B8
Wind Loading Calculations using Main Windforce-Resisting
System (MWFRS)
Transverse Direction
Wind Dealgn Doeigcie.
P=wind load'exp cceg'Iw
P=Design Pressure
Horizontal Wind Load From Figure 28.6-1
Wall Load (psf)=
end zone(A) 23.6
Interior zone (C) 18.8
_
Roof Load (psf)=
end zone (B) 16.1
interior zone (D) 12.9
Vertical Wind Load from figure 28.6-1
Roof Load (psgn
end zona windward (E) 1.8
end zone leeward (F) -8.7
Interior zona windward (G) 0.6
interior zone leeward (H) -12.3
Exposure Coefficient from figure 28.64
1.21
Apply Load combination factor (ASCE 7-10 2.4.1
0.6
Wind Speed= 115
Roof Height
14
Exposure C
Well Height
14
Truss Span
48
Roof 8lope=
7 112
Roof Angle(de,)- 30.26
Sine
0.6039
Minimum Pressure
P=wind load'exp coef *lw
Adjusted
horizontal wall interior 13.65
13.65
horizontal wall and zone 17.13
17.13
horizontal roof interior 9.37
10.00
horizontal roof end zone 11.69
11.69
vertical end zone windward 1.31
1.31
vertical end zone leeward 46.32
0.00
vertical interior zone windward 0.44
0.44
vertical Interior zone leeward -8.93
0.00
End Zane Width (ft) 2.6
2nd storyEnd Zane Width (ft)
2.6
Interior Zone Width (ft) 20.8
2nd Slorylnterior Zone Width (ft)
20.8
Gable Roef Load
Width
Height
Wind Lead Force fibs)
End
2.6
1.4
17.13 64
Interior
20.8
6.28
13.65 2191
Sum = 2254.602
Area
Hip Roof Load End
364
11.69 4255
Interior
183.04
10.00 1830
Total 6085
2nd Story
Wall Load
Width
Height
Wind Lead Force([be)
End
2.6
1.0
17.13 89
89.09472
Interior
20.8
1.00
13.65 284
283.89504
Sum= 3729898
372.98976
Vertical Farce
Width
length
Wad Load Force(past
end zone windward
3
56.20
TRUE 73
leeward
3
56.20
FALSE 0
interior zone windward
21
56.20
TRUE 584
leeward
21
56.20
FALSE 0
Floor 2 Diaphragm Shear
Shear Wall Loads (plf)
Total Shear(lbs) 6085
Left Wall Length 10
Not Applicable
Right Wall Length 10
Not Applicable
Floor Diaphragm Shear
Shear Wall Loads (pig
Total Shear(Ibs) 9442
Left Wall Length 13
363
Right Wall Length 38
124
basement Diaphragm Shear
Shear Wall Loads (pin
Total Shear (lbs) 11307
Left Wall Length 50
113
Right Wall Length 20
283
Critical Wall Length (ft)=
Left Wall Dead Load (pit)= 0
Total
21932
Left Wall Critical Length (ft)= -38
Total (pi)
85
Right Wall Dead Load (pit)= 0
Right Wall Crlt Length(ft)= 43
Plan: Davenport
Data 211512017
Location: SF4B0
RB -1 RB -2 RB -3 RB4 RB -5 RB$ RB -7 RB -8 RB -9 FB -1 FB -2 FB -3 FB4 FB -5 FB.6
Grade LVL LVL Sawn Sawn Sawn LVL Sawn Sawn Sawn Sawn LVL Sawn Sawn LVL LVL
Load Parameters Elev A,C
Floor Live Load(psf) 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
Floor Total Load(psf) 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50
Floor l Span(0) 0 0 0 0 0 a 0 0 0 29 14 2 15 16 20
Total Floor Loed(pift 0 0 0 0 0 0 0 0 0 725 350 50 375 400 500
Well Height (fl) 5 0 0 0 6 0 0 5 0 0 0 9 5 0 0
Well Weight(psf) 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20
Wall Loatl(plf) 100 0 0 0 120 0 0 100 0 0 0 180 100 0 0
Roof LL(psQ 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
Total Roof Loa l(psf) 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55
Roof Spanpt) 4 44 41 30 4 7.5 39 24 39 0 0 2 0 0 0
Total Roof Load(plf) 110 1210 1128 825 110 206 1073 660 1073 0 0 55 0 0 0
Beam Weight(plf) 12.1 7.4 5.6 5.6 5.6 9.6 5.6 5.6 5.6 5.6 5.9 5.6 5.6 6.0 12.1
Live Load plf) 80 880 820 600 80 150 780 480 780 580 260 80 300 320 400
Total Load(pli) 222 1217 1133 831 236 216 1078 766 1078 731 356 291 481 406 512
Reactions 8 Moment
Duration Increase 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Beam Span(fl) 16 6 4 5 5 13 4 4 4 4 4 5 5 3 5.5
Reaction 1(lb) 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408
Reaction 2(11h) 1776 3652 2266 2076 589 1403 2156 1531 2156 1461 712 726 1201 609 1408
Max Moment Pon 7106 5478 2266 2595 736 4561 2156 1531 2156 1461 712 908 1502 457 1936
Max Shear Lb 1776 3652 2266 2076 589 1403 21M 1531 2156 1461 712 726 1201 609 1408
Determine Beam St.
Depth Estimate (in) 11.88 7.25 9.25 9.25 9.25 9.50 9.25 9.25 9.25 9.25 11.88 9.25 9.25 11.88 11.88
Width Estimate (In) 3.50 3.50 3.00 3.00 3.00 3.50 3.00 3.00 3.00 3.00 1]0 3.00 3.00 1.75 3.50
Cr- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Cf = 1.00 1.00 1.10 1.10 1.10 1.00 1.10 1.10 1.10 1.10 1.00 1.10 1.10 1.00 1.00
Area = 41.58 25.38 27.75 27.75 27.75 33.25 27.75 27.75 27.75 27.75 20.20 27.75 27.75 20.79 41.58
Moreau of inertia l= 489 111 198 198 198 250 198 198 198 198 238 198 198 245 489
Maximum Bend Stress = 1036 2144 636 728 206 1040 605 429 605 410 214 255 421 133 282
Allowable bend Stress 2604 2784 935 935 935 2684 935 935 935 935 2604 935 935 2604 2604
Allowable Moment 17862 7115 3333 3333 3333 11775 3333 3333 3333 3333 8676 3333 3333 8931 17862
Factor Of Safety = 2.51 1.30 1.47 1.28 4.53 2.58 1.55 2.18 1.55 2.28 12.19 3.67 2.22 19.55 9.23
Allowable Sheer Stress 285 285 165 165 165 285 165 165 165 165 285 165 165 285 285
Max Shear Cap(Ibs)= 7900 4821 3053 3053 3053 6318 3053 3053 3053 3053 3837 3053 3053 3950 7900
Factor Of Safety = 4.45 1.32 1.35 1.47 5.18 4.50 1.42 1.99 1.42 2.09 5.39 4.20 2.54 6.49 5.61
Bearing Required= 0.68 1.39 1.87 1.71 0.48 0.53 1.77 1.26 1.77 1.20 0.56 0.60 0.99 0.46 0.54
E(psi) 2000000 2000000 1300000 1300000 1300000 2000000 1300000 1300000 1300000 1300000 2000000 1300000 1300000 20011000 2000000
De0eUion LL (in) 0.12 0.12 0.02 0.03 0.00 0.19 0.02 0.01 0.02 0.01 0.00 0.00 0.02 0.00 0.01
LLoad Def. Limit 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360
Allowable Deflection (m) 0.53 0.20 0.13 0.17 0.17 0.43 0.13 0.13 0.13 0.13 0.13 0.17 0.17 0.10 0.18
LL De0ection FIS 4.42 1.73 7.26 5.08 38.11 2.25 7.63 12.40 7.63 10.27 39.27 38.11 10.16 83.85 21.77
Deflection TL (in) 0.33 0.16 0.03 0.05 0.01 0.28 0.02 0.02 0.02 0.02 0.00 0.02 0.03 0.00 0.01
TLoad Def. Limit Ll 240 240 240 240 240 240 240 240 240 240 240 240 240 240 240
Allowable Deflection (in) 0.8 0.3 0.2 0.25 0.25 0.65 0.2 0.2 0.2 0.2 0.2 0.25 0.25 0.15 0.275
TL Deflection FIS 2.39 1.88 7.88 5.51 19.41 2.34 8.28 11.67 8.28 12.23 46.35 15.74 9.52 99.13 25.51
LVL LV1. Sawn Sawn Sawn LVL Sawn Sawn Sawn Sawn LVL Sewn Sawn LVL LVL
Selection 2; 1171a' 2:71/4' 2:2x10 2:2x10 2:2x10 2:9W 2:2x10 2:2x10 2:2x10 2:2x10 1:1178- 2:2x10 auxin 1:1178' 2:1171d'
Simple Span Joist
Duration Increase
Plan: Davenport
Joist Span(ft)
16
Date: 211512017
19.2
Joist Weight (plf)
Location: SF4138
Joist Loading (plf)
TJI Joist
Max Reaction (lbs)
210
Span (ft)
2650
16
Depth
Total Load (L/240) =
11.88
Load Parameters
315
Live Load Deflection (in)
Floor Dead Load
Total Load Deflection (in)
10
Floor Live Load
1.59
40
Total Floor Load
50
Simple Span Joist
Duration Increase
1
Joist Span(ft)
16
Joist Spacing
19.2
Joist Weight (plf)
2.8
Joist Loading (plf)
83
Max Reaction (lbs)
662
Max Moment (FtLb/If)
2650
Max Shear Lb
662
Determine Joist Size
Depth
11 7/8"
Max Moment 100% (ft -lbs) =
3795
F. S. for moment =
1.43
Max Shear 100% (Ibs) =
1655
F. S. for shear =
2.50
Bearing Required (in.)=
2.00
Live Load (L/360) =
0.53
Total Load (L/240) =
0.80
EI x 10^6 (Ib -!n^2)
315
Live Load Deflection (in)
0.34
Total Load Deflection (in)
0.44
Live Load F of S
1.59
Total Load F of S
1.84
Selection 11 7/8" 210's @ 19.2" o.c
Plan: Davenport
Date: 2115/2017
Location: SF4188
BCI JOISTS 6000
Span (ft) 17
Depth 11.88
Load Parameters
Floor Dead Load 10
Floor Live Load 40
Total Floor Load 50
Simple Span Joist
Duration Increase
1
Joist Span(ft)
17
Joist Spacing
19.2
Joist Weight (plf)
2.5
Joist Loading (plf)
83
Max Reaction (Ibs)
701
Max Moment (FtLb/If)
2980
Max Shear Lb
701
Determine Joist Size
Depth =
11 7/8"
Max Moment 100% (ft-Ibs) =
3670
F. S. for moment =
1.23
Max Shear 100% (Ibs) =
1175
F. S. for shear =
1.68
Live Load (L/360) =
0.57
Total Load (L/240) =
0.85
EI x 10^6 (Ib-In^2)
305
K x 10^6 (Ibs)
6
Live Load Deflection (in)
0.43
Total Load Deflection (in)
0.56
Live Load F of S
1.31
Total Load F of S
1.53
Selection 11718- 6000 @ 19.2"