HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 14-00198 - 880 South 2275 West - SFRlK "tTfT-l=*
Kartchner Homes
601 W. 1700 S. Blds B
Logan Utah 8$21
435.7 55.9530
York Engineering Inc.
Structural Calculations
Vergie Scroughams
Summerfield Subdivision
Block 2, Lot l0
Rexburg, ID 83440
Prepared For:
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May 6,2014
Structural Calculations
Kartchner Homes
Vergie Scroughams
880 S. 2275 W. Rexburs
York Engineering Inc.
2329 W. Spring Hollow Rd.
40
l0
D
(90 mph basic) Exposure C or(100 mph basic) Exposure B
May 6,2014
For:
Plan #:
Location:
From:
Morgan, Utah 84050 (801) 876_3501Design Criteria 2012 IRC:
RoofLoad;
Roof Live Load (pSF) 40
Dead Load (pSF) 15Floor Load:
Live Load (pSF)
Dead Load (pSF)
Seismic Zone:
Wind Speed: 115 mph ult.
130 mph ult.
Material Properties & Assumptions
Concrete (fc'): 2500 psi(found.) to +OOO psi (susp. slab)concrete Reinforcement: ASTM 4615 Grad. oo a Grade 40Site conditions: Dry & stable granular based, 1500 psF Bearing capacity, Granular BasedBackfill (KH:35 pcf),Slope noito exceed 20Yo, Setback from slopes is minimum of 25,Dimensional Lumber: Hem or Doug Fir #2 & BTRSteel: ASTM ,{36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structuralrequirements as noted on the dlawing and within th;pd";;;this document. These structuralcalculations are based on conditions-and assumption, ti.t"o above. If the conditions listed hereinare not met or are different it shall be brought to the attention of the engineer. noorr.ur. unobeam system to be engineered-by the suppfier. This .ngin"";ing assumes that the building site isdry and stable, a high water tabll or adverse soils such as plastic clays, fills etc. could causefuture flooding, settlement, site instability, or other adverse conditions.i Verification of andliability for the soil bearing pressure, site stability, and all other site conditions, including siteengineering as required, is the responsibility of others. these calculations and engineering are forthe new building structure only and do not provide any engineering analysis of orliability/warranty for the non-structural portions of the bff;i;g, or the site itself. yorkEngineering Inc' does not assume the role of "Registe."d t;;Lr professional in Responsiblecharge" on this projeg!' The purpose of these calculations and engineering is to help reducestructural damage and loss of life due to seismic activity u"iorhigh wind conditions. Thecontractor shall verify all conditions, dimensions and .i.u"turut aetaits of the drawing.All exterior walls shall be sheathed withT/16" APA ratea structural wood panel. Block all
ft0tMrPh0
horizontal edges I t/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 ofpanel and driven flush but shall not fracture the surface ofthe sheathing. Extend
sheathing over gable end to wall joints & over rim joist between floors and naiito rim and wallplates 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 ,{35 ties each cantilevered joist to sill or top plate.
3. Use Simpson Hl, H2.5 or equiv. ties each end of each truss.
4. Use l/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 l6d 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 shall assure that footings are properly drained and that soil is dry andihat 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. I .7 .2 is met. If set backrequirements 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 2009 IRC.I 1. Use balloon framing method when connecting floors in split level disigns.
12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd.
13. Provide joist and rafter hangers as per manufacturers' specifications.
14. Foundation steps shall not exceed 4 feet or lzthe 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 vz" LYLs 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. Sta&ing morethan two plates is not permitted without special engineering
Plan: SFl0B2
Date: 5 May 2014
Location: Block 2 Lot 10 Summerfield Subdivision
Footing Calculations
Concrete Specs
Density (pcf)
Strength (psi)
Clear Cover Thickness (in)
Foundation
Overall Height (ft)
Height (in)
WallThickness (ft)
Thickness (in)
Weight (kips/|ft)
Footing Specs
width (ft)
Width (in)
Height (ft)
Height (in)
Weight (kips/|ft)
Area per lft
Soil Specs
Density (pcf)
SoilPressure (psf)
Weight (kips/|ft)
Building Loads
Roof span
Roof (kips/|ft)
WallHeight (ft)
Wall Load (kips/|ft)
Floor span
Floor Loads (kips/|ft)
Total(kips.lfi)
Calculations
back front left
150 150
3000 3000
33
7.83 7.83
94 94
0.67 0.67
88
0.78 0.78
1.67 1.67
20 20
0.83 0.83
r0 10
0.21 0.21
1.67 1.67
right interior
150 150 150
3000 3000 3000
333
TotalWeight on Soil (kips) 2.53
Soil Load (ksf) 1.52
7.83 7.83
94 94
0.67 0.67
88
0.78 0.78
1.50 1.50
18 18
0.83 0.83
10 10
0.19 0.19
1.50 1.50
0.08
1
0.67
I
0.01
1.33
16
0.67
8
0.13
1.33
125 125 125
1500 1500 1500
0.41 0.41 0.00
440
0.11 0.11 0.00
14 14 12
0.28 0.28 0.18
14 14 32
0.35 0.35 0.80
0.74 0.74 0.98
1.71 1.71
1.14 1.14
1.12
0.84
lU lU 16
10108
Required Footing Width (in)
Required Footing Depth (in)
125 125
1500 1500
0.49 0.49
2U
10
47
1.29
10
0.20
2
0.05
1.54
ztt
10
47
1.29
10
0.20
2
0.05
1.54
2.53
1.52
Plan: SF10B2
Date:
Location:
Sawn Lumber
Load Parameters
Floor Live Load(psf)
Floor Total Load(psf)
Floor 1 Span(ft)
Total Floor Load(plf)
Wall Height (ft)
WallWeight (psf)
WallLoad(plf)
Roof LL (psf)
Total Roof Load(psf)
Roof Span(ft)
Total Roof Load(ptf)
Beam Weight (ptf)
Live Load (plf)
TotalLoad (ptf)
Reactions & Moment
Duration Increase
Beam Span(ft)
Reaction 1 (tb)
Reaction 2 (lb)
Max Moment FtLb
Max Shear Lb
Determine Beam Size
Depth Estimate (in)
Width Estimate (in)
CF=
Area =
Momemt of lnertia | =
Maximum Bend Stress =
Allowable bend Stress
Factor Of Safety =
Allowable Sheer Stress
Max Shear Cap (lbs) =
Factor Of Safety =
Bearing Required =
E (psi)
Deflection LL (in)
Lload Def. Limit L/
Allowable Deflection (in)
LL Deflection F/S
Deflection TL (in)
Tload Def. Limit L/
Allowable Deflection (in,;
TL Deflection F/S
Selection
SMay 2014
Block 2 Lot 10 Summerfield Sul
FB-1 RB-3 RB4
40 40 40
50 50 502600
65000
000
20 20 20
000
40 40 40
55 55 55
04637
0 1265 1018
4.4 5.6 4.4
520 920 740
654 1271 1022
111
542
1636 2541 1022
1636 2541 1022
2045 2541 511
1636 2541 1022
7.25 9.25 7.25
333
1.20 1.10 1.20
21.75 27.75 21.75
95 198 95
934 713 233
1020 935 1o2o1.09 1.31 4.37
180 165 1802610 3053 2610
1.60 1.20 2.55
1.35 2.09 0.841300000 1300000 1300ooo
0.06 0.02 o.0o
360 360 360
0.17 0.13 o.o72.82 6.47 30.99
0.07 0.03 0.oo240 240 2400.25 0.2 0.1
3.36 7.03 33.67
2:2x8 2:2x10 2:2xg
RB-1
Plan:
Date:
LVL Beam
Location:
Load Parameters
Floor LL (psf)
Total Floor Load(psf)
Floor Span (ft)
Total Floor Load (ptf)
Wall Height (ft)
WallWeight (psf)
Wall Load (plf)
Roof LL (psf)
Total Roof Load (psf)
Roof Span (ft)
Roof Load (ptf)
Beam Weight (ptf)
Live Load (plf)
Total Load (ptf)
Reactions & Moment
Duration Increase
Beam Span(ft)
Reaction 1 (tb)
Reaction 2 (tb)
Max Moment FtLb
Max Shear Lb
Max Shear Stress (psi)
Determine Size
Depth Estimate (in)
Width Estimate (in)
Cross Area (in^2)
Allowable Bending Stress =
Allowable Moment =
Momemt of Inertia I =
Factor Of Safety =
Allowable Sheer Stress (psi)=
Allowable Sheer Force (lb)=Factor Of Safety --
Bearing Required =
E (psi)
Deflection LL (in)
Lload Def. Limit L/
Allowable Deftection (in)LL Deflection F/S
Deflection TL (in)
Tload Def. Limit L/Allowable Deflection (in)
TL Deflection F/S
Selection
40
55
22
605
16
440
661
1
16
5290
5290
21160
5290
94
16.00
3.5
56
2500
31114
1 195
1.47
285
10640
2.01
2.02
1 900000
0.29
360
0.53
1.87
0.43
240
0.80
1.86
2:16"
RB-2
40
50
0
0
0
20
0
40
55
46
1265
10
920
1275
1
6
3824
3824
5736
3824
115
9.50
3.5
33
2684
11775
250
2.05
285
6318
1.65
1.46
1 900000
0.06
360
0.20
3.54
0.08
240
0.30
3.83
2:9 /2"
40
50
0
0
2
20
40
ptan: SF10B2
Date: 5 May 20i4
Location: Btock 2 Lot 1O Summerfield SubdivisionSeismic Calculations
Loading Summary
Floor Dead Load (psD 10 Seismic Zone EFfoor Live Load(ps0 40walls (E)d)(psf) 20 Roof Ll(psf) 40Walls (htxpsD 10 Roof DL(psi 15Roof Dead Load(psf) 1 sRoof Slope
Exterior
Snow Load Reduction
Slope
Snow
Pitch over 20
Rs
Reduction
L.L.- Reduction
Total Load
Roof
Floor 1 Laterat ForceFloor 2 Laterat ForceRoot Laterat ForceTotal seismac Mass =Total Lateral Force =
6 t12
combination
Seismic paramaters
26.56 V=Cs,Wt.4
40.00 Fa= 'l
R=
Ss=
Sms=
40.00 Sds=
55.00 cs= 0.1 1 1
Adj. Factor 1.4
Cs= 0.0790
roof wall
Total Mass Tributary to Roof Levels =
Shear (V)(tbs) Roof Levers =
Length W(psf) tb/ft
40 t0 400wall height 0
Total Mass Tributary to Floor 2=Shear (V)(lbs) Floor Levets =
Length W(psf) tb/ft
40 10 4OOwail height 9
Total Mass Tributary to Floor 1 =
Shear (VXlbs) Ftoor Levers =
width w(rb)
50 46000
8 100
541 00
4276
widrh w(tb)
500
8100
0
0
width w(b)
50o
9900
9900
783
o/o Force Total Sheer I100.000/0 4.276.1591tJ.o0% 4.2ttt15910.0Ut/o 4.Zt6,tb91
142 t6
6.5 table 16'17.6
0.9
0.90 eq. 16-16
0.60 eq 16-18
per eq. I6-49
Length W(ps0 Lb/ft40 23 g2o
Floor 2
Floor 1
(,
0
42t6
040uu
427ti
seismic Force DistriDution** Roof secrions *--
ijld w(x) kip w(x)H(x)iisSit ;1" s' I''v/sum(wr-Hr) = J:rt8!tr, ?3,", "n""r 1,o3lr=
E asemen[ Dneer wattTotal Load (kips)
nght stdeleft side
rontDact(
Ftoor 1 sneer watlTotal Load (kips)ngnt stde
len stde
ront
DACK
Ftoor z Sneer watlTotal Load (kips)
nght srde
len side
ront
back
Length
Shear Wail Load (pto
;x Not Apptrcabte
.:x Not Apptrcabte
.:X Not Apptr€bte,w Not Apptrcabte
Siear Wail Load (ptf)
6q
?53
E6
Shear Wall Load {olf)Not Appttcabte
Not Appticabte
Not AppxcaDte
Not Appttcabte
f_o-q 9L uL (ptf) cntrcat | (n)1292.5 1027 31292.5 1027 1110 493 21'10 493 3
46R-1ggs -3415 _saos.ii!8 .i?t8 .3?t3-rro _1716 _2701
r-(rorat)
4.32.12.12.12.1
r-(totat)
4.3
2.1
2.1
2.1
2.1
r-(rotat)
4.3
2.1
2.'l
2.1
2.',|
Length
46
31
14
z5
Lengtn
101010
lo
shear wail cflttcat Lengths wal uL t_toor uLrront 2OO 50Pgc.I zou 50itil' 233 #3
s:lgyl"-tg yptLT, Force Req'd to prevent o1 (tbslHa-nel Length (ft) 2 3E:"J,' gPx ??9"RightLeft -149 _642
256 _237
plan: SF10B2
Date: 5 May 2014
Location: Block 2 Lot 1O Summerfiold Subdivision
:,t^'11.:.:0,1n_9r:ytarions usins Main windforce_Resi",i" g t"i;i;;;in"lLongitudinal Diection
Wihd Oosign Cffici€nts
P=wind load,exp coeff'lw
P=Design Pressure
Horizontat Wind Load (from table i609.6.2.i(i)Wall Load (psf)=
end zone (A) 16.1interior zone (C) 11.7Roof Load (psD=
end zone (B) 2.6rnleriorzone (D)
VerlielWind Load (from tabte 1609.6.2.1(1)
Roof Load (psD=
end zone windrerd (E) _7.2
eno zone teeward (F) -9.8
lnteriorzone wjndwd (c) _5.2
Inrenorzone leeward (H) _5.2
Exposure Coefficient (from tab|e .1609.6.2.1(4)
lFlmportan@ Factor (from tablo 1604.5)
Erposure
Roof Slop€ -
RootAngle (dq)=
P=wind load*exp coefrlw
horizontal wall interior
horizonlal wall end zone
honzontal roof interior
horizontal roof end zone
verti€l end zone windward
vert,€lend zone leewad
verti€l interior zone windwardvertiei inlerior zone leeward
.4'Hmean
.1'base
End Zone Width (fr)
lnterior Zone Vvldth (ft)
Gable Rd Load
1.21
1.0
10 RoofHeight 1O.OOu Wa[ Height 10
Truss Span 40
6 /12
26.56 Sine = 0.4472
Minimum pressure
Adjusted
14.16 14.16
19.48 .19.48
o.zt 10.00
3.15 1O.OO-8.71 o.oo-11.86 o.oo-6.29 o.oo-o.ze 0 00
6
4
4
42422nd storyEnd Zone Width (ft)2nd Storylnterior Zone Wdth (ft)
Hip Roof Load End
lnterior
Width HeighrEno 4 1.slnterior 42 4.04
Force (lbs)'t49
3543
3692.83
Fore llbs)
5000
640
5840
2nd StorForco (|ffi) For@ {tMrco i55_85595 594.59750.442 750.44
Area
500
84
Wind Load
19.48
1 4.16
Sum =
10.00
10.00
Total
wjdth H€ight Wid Lcd
:no. 4 1.0 19.48lnrenor 42 1.00 14.16
Sum =
Floor 2 Diaphragm Sh€r
Total Shear (tbs)
Front Wall Length
Back Wail Lenglh
Floor I Diaphragm Shear
Total Shear(lbs)
Front Wall Length
Back Wall Length
hsement Djaphragm Sh@r
Total Shear (tbs)
Frcnt Wall Length
Back Watl Length
Critical Wall Length (fl)=
Front Wall Dead Load (plD=
Front Wall Criti€i Lenoth {ft1=Back Watt Dead Load iptD:Back Wall Critiet Length (ft)=
widtheno zone windward 4
leeward 4inlerior zone windward 42
leeward 42
longth Wind L@d18.00 FALSE
IE.OO FALSE,18,00 FALSE
1E.OO FALSE
Sh€ar Watt Loads (ptf)
Not Applicabte
Not Appticabte
ShearWail Loads (ptf)
450
252
Shear Wail Loads (pto
Not Applicabte
Not Applicabte
Total 10729
Toral (ptf) 60
5840
10
10
12594
14
25
13344
10
10
1027
4
1027
2
Fo.€ {lbs)0
0
0
0
12-3107
-4295
763
-424
Calculate Uptift, Force Req'd to prevent OT (tbs)
_ panet Length (ft) 2 3
:.1, 1731 .t247
tracK 544 60
8 10-1172 -2140
-2360 -3327
plan: SFIOB2
Date: 5 May 2Ol4
I*..i.::.:H:::11",,,"'::1T; "":fi t,1":?:f"".;:ff T;'.Tijj,fffii*",I EnsveEe Direction
Wind Design Cdci€nts
P=wind load'exp @eff*lwP:Design pressure
Horizontat vvtnd Load (from tabte 1609.6.2.1(1)Wall Load (psf)=
end zone (A) j6.1
fnrenorzone (C) 1]Roof Load (psf)=
end zone (B) 2.6rnrenor zone (D) 2.7verti€t Wnd Load (from table 1609.6.2.1(t)Kool Load (psD=
end zone windMrd (E) _7.2
eno zone leeward (F) _9.8fntenor zone windward (G) -5.2
Inreior zone leeward (H) _5.2
Exposure Coefficient (frcm tabte 1609.6.2..,(4)rFrmponan@ Factor (from table .j604.5)
ExFsure
R@f Abgte (&g)=
P=wind load*exp coefllw
horizontal wall interior
horizontal wall end zone
honzontal roof intefior
hodzontal roof end zoneverti€l end zone windward
verti€l end zone leewardverti€l intedor zone windwardveni€l inlerior zone leeward
End Zone Width (ft)Interior Zone Width (ft)
Gable Ret Lad
Hip Rod Led
Wall Lcd
1.2'l
1.0
10 RoofHeight 10u Wa[ Heighl 10Iruss Span 40
6 t1226.56 Sine = 0.4472
Minimum prcssure
Adjusted14.16 14.1619.48 19.483.27 10.003.15 1O.OO-8.71 o.oo-11.86 o.oo-6.29 o.oo-6.29 o.oo
"1
2nd storyEnd Zone Wtdth (n)rz 2nd Storylnterior Zone Width (ft)32
!1elt windlcd Force(tbs)ilo 1213 ;13"sum = 2a49.178
W;nd L@d Force {tbs)'19.48 156
14.16 453
Sum = 608.872
10.00 40oo10.00 640rotal 4640
width
32
400
64
width
4
32
width
4
32
32
End
Inlerior
End
Inlerior
End
Inlerlor
4640
10
1o
10120
46
107291010
4933
493
2
Hdght
1.0
1.00
2nd Story
155.848
453.024
608.872
end zone windward
leewardinterior zone windward
Eeward
tengh
43.00
43.0043.0043.00
FALSE
FALSE
Fore (tbs)
0
0
0
0
Floor2 Diaphragm Shear
Total Shear(tbs)
Lefl Wail Length
Right Wall Length
Floor I Oiaphragm Shear
Tolal Shear(tbs)Lefi Wall LenothRighr walt Le;gth
basehent Diaphragm SharTotal Shear(lbs)
Lefl Wail LenqthRight Wall Le;grh
Critical Walt Length (ft)=Lefl Wall Dead Load (olfl=
Lefl Walt Critical Lenoih iftr=Right Wail Dead t_oaj roiOlRight Wall Critiet Lengih ifr)=
Calcutate Uptifr, Force R;q,d to prevent oT (tbs)panel Length (fi) 2 3rronr aE2aacr ;il il"
Shear Wail Loads (pto
Not Appti€bleNot Appti€bte
Shear Wail Loads (ptf)
110
Shear Walt Loads (ptf)
Not Applieble
Not Appliebte
fotal ,3344
Tolal (pl0 67
46R
tzt -299 _72\-192 €i8 -1g/,t
10 12-1151 -1577-1471 "1A97