HomeMy WebLinkAboutEngineer Report 03.20.16March 30, 2016
Shawn Ruse
Clayton Homes
67123 Road
CIVCO Engineering, Inc.
Civil Engineering Consultants
P.O. Box 1758
365 West 50 North, Suite W-1
Vernal, Utah 84078
Grand Junction, CO 81505
Dear Shawn,
Subject: Juhl Foundation -1761 CR 117, Glenwood Springs, CO
I am writing in regards to the foundation of the Juhl residence at 1761 County Road,
117 near Glenwood Springs, Colorado. In a telephone conversation with you earlier
this month, I stated that a 3-ply 2x12 header may be used to support the basement
marriage line beam over a 4-foot basement window opening. This header should be
supported at each end by no less than a 1-ply 2x6 jack stud with a 1-ply 2x6 king
stud. Sizing calculations for the header and supports are included with this letter.
Sincerely,
Vance V. King, PE
Engineer
CIVCO Engineering, Inc.
Enclosure
Cc: Project File
Phone (435)789-5448 • Fax (435)789-4485
Email: vanceking@civcoengineering .com
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Project Tille·
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Pro1ect Descr:
Project ID.
Title Block L:;;ine.:.;;;...:::6 ___________________ _,=-..,,.,.,=="""-rt;n:al J<>·:m2':1e sJJ•u
Wood Column F11e = S"\1emv-M201S\29R\J1r.zvlOPHW-P.CJUVO&-N12KSHHL-~ec6 ..... :
Description : Header Support
Code References
Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used : IBC 2012
General lnformation
EHERCALC. IHC 1983-2016 Btild:6.16.3.4, Ver.6.16.3.4
•
------------~-------------An a I y sis Method ; Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height 7 .0 ft
(Used fo1 no11·sl~nde1 calwlatio11,; J
Wood Species Hem Fir
Wood Grade No .2
Fb · Tension 675 ps i
Fb • Compr 675 psi
Fe • Prll 500 psi
Fe • Perp 405 psi
Fv
Ft
Density
E : Modulus of Elasticity ... X·X Bend ing
Basic 1100
Minimum 400
Applied Loads
140 psi
350 psi
26 .83 pc!
y-y Bending
1100
400
Column self weight included: 10.760 lbs ~ Dead Load Factor
AXIAL LOADS .•.
Axial
Wood Section Name 2x6
Wood Grading/Manuf.
Wood Member Type
ExactWKllh
ExactOeplh
Area
Ix
ly
Graded Lumber
Sawn
1.50 in Allow Stress Modification Factors
5.50 in Cf or Cv for Bending 1.30
8.250 m•2 Cl or Cv for Compression 1.10
20. 797 if1•4 Cl or Cv for Tension 1.30
1.54 7 1n•4 Cm : Wet Use FaclOr
Ct : Temperature Factor
Cfu : Flat Use Factor
Kl : Built-{Jp columns
1.0
1.0
1.0
1.0 NDS 15J.2
1 100 ksi Use Cr : Repetitive ?
Brace condition for deflection (buckling) along columns :
X·X (width) ax is : FuDy braced against bu ckling along X·X Alis
y. Y (depth) axis : Unbraced lenglh for X-X Axis buckling " 7.0 ft K = 1.0
Sel'\'ice loads entered Load Factors will be app l>c d for catculat.ons
Header reactions: Axial Load at 7.0 ft , D = 0.750, L"' 1.20, S = 1.40 k
DESIGN SUMMARY
-----------~-----------------------------------~
Bending & Shear Check Results
PASS Max. Axial-+Bending Stress Ratio =
Load Combination
Goveming NOS Forumla
Location of max above base
Al maximum location values are ...
Applied Axial
Applied Mi
Applied My
Fe : Allowable
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
Applied Oesign Shear
Allowable Shear
Load Combination Results
0 .6623 : 1
-+0..0 .750L..O 750S+H
Comp Only, fc/Fc'
0 .0 11
2 .711 k
O.Ok·lt
0.0 k·ft
496 .113 psi
Maximum SERVICE Lateral Load Reactions ••
Top along Y·Y 0.0 k Bottom along Y·Y
Top along X·X 0.0 k Bottom along X-X
Maximum SERVICE Load Lllteral DellKtlons .•.
AlongY·Y O.O in at 0 .0 11 abovebase
for load combination : n/a
Al0!19 X-X 0 .0 in at 0 .0 II above base
for load combination : nla
Other Factors used to calculate allowable stresses •••
0.0 : 1 ~ Comoression
..0.600..0 70E..O GOH
7.0 ft
0.0 P~
140 .0 psi
0.0 k
0.0 k
Maximum Axial +Bending Stress Ratios Max imum Shear Ratios
Lo-:;.::a:..::dc..:C:..;:o""m.;;;;b;;:.;in""ati:..::'o..,.n _________ c_o;.._ __ c~p----S.;;..;t_ress_R_a_tio __ s_ta_tu_s ___ L_oca_tio'--n---stress Ratio Status Location
-+O+H 1.000 0.902 0.1859 PASS 0.0 ft 0 .0 PASS 7.0 ft
-+0-tl.+H 1.000 0.902 0.4791 PASS 0.0 ft 0.0 PASS 7.0 ft
..0-tl.r+H 1.000 0.902 0.1859 PASS O.Oft 0.0 PASS 7.0 ft
-+O+S+H 1.000 0 .902 0.5279 PASS O.Oft 0.0 PASS 7.0 ft
-+0..0.750Lr..0.750l+H 1.000 0 .902 0.4058 PASS O.O ft 0.0 PASS 7.0 ft
-+0..0.750L..0.750S-+H 1.000 0.902 0 .6623 PASS O.Oft 0.0 PASS 7.0 ft
-+0..0.60W+H 1.000 0.902 0.1859 PASS 0 .0 ft 0.0 PASS 7 .0 ft
-+0..0.70E+H 1.000 0.902 0 .1859 PASS O.Oft 0.0 PASS 7.0 ft
-+0..0.750lr..0 .750 L-+0 .450W-+H 1.000 0.902 0 .4058 PASS O.Oft 0.0 PASS 7.0 ft
-+0..0.750L..0.750S..0 .450W-+H 1.000 0.902 0 .6623 PASS O.Oft 0.0 PASS 7.0 ft
-+0-+0.750L..0.750S..0 .5250E-+H 1.000 0.902 0 .6623 PASS O.Ofl 0 .0 PASS 7.0 ft
-.-0 .600..060W..060H 1.000 0.902 0 .1115 PASS 0 .0 ft 0 .0 PASS 7.0 ft
TiUe Block Line 1
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Title Block Line 6
Wood Column
Description : Header Support
Load Combination Results
Project Tille :
Engineer:
Proiect Descr:
Project ID :
Fiie = S:\1E530Y-N\201S\29RUl7-ZIROPHW-P.c3UV06-M21<8HHL-~uhlec6
ENERCAl.C, INC 1983-2016.Bulld:6.16.3.4 Ver6.163.4
•
Maximum Axial +Bending Stress Ratios Maximum Shear Ratios
Load Com'"'b .... in"'"al'""'io.._n _______ c_D __ c-'-p---S-t_re_ss_R __ a_lio __ s_ta_tu_s __ L_oca_tio_n ____ stress Ratio Status Location
-+-0.600-+-0.70E-+-0.60H 1.000 0 .902 0 .1115 PAS S O.Oft 0.0 PASS 7.011
Maximum Reactions Note Only non-zero react:ons are listed
X-X Axis Reaction
Load Comb ination @Base @Top
..O+H k
+D+l+H k
..O+lr+H k
..O+S+H k
..0..0 750Lr+0.750l+H k
..O+O 750l +0 750S+H k
..0+0 .60W+H k
..0+0.70E+H k
..0..0.750Lr+0.750L+0.450W+H k
..O+O 750L +O 750S+0.450W+H k
..0+0 .750L+0750S+0.5250E.fi
+O 6-0D..O 60W+0.60H
+O 600+0 . 70E+0 .60H
OOnly k
Lr Only k
LOnly k
S Only k
WOnty k
EOnly k
HOnty k
Maximum Deflections for Load Combinations
t:OadCOmii~on Max. X·X Deftectioo Distance
+D+H 0.0000 in 0.0001\
+D+l+H 0.0000 in 0.000 ft
+O+Lr+H 0.0000 in 0000 ft
+D+S+H 00000 in 0000 ft
..O+O 750Lr+O 750L .fi 0.0000 in 0000 ft
..O+O 750L ..0 750S+H 0.0000 in 0.000 II
..0+060W+H 00000 in 0.000 ft
..0+0.70E.fi 0.0000 in 0.000 II
..0+0.750lr+0 .750L+O 450W+H 00000 in 0.000 fl
+0+0.750L..0 .750S+0 .450W+H 00000 in O.OOOft
+D+0.750L+0.750S+O 5250E+H 0.0000 In 0.000 ft
+0.60D+0.60W+0.60H 00000 in 0.000 ft
+O 600+0 70E..0.60H 0.0000 In 0.000 ft
D Only 0.0000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft
L Only 0.0000 in 0.000 II
SOnly 0.0000 in 0.000 II
WOnly 0.0000 in 0.0001\
E Only 0.0000 in 0.0001\
H Only 00000 in 0000 ft
Y·Y Axis Reaction
@Base @Top
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
k
Max . y.y Deftecilon Distance
0.000 in 0.000 ft
0.000 in 0.000 II
0.000 in 0.000 II
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 II
0.000 in 0.000 ft
0000 in 0.000 fl
0000 in 0.000 ft
0000 in 0.000 II
0000 In 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
Axial Reacti o;;------
@ Base
0761 k
1.961 k
0.761 k
2.161 k
1.661 k
2.711 k
0.761 k
0.761 k
1.661 k
2.711 k
2.711 k
0.456 k
0.456 k
0.761 k
k
1.200 k
1.400 k
k
k
k
Tiiie Block Line 1
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ntte Block" selection.
Title Block Line 6
Wood Column
1.11.:
Description : Header Support
Sketches
..
5! ..
y
~~
Project Tme :
En9ineer:
Pro1ect Descr:
Project ID :
l'ta!<>l .);) '.'IJl :nt£. ~ 3'>tJ
Flle=S:\1E53DY-Nl2015\29RUIN:IROPHUV..p,c3lJV06-N\2K8HHL-~hl.ec6
ENERCALC, INC. 1983-2016, Buld:6.16.3.4, Ver.6.16.3.4
·-
= 0 ...:
II
i CD ::c
'-
Loads are tota l entered value . Arrows do not reflect absolute direction .
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Project Title:
Engineer:
Proiect Descr:
Project ID.
Prlll!al 11 '.',1.;12<)1€, 10 ~kl.,!
Wood Beam Fiie • S:\IE530Y-Nl2015\29RUl7-Z\ROPHW·PIC3UV06-ff\2KSHHL·lfediljuhl.ec6
EHERCALC, INC. 1983-2016, Bulld:6.16.3.4,_Ver.6.16.3.4
Description : Window Header
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE MO
Load Combination Set: IBC 2012
_Material Properties
•
Analysis Method : Allowable Stress Design
Load Combination !BC 2012
Fb-Tension 850 psi E : Modulus of Elasticity
Fb-Compr 850 psi Ebend-xx 1300 ksi
Fc -Prll 1300 psi Eminbend -xx 470 ksi
Fe -Perp 405 ps i
Fv 150 psi
Ft 525 psi Dens ity 26.83pcf
Wood Species : Hem Fir
Wood Grade : No.2
Beam Bracing : Completely Unbraced
0(1 .5)l(2 4)5(28)
I
Span = 4 .250 ft
Applied Loads Serv ice loads entered Load Factors will be app l.ed for calculations .
Point Load · 0 = 1 50, L = 2.40 S = 2.80 k@ 2.125 ft. (Marriage Line Beam)
DESIGN SUMMARY
Maximum Bending Stress Ratio "' 0 .744 1 Maximum Shear Stress Ratio
Section used for this span 3-2x12 Section used for this span
fb : Actua l = 725.33 psi fv : Actual
FB : Allowab'c = 974.99psi Fv ; Allowab!e
Load Combination -+0-+0 . 7501.:+-0. 750S4i Load Combination
Location of maximum on span = 2.125 ft Location of maximum on span
Span #where maximum occurs = Span# 1 Span #where maximum occurs
Maximum Deflection
Max Downward Transient Denection 0 .0 11 in Ratio= 4550 >=360
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Denec ti on 0 .022 in Ratio= 2359 >=180
Max Upward Tota l Deflection 0,000 in Ratio= 0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Lenglh Span# M v Cd CFN C 1 Cr Cm ct CL M lb
+0-+H
Lenglh = 4.250 ft 0.264 0165 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.59 201.48
-O+l4i 1.000 100 1.00 1.00 100 1.00
Lenglh " 4.250 ft 0.618 0.385 1.00 1.000 100 1.00 1.00 100 1.00 4.14 523 .85
<{l+lr-+H 1.000 100 1.00 1.00 1.00 1.00
Lenglh = 4.250 ft 0190 0119 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.59 201.48
<{l+S-+H 1.000 1.00 100 1.00 1.00 1.00
Length : 4 .250 II 0.592 0.369 1.15 1000 1.00 100 1.00 1.00 1.00 4.57 sn.58
+0..0. 750Lr..0.750L-+H 1.000 1.00 100 1.00 1.00 1.00
Length = 4.250 ft 0.418 0.261 1.25 1.000 1.00 100 1.00 1.00 1.00 3.51 443 .26
+0..0.750L..O 750S-+H 1.000 1.00 1.00 1.00 1.00 1.00
Length " 4.250 II 0.744 0.464 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.74 725 .33
---------
Design OK
" 0 .464 : 1
3-2x12
= 80.00 psi
" 172.50 psi
-+0-+0.750L-+O 750S4i
= 2.141 ft
• Span# 1
Shear Values
F'b v fv F'v
0.00 0.00 000 000
763.48 075 22 22 13500
0.00 0.00 0.00 0.00
848.11 1.95 57.78 15000
0.00 0.00 0.00 0.00
1059.52 075 22 22 187.50
0.00 0.00 0.00 0.00
974 99 2.15 63.70 172.50
0.00 0.00 0.00 0.00
1059.52 1.65 48 .89 187.50
0.00 0.00 0.00 0.00
97499 2.70 80 .00 172.50
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Titre Block Line 6
Wood Beam ..... :
Description : Window Header
Load Combination Max Slress Ratios
Segment Lenglh Span# M v
..0.0.SOW+H
Length:: 4.250 ft 0.149 0.093
..0+0.70E+H
Lenglh = 4.250 II 1 0.149 0.093
..0.0.750Lr+O 750L .0.450W-+H
length = 4.250 II 1 0.327 0.204
..0.0. 7501. ..0.750S+O .450W-+H
Lenglh = 4 .250 II 1 0.535 0.333
..0.0.750L .0 750S.0 5250E-+H
Lenglh: 4.250 ft 1 0535 0.333
+0.60D..0.60W.0.60H
Length = 4.250 II 0.089 0.056
+0.60D.0.70E+0.60H
Length= 4.250 II 1 0.089 0.056
Overall Maximum Deflections
Load Combination
~+0.750l.+0.750S+0 5250E-+H
Vertical Reactions
Load Combination
OVerall MAX1mum
Overall MINimum
+D-+H
+D+L+H
+D+Lr-+H
..O+S-+H
..0+0 750Lr+0 750l-+H
..0.0 750L.0.750S-+H
..0+0.60W-+H
+D+0.70E-+H
..0+0.750Lt+O 750L ..0.450W-+fi
+D+0.750l+O 750S.0.450W+H
..0+0.750L+O 750S+O 5250E+H
+0.60D+0.60W+0 .60H
+0 .600..0 70E.0.60H
OOnly
Lr Only
LOnly
SOnly
WOnly
E Only
H Only
Span
1
Project Title:
Engineer: Project ID:
Proiect Descr.
Pnmi:! 1 f L'AR ntE 19 lOt..M
File= S ·\1ES30Y~N\2015129RUl7-ZIROPHW--PIC3W06-N\21<8HHL•Viec6\juhl.ec6
ENERCAl.C, INC. 1983-2016, Bulld:6.16.3.4, Ver.6.16.3.4 •
Moment Values Shear Values
Cd CFN Cj Cr Cm Ct CL M lb F'b v Iv F'v
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 201.48 1355.05 0.75 22.22 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 159 201.48 1355 .05 0.75 22.22 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.51 443 .26 1355.05 1.65 48 .89 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 5 74 725 .33 1355.05 270 80 .00 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.74 725 .33 1355.05 270 8000 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 120.89 1355.05 045 13 33 240.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 120.89 1355.05 0.45 13 33 24000
Max •.•Deft Locationl n Span Load Combination Max .'+' Deft Location in Span
o.021s 2.125'----------------0=-.o=-=ooo o.ooo
SupPort 1
2.700
0.450
0750
1950
0750
2.150
1.650
2.700
0750
0750
1.650
2.700
2.700
0.450
0.450
0.750
1.200
1.400
Support notation : Far left is #1 Values in KIPS
Sup po rt 2
2.7 00
0.450
0750
1.950
0750
2.150
1.650
2.700
0.750
0.750
1.650
2.700
2.700
0.450
0.450
0 750
1.200
1.400
~------------