HomeMy WebLinkAboutB17-0528 000-000-000 (10)STRUCTURAL CALCULATIONS FOR:
JOB NAME:
ELODIO SALASERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
// CODE COMPLIANCE
SALAS HOUSE DATE (> 10 -� BY
APN:056-180-008
0 HOGAN RD
COHASSET, CA 95973
DESIGNER: LUKE WENTLAND
1574 LILAC WAY
PARADISE, CA 95969
CELL (530) 966-6849
EMAIL: lukewentland@yahoo.com
CONTENTS:
DESCRIPTION
PAGE
FROM:
TO:
STRUCTURAL DESIGN CRITERIA
1
1
ROOF LOADS
RI
R6
FLOOR LOADS
FLRI
FLR6
FOUNDATION LOADS
FND1
FND3
LATERAL LOADS
BUTTE
Ll
L 10
COUNTY
(�
MAY 2.2 2017
DEVELOPMENT
SERVICES
JOB SALAS
JOB #
ENGR LAW
STRUCTURAL DESIGN CRITERIA
BUILDING CODE 2016 CBC/ASCE 7-10 AND
BUTTE COUNTY BUILDING DEPARTMENT
BUILDING DEPARTMENT/REGULATING AGENCY
BUTTE COUNTY BUILDING DEPARTMENT
TYPE OF CONSTRUCTION
LIGHT WOOD FRAME
DESIGN LIVE LOADS
ROOF 40 PSF
a
FLOOR 40
OTHER
'
VERTICAL LOAD SYSTEM BEARING WALLS
LATERAL LOAD SYSTEM SHEAR WALLS
SEISMIC BASE SHEAR PER ASCE 7-10
(SEE SEISMIC LOAD CALC'S
SHTS FOR LOAD CASES.)
WIND LOADS BASIC WIND SPEED =
110
EXPOSURE =
C
Iw =
1
I
ROOF LOADS
q2
JOB SALAS
JOB #
ENGR LAW
ROOF LOADS
ITEM
DESCRIPTION
LOAD
PSF
r
ROOFING
SPANISH
CLAY TILE
19
PSF
PLYWOOD
5/8" CDX
1.5
PSF
RAFTERS
TRUSSES AT 24" O.C.
2.7
PSF
INSULATION
R38
"2.5
PSF
PSF
CEILING JOISTS
PSF
FLOOR
CEILING
1/2" GWB
'2.2
PSF
MECH. / ELECT.
0.5
PSF
FIRE SPRINKLER
0.5
PSF
MISC.
1.1
PSF
LL / SNOW LOAD
40
DEAD LOAD =
30
PSF
ROOF PITCH /12 =
6
ROOF PITCH DEG = 27
REDUCED LL =
37
PSF
Rs =
0.5
where occurs
REDUCED SNOW =
37
EQ. LIVE LOAD =
10.0
PSF
Wroof DL
Plan
Pitch
Length ft
Width ft
Pitch :12 Pitch Fact
Area
Weight
Area 1 85
29
6 1.12
2,465
82,679
Area 2 71
27
6 1.12
1,917
'64,298
Area 3 44
12
6 1.12
528
17,710
Area 4
6 1.12
0
0
Plan View
4,910
LL (SETS)=
49,100
164,686
Wwall DL
Length ft
Width ft
Wall Ht. ~.PSF
Area
Weight
Area 1 80
70
9 10
1,350
13,500
Area 2 0
0
9 10
0
0
Area 3 0
0
9 10
0
0
Area 4 0
0
9 10
0
0
Wall DL =
13,500
" TOTAL STORY DL=
178,186
TOTAL DL+EQ. LL =
227,286
q2
,. � R3
y
,. � R3
Desrpn Summary
Project Title:
Max fb/Fb Ratio =
Engineer Project ID:
fb : Actual :
Project Descr
LAW Engineering
3,000.00 psi
Phone: (530) 966-6849
' +
ENGINEERING
- _
_
Printed: 17 MAR 2017,12S0PM
Mul$Iple_Simple Beam'
- File=c:tUserMUSenoocuME-11ENERCA-IL%alasec6 .:
Load Comb:
ENERCALC,1NC:'19832017, Build:6.17.3.17, Ver6.17.3.17_
30.580 pcf
Applied Loads
Description : Roof Beams
Wood Beam Design: R61
" Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.125x13.5, GLB, Fully' Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF
Wood Grade: 24F - V4 `
Fb - Tension 2,400.0 psi Fc - PHI 1,650.0 psi Fv
265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pct
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft
1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.030, Lr = 0.040 k/ft, Trib= 22.0 ft
Desrpn Summary
Downward L+Lr+S 0.218 in Downward Total
Upward L+Lr+S 0.000 in Upward Total
Live Load Defl Ratio 659 >360 Total Deft Ratio
Max fb/Fb Ratio =
0.719.1
fb : Actual :
2,157.60 psi at • 6.000 ft in Span # 1
Fb : Allowable:
3,000.00 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.497:1
fv : Actual :
164.52 psi at 10.880 ft in Span # 1
Fv: Allowable:
331.25 psi
Load Comb:
+D+Lr+H
.Max Reactions (k) D L Lr S w E H
Left Support 4.05 5.28
Right Support 4.05 5.28
Downward L+Lr+S 0.218 in Downward Total
Upward L+Lr+S 0.000 in Upward Total
Live Load Defl Ratio 659 >360 Total Deft Ratio
0.386 in
0.000 in
373 >180
Wood Beam Design: RB2
fb : Actual :
1,305.78 psi at 7.000 It in Span # 1
Fb : Allowable:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x12, Sawn, Fully Braced
+D+Lr+H
Max fv/FvRatio =
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
fv : Actual:
Wood Species: Douglas Fir - Larch (North)
Wood Grade: No.1
212.50 psi
Fb - Tension 1,300.0 psi Fc - PHI 925.0 psi Fv
Fb - Compr 1,300.0 psi Fc - Perp 625.0 psi Ft
170.0 psi Ebend- xx 1,600.0 ksi Density
675.0 psi Eminbend - xx 580.0 ksi
30.580 pcf
Applied Loads
Beam self weight calculated and added to loads'
Unif Load: D = 0.030, Lr = 0.040 kilt, Trib= 7.50 ft
Dmon Summary
Max fb/Fb Ratio =
0.804. 1
fb : Actual :
1,305.78 psi at 7.000 It in Span # 1
Fb : Allowable:
1,625.00 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.365: 1
fv : Actual:
77.47 psi at 13.067 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Rea ons (k) g L U S W E • H Downward L+Lr+S 0.234 in Downward Total . 0.420 in
Left Support 1.67 2.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 1.67 2.10 Live Load Defl Ratio 718 >360 Total Defl Ratio 400 >180
Wood Beam Design: RB3
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.125x12, GLB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DFIDF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - PHI 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads - "�
Beam self weight calculated and added to loads
Unif Load: D = 0.030, L = 0.040 k/ft, Trib= 26.0 ft •
Desion Summary - - 0(0.780) L(+ 040)
Max fb/Fb Ratio = 0.596.1
fb : Actual: 1,430.89 psi at 4.000 ft -in Span # 1'
Fb : Allowable: 2,400.00psi
Load Comb: +D+L+H:-
Max fv/FvRatio = - 0.508:1 _; t
fv : Actual 134.74 psi at 0.000 ft in Span # 1
Fv: Allowable: 265.00 psi 8.0 e, 5.125x12
Load Comb: +D+L+H Max Deflections
Max Reactions (k) 2 L Lr S : w E H Downward L+Lr+S, r 0.073 in Downward Total 0.128 in
Left Support 3.17 4.16 Upward L+Lr+S , 0.000 in Upward Total 0.000 in
Right Support 3.17 4.16 Live Load Defl Ratio 1323 >360 Total Deft Ratio 750 >180
4
I
LA
:W
LAW Engineering
Phone: (530) 966-6849
ENGINEERING
(`;Mult1.iple Simple Beam
Project Title: '
Engineer.
Protect Descr: a
' , ' File,=0Ui
Ca ENERCALC.INC. 1983
Project ID:
PdMed:16 b1AR 2017. 7:122111
100CUME-1TNERCA-1Mas.ec6
Build:6.17.3.17,46-6.17.3.17
Wood Beam Design: RB4
_ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch (North) Wood Grade: No.1
Fb - Tension 1,300.0 psi Fc - Pril 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 30.580 pcf
Fb - Compr 1,300.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi -
Applied Loads -
Beam self weight calculated and added to loads
Un•If Load: D = 0.030, L = 0.040 kilt, Tdb= 28.0 ft
Design Summary
Max fb/Fb Ratio = 0.676.1
fb : Actual :
879.04 psi at 3.000 ft in Span # 1
Fb: Allowable:
1,300.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.567: 1
fv : Actual:
96.41 psi at 5.060 ft in Span # 1
Fv: Allowable:
170.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
g L Lr S W E
Left Support
2.56 3.36
Right Support
2.56 3.36
0(0.840) U1.120)
6.0 R 87x12
H- Downward L+Lr+S 0.029 in Downward Total 0.052 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 2445 >360 Total Defl Ratio 1388 >180
,Wood Beam Design: RB5
:"Calculations per NDS 2015, IBC 2015, CBC 2016_ , ASCE 7-10
BEAM Size: 6.75x12, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.030, L = 0.040 k/ft, 5.50 ft to 12.0 ft, Tdb=17.0 It
Point: D =1.785, L = 2.380 k @ 5.50 ft
Design Summary
Downward L+Lr+S 0.188 in Downward Total '
Max fb/Fb Ratio =
0.749-1
fb : Actual :
1,796.99 psi at 5.680 ft in Span # 1
Fb : Allowable:
2,400.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.454: 1
fv: Actual:
120.28 psi at 11.040 ft in Span # 1
Fv : Allowable :
265.00 psi
Load Comb:
+D+L+H
Max Reactions (k) 2 L Lr S w E H
Left Support 1.97 2.49 -
Downward L+Lr+S 0.188 in Downward Total '
0.333 in
Right Support 3.34 4.31
Upward L+Lr+S 0.000 in Upward Total
Live Load Defl Ratio 767 >360 Total Defl Ratio
0.000 in
432 >180
Wood Beam Design : RB6 GARAGE DOOR
2,400.00 psi
Load Comb:
+D+L+H
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.125x15, GLB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
--
Wood Species: DF/DF
Wood Grade: 24F - V4 -
265.00 psi
Fb - Tension 2400 psi Fc - PHI 1650 psi Fv
Fb - Compr 1850 psi Fc - Perp 650 psi Ft
265 psi Ebend- xx 1800 ksi Density
1100 psi Eminbend - xx 950 ksi
31.2 pcf
Applied Loads
_
Beam self weight calculated and added to loads
'
Unif Load:. D = 0.030, L = 0.040 k/ft, Tdb=15.0 ft
Desrgn Summary
Max fb/Fb Ratio =
0.888-1
fb : Actual :
2,131.23 psi at 8.000 It in Span # 1
Fb: Allowable:
2,400.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.532: 1
fv : Actual :
140.97 psi at 0.000 ft in Span # 1
Fv: Allowable:
265.00 psi
Load Comb:
+D+L+H
Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.343 in Downward Total • 0.609 in
Left Support 3.73 4.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 3.73 4.80 Live Load Defl Ratio 560 >360 Total Defl Ratio 315 >180
LProject Title: _ w .. .
q,A. En ineer: -Project ID:
Y�
Project Descr t
LAW Engineering; -
a, 1 „
. .: Phone: (530) 966-6849 .. f `` =t , " , , • _ �
ENGINEERING 4 `
�A •� d Printed: 16 h111H 2017, 1:12PM
fVlultiple Sirrmple Beam - = FOe=clUserWseA OCUME-11ENERCA,tlsal :ec6 `
s ; „ENERCALC, INC. 1983-2017, Build:6.17.3.17 Ver.6:17.3:17'
Wood Beam Design : RB7 -�
i Calculations per NOS 2015, IBC 2016; CBC 2016, ASCE .7-10
" BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch (North) Wood Grade: No.1
Fb - Tension 1300 psi Fc - Pril 925 psi Fv 170 psi , Ebend- xx 1600 ksi Density 30.58 pcf
Fb - Compr 1300 psi Fc - Perp 625 psi , Ft 675 psi Eminbend - xx ' • 580 ksi
Applied Loads r -
Beam self weight calculated and added to loads
Unif load: D = 0.030, L = 0.040 k/ft, Tdb=15.0 ft
Design Summary
L Lr S w E H
Max fb/Fb Ratio =
0.820.1 '
fb: Actual :
1,065.81 psi at 4.500 ft in Span # 1
Fb : Allowable:
1,300.00 psi
' Load Comb:
+D+L+H
Max fv/FvRatio =
0.530: 1
fv : Actual:
90.03 psi at 0.000 ft in Span # 1
Fv : Allowable:
170.00 psi
- Load Comb:
+D+L+H
Max Reactions (k) 2
L Lr S w E H
Downward L+Lr+S 0.080 in Downward Total 0.142 in
Left Support 2.09
2.70
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 2.09
2.70
Live Load Deft Ratio 1352 >360 Total Defl Ratio 763 >180
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le
FLOOR LOADS
JOB SALAS
JOB #
ENGR LAW
FLOOR LOADS MAIN FLOOR
ITEM DESCRIPTION LOAD PSF
FLOORING
CARPET/LYNOLEUM
2
PSF
SUBFLOOR/SLAB
PSF
DECKING
3/4" T&G
2.3
PSF
INSULATION
0.5
PSF
FLOOR JOISTS
12" kJOISTS @ 16" O.C.
2.3
PSF
PARTITIONS
CEILING
PSF
MECH. / ELECT.
1
PSF
FIRE SPRINKLER
PSF
MISCELLANEOUS
1.9
SUBTOTAL- =
10
PSF
Wfloor DL
Length ft
Width ft
PSF
Area Weight
AREA 1 65
45
10
2,925
29,250
AREA 2 0
0
10
0
0
AREA 3 0
0
10
0
0
AREA 4 0
0
10
0
0
TOTAL
2,925
Fir DL=
29,250
Wwall DL
Length ft
Width ft
Wall Ht. Wwt. PSF
Area Weight
AREA 1 65
45
9 10
1,980
19,800
AREA 2 0
0
8 10
0
0
AREA 3 0
0
8 10
0
0
AREA 4
Wall DL=
19,800
TOTAL STORY DL=
49,050
a a _
LAu,
'Y
} LAW Engineering
Phone: (530)966-6849
ENGINEERING , .
I.Multiple'SiMple.Beam-, -
Y -
- Description : Floor Beams
Project Title: -
Engineer - - • . ` Project ID:
Project Descr.
Printed:17 AZAR 2017, 9: HAM
File = c:lUserslUser100CUME-1IENERCA-llsalas.ec6
..ENERCALC; INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.171
Wood Beam Design: DJ1
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 2x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch (North) Wood Grade: No. 1 & Btr
Fb - Tension 1,150.0 psi Fc - Pdl 1,800.0 psi Fv 180.0 psi Ebend- xx 1,800.0 ksi Density 30.580 pcf
Fb - Compr 1,150.0 psi Fc - Perp 625.0 psi Ft 750.0 psi Eminbend - xx 660.0 ksi
Applied Loads
Beam self weight calculated and added to loads t
Unif Load: D = 0.0150, L = 0.040 k/ft, Trib=1.330 ft
Design Summary
(k) D L z S w E H
0.13 0.32
0.13 0.32
Max fb/Fb Ratio =
0.782. 1
fb : Actual :
1,240.37 psi at 6.000 ft in Span # 1
Fb : Allowable :
1,587.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.312: 1
fv : Actual:
56.20 psi at 11.400 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions
Left Support
Right Support
(k) D L z S w E H
0.13 0.32
0.13 0.32
Downward L+Lr+S 0.291 in Downward Total
Upward L+Lr+S 0.000 in Upward Total
Live Load Defl Ratio 494 >360 Total Defl Ratio
0.413 in
0.000 in
348 >180
Wood Beam
Design: D131
Fb: Allowable: ,
Max fb/Fb Ratio
= 0.621-1
f i : Actual :
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size:
4x8, Sawn, Fully Unbraced
Load Comb:
+D+L+H
Max fv/FvRatio =
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
fv : Actual:
Wood Species:
Douglas Fir - Larch (North) -
Wood Grade: No.1
Load Comb:
Fb - Tension
1,300.0 psi Fc - Prll 925.0 psi Fv
170.0 psi Ebend- xx 1,600.0 ksi Density
30.580 pcf
Fb - Compr
, 1,300.0 psi Fc - Perp 625.0 psi Ft
675.0 psi Eminbend - xx 580.0 ksi
Wood Beam Design: FB1
Apolied Loads
-
Beam self weight calculated and added to loads
Unif Load: D = 0.0150,
L = 0.040 kilt, Trib= 6.0 ft
Design Summary
Fb: Allowable: ,
Max fb/Fb Ratio
= 0.621-1
f i : Actual :
1,050.09 psi at 4.000 ft in Span # 1
Fb : Allowable:
1,690.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.398: 1
fv : Actual:
67.67 psi at 0.000 ft in Span # 1
Fv : Allowable :
170.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.38 0.96
Right Support
0.38 0.96
Wood Beam Design: FB1
D(0.090) Q0.240)
10
�
,\
8.011, 4x8
LI Downward L+Lr+S 0.125 in Downward Total 0.175 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 767 >360 Total Defl Ratio 549 >180
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending z
Wood Species: Douglas Fir - Larch (North) Wood Grade: No.1
Fb - Tension 1,300.0 psi Fc - Prll 925.0 psi Fv 170.0 psi - Ebend- xx 1,600.0 ksi Density 30.580 pcf-
Fb - Compr 1,300.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx " 580.0 ksi
Applied Loads = =
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, L = 0.040 k/ft, Trib=15.0 ft
Design Summary
-
Max fb/Fb Ratio =
0.758. 1
fb : Actual :
1,083.63 psi at 4.000 ft in Span # 1
Fb: Allowable: ,
1,430.00 psi
Load Comb:
+D+L+H
Max fv/FvRabo =
0.573: 1
fv :Actual :
97.36 psi at 0.000 ft in Span # 1
Fv : Allowable:
170.00 psi
Load Comb:
+D+L+H
Max Reactions (k) 2 L Lr " S w E H Downward L+Lr+S 0.084 in Downward Total 0.116 in
Left Support 0.93 2.40 Upward L+Lr+S 0.000 in - Upward Total 0.000 in .
Right Support 0.93 2.40 Live Load Defl Ratio 1147 >360 Total Def! Ratio - 826 >180
`L
1
_ `q1A,
Project Title: _ .
Engineer: ' -�: L Project ID:
Max fb/Fb Ratio =
0.714. 1
fb : Actual:
pV
Probed Descr:
1,300.00 psi
Load Comb:
+D+L+H
LAW Engineering,.
-0.642-.1 -
fv : Actual :
109.12 psi at 4.067 ft in Span #,1
Fv : Allowable:
Phone: (530) 966-6849
A
yr^ �
ENGINEERING -
Printed: U MAR 2017, 9:17AM ,
iVlulti Ie Ie;Beiarn j..
p.
.• ti File = c:lUserslUseMOCUME-11ENERCA-RsWas,ed -
;Sem r . • _'
` ENERCALC;.INC: 1483-2017,,,B60:6:117.3.17. Ver6:17.3.17
,Wood Beam Design : Beam under bearing
Calculations per NDS 2015,' IBC 2015,' CBC 2016,'ASCE 7-10
BEAM Size : 4x12, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch (North)
Wood Grade: No.1
Fb - Tension 1,300.0 psi Fc - Pril 925.0 psi Fv
170.0 psi Ebend- xx 1,600.0 ksi Density 30.580 pcf
Fb - Compr 1,300.0 psi 'Fc - Perp 625.0 psi Ft
675.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
_
Unif Load: D=0.030, L = 0.040 k/ft, Trib= 26.0 ft
'
Design Summary
Downward L+Lr+S 0.022 in Downward Total
Max fb/Fb Ratio =
0.714. 1
fb : Actual:
928.69 psi at 2.500 ft in Span # 1
Fb : Allowable:
1,300.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
-0.642-.1 -
fv : Actual :
109.12 psi at 4.067 ft in Span #,1
Fv : Allowable:
170.00 psi
Load Comb:
+D+L+H
Max Reactions (k) 0 L Lr S w E H
Downward L+Lr+S 0.022 in Downward Total
0.039 in
Left Support 1.97 2.60
Upward L+Lr+S 0.000 in Upward Total
0.000 in
Right Support - 1.97 2.60
Live Load Defl Ratio 2711 >360 Total Defl Ratio
1542 >180
iL
'.
.
:
FL�s
FLOOR SPAN TABLES
L/480 Live Load Deflection
L/360 Live Load Deflection (Minimum Criteria per Code)
Depth
Tile
PSF Live Load/ 10 PSF Dead Load
40 PSF Live load / 20 PSF Dead load
Depth
Tll040
12" o.c.
16' O.C.
19.2° o.c.
24'o.c.
12" o.c.
1 16" O.C.
19.2° O.C. 24' o.c.
210
230
110
16'-11'
-.- - __A__
1 '- .__.
_.
°
11'-8' 15'-9'+1)
- -4;6 -
, _ 1T -3'+u_
`20'-5' ': I8'-3'
! 21'-10' 20'441)
24'--9' 23'-0°
'-11'
15'-6°
1_4'-3' 1--2-'---9'•
9%'
210
I7'-9°
_.
16'-3'_ c
--14---7 _ .13'-1'
15'4'--
.
14'-3' -
-16- -__
17'-9°
...
'
--
15'-4' 14'-_0'
230
11'-6°0> 15'-0'/1
19'-2"1i 16'16-4-0)i -
20'-3"++u , 17_6°+u_
22'491 __ ...
1
20'41-41-
18'-3'
16'-8' '.
15'-9'
14'-8"
- 18'-3'-'-
_16'-3°
16'-8" - '
_;
-15'-9' 14'-8' --
26'-0' 22'-6' _ 20'-7°11 18'-1"+1
_ _ _
28'-6' 24'-8° X22' -6'+u ' 19'-11°11i-
_ 30'-1' J 26'-0' 23'-9°-Y 21'-1°i1)
31'-10° :- 29'-0' 26'-10'c"i21'-5'+
36'-P 32'-11' 31'-0'U1 ; 25'-2'f1)
110
210
20'-2'
21'-1°
18'-5'
19'-3° ;
17'4'
18'-2'
15'-9'w
_20'-2°
21'-1°_
1T-8' +
; 19'-3'
16'-1'c1) 14'4%)
11'-8' 15'-9'11
111/e'
- 21'-8' I
19'-10'
18'-B'
_16'-11'
_l7'-5-'-
21'-8_°
j 19'_10' +
-16'- 'M -
230
360
_ 22' -Il' -
20'-11'
19'-8°
18'-4°
22'-11'_L
20'-11'
-'-7'_-
19 10"0)
560
26'-P
23 8
22'-4'
20'-9°--
26'-1°
23'-8'
22'-4't 20'-9 D-
110
1_ 22'-10'
20'-11'
19'-2' '
22'-2'
19°-2'
1T -641r 15'-0'11
210
23'-11'
21'-10°..._;
20'-8'
_1T-2'+1)
18'-10'11
23'-1 V
21'-1"
-- ---
19'-2'0i 16'-7°+u
I1
230
_
24'-8' -
22'-6' -
21'-2°
19'-9'iU
24'-8'
-
20'-3'1+) I 1T-6°+1)
26'-0'
`22'-2°-
' 23'-8'-
22''-4'11 ;_17'_10°(')
360
�26'-0' �23'-8' 22'-4' 20'-9'11_
560
29'-6' i
26'-10'
25'-4' i
23'-6'
29'-6°
16'-10' `-
25'4.(1) 20'41'1)-
110
25'-4'_
20'-7°+1)
18'-1'(1)
20'-7411
18'-9°+u ! 15'-0'(1)24'-3'
_
22'-6'+u 1.,19'-11'+u
_23'-9°
26'-0°
_ _
22'-61+1) `.
20'-7'+Ti '� 16'-7'f+i
�-�-
16'
230
2T-3° -
24'-10°
23'-6°-
21'-1°111
--27=3°
1 23'-9" --
21'-8'+0 ai -
1-1T-6°--
_ 28_9 .i
.26'-3° y
240-8'6_)_ ,
28� 9°-1
26'-3*(')_ 22'-4_111 1T-10°11
360
560
32'-8° 1
29'-8'
28'-0'
_21'-5'+1)
25'-2'11
32'--8'
! Z9'-8"
26'-3'11 20'41°11
L/360 Live Load Deflection (Minimum Criteria per Code)
Depth
Tile
40 PSF Live Load/ 10 PSF Dead Load
40 PSF Live Load / 20 PSF Dead Load
12" O.C. 16° O.C. 19.2' o.c. 24' o.c.
12' o.c. 16' o.c. 19.2" o.c. 24° o.c.
915°
110
18'-9°17'-2°
19'-8'
20'-3'
15'-8' 14'-0'
_ - 18'-0° - ; IT -0' -15'-4"
18'-6' 11'-5' 16'-2'
18'-1' _! 15'-8° x_14'-3°
-19'-8° 11'-21
10'4' 1 18'-1'
-'
15'-8'
16'-6'
12'-9°
14'-0'
14'-9'
210
230
lit/e"
110
_22'-3'
_ 23'-4°
24'-0°
25'-4'�i
28'-10'
19'-4°
1 21'-2' -_--19-4-
21'-11'
23'-2'
26'-3'
11'-8' 15'-9'+1)
- -4;6 -
, _ 1T -3'+u_
`20'-5' ': I8'-3'
! 21'-10' 20'441)
24'--9' 23'-0°
- 20'-5'
21' 4° i
2X -P
-25'-i.-2XT'_i.
28'40'
17'-8' 16'-1'11
19'-4° i 1T-8'
20'-5' 1_8'-7'
21:10°al
16' 3" T4'-9°
14'-4'+1
-
15'-9°+i)
16'-741)
IT--10'cu
20'-11'11
210
230
360
560
14'
110
24'-4'
_ 21'-0'
! 19'-2'--1
1T-2"+1
22'-2'_ 19'-2' t
24'10'11 -4°_ _21'-1'
25'-8° 22'-2'- ,
- 28'-9° 18'-3°0r
----� -__2__6'L3_"(7_?-..
31'-8° I 19'-9°
11'-6°0> 15'-0'/1
19'-2"1i 16'16-4-0)i -
20'-3"++u , 17_6°+u_
22'491 __ ...
1
20'41-41-
210
�26'-6' 23'-1'A- 21'_-1° �18'-10"u
_2T-3' _- 24' 4' - 22'-2' 19'-
28'-9° 26'-3'— 24'-9'l1) 21'-5'+u -
----__ - 2e -d' -- --
32'-8' + 29'-99°" � i 25'-2'lu-
130
360
560
16°
110
210
26'-0' 22'-6' _ 20'-7°11 18'-1"+1
_ _ _
28'-6' 24'-8° X22' -6'+u ' 19'-11°11i-
_ 30'-1' J 26'-0' 23'-9°-Y 21'-1°i1)
31'-10° :- 29'-0' 26'-10'c"i21'-5'+
36'-P 32'-11' 31'-0'U1 ; 25'-2'f1)
23'-9' 20'-7'lu 0)
_ 18'-9' ; 15'-0'+1)
.-_i.—._._. } —
22'-6'lu _F 20'-7'1 )16'-7°111
-17'-5" 23'-9' 21'-8'ul 17'-6'lu
-{--- --------
-31'-10' : 26-10"n1 1 22'-4'1)+ '_17'-10"11)
36' 1' 31°m 26'-3'ii1 20'-11'a
230
360
560
1)l wen surreners are required at Intermediate supports of continuous -span joists when the intermediate bearing length is less
than 514' and the span on either side of the intermediate bearing is greater than the following spans:
VIS
40 PSF Live Load / 10 PSF Dead load
40 PSF Live Load / 20 PSF Dead Load
12' o.c. 16' o.c. 19.2" O.C.
24° o.c.
12' o.c. 1610 A
19.2° o.c.
24° o.c.
110
19'-2°
15'4'
19'-2'
16'-0'
12'-9°
210
21'-4' !
11'-0'
21'-4'
i 119'
14'-2°
230
Not Req. '• Not Req. __Not Req ^_19'-2'
-
Not Req. Not Req.!
_
15'-11°
360
24'-5'
24'_5'
-19'-11°
20' 4°
16'-3'
_I9'-6'
23'-10°
--
-10560 4'-10'
+ �19'-10'-
• Long -tern deflection under dead load, which includes the effect of creep, has not been considered. Bald italic spans reflect
initial dead load deflection exceeding 0.33'.
How to Use These Tables
1. Determine the appropriate live load deflection
criteria.
2. Identify the live and dead load condition.
3. Select on -center spacing.
4. Scan down the column until you meet or exceed the
span of your application.
5. Select TO joist and depth.
-
41/aw,&( 19 -3
General Notes L,,�est YcVl "
,
• Tables are based on: o e S1 ^e�
- Uniform loads.
- More restrictive of simple or continuous span.
- Clear distance between supports
- Minimum bearing length of 134' end (no web
stiffeners) and 3W intermediate.
■ Assumed composite action with a single layer of
24' on -center span -rated, glue -nailed floor panels
for deflection only. When subfloor adhesive is not
applied, spans shall be reduced 6' for nails and
12' for proprietary fasteners.
• For continuous spans, ratio of short span to long
span should be 0.4 or greater to prevent uplift
• Spans generated from Weyerhaeuser software may
exceed the spans shown in these tables because
software reflects actual design conditions.
■ For multi -family applications and other loading
conditions not shown, refer to Weyerhaeuser
software or to the load table on page 8.
Live load deflection is vat the only factor
that affects how floor will perform.
To more accurately predict flearperformance,
use our V -Pro" Ratings
rrus Joist• TJI• Joist Specifiers Guide TJ -4000 I August 2016
7 F�R6
FOUNDATION LOADS
FND 1
ALLOWABLE FOUNDATION PRESSURES AND LOADS
JOB SALAS
PER 2016 CBC TABLE 1804.2 UNLESS SHOWN OTHERWISE USE CLASS 4 SOILS = 1500 PSF
or
RECOMMENDED SOIL BEARING PRESSURE TO BE USED FROM SOILS REPORT
1500 PSF
CONTINUOUS FOOTINGS
DEPTH/ WIDTH INC. Fb PSF ALLOW. LOCATION
LOAD
12 24 1.0 1500 3000 PLF CONT 1
TYPICAL CONT. FTNG
W1 W2 DL LL ACTUAL
26 2 30 40 1960
7.5 6 15 40 2702.5
SPREAD FOOTING AREAS
POINT LOAD ON CONT. FOOTING CARRIED IN CONC. SHEAR
W
DL
LL ACTUAL
BLW GRADE
22
30
40
DEPTH OF TOTAL
4
26
30
WIDTH
POST W
INC.
Fb PSF
CONC. PT LOAD
LOCATION
7280
12
24
5.5
1.0
1500
24
13375
Pi
0
12
24
3
1.0
1500
24
12750
P2
0
12
24
3
1.0
1500
20
10750
P3
12
'
24
3
1.0
1500
24
12750
P4
12
12
5.5
1.0
1500
22
6188
'
12
"' 12
5.5
1.0'
1500
22
6188
' SPREAD FOOTINGS
DEPTH
r
WIDTH
LENGTH
INC.
Fb PSF
AL LOW.
LOAD #
18
36
36
,1.0
1500
13500 #
p5
12
18
18
1.0
1500
3375 #
pg
12
24
24
1.0
1500
6000 #
P7
16
32
32
1.0
1500
10667 #
P8
12
24
24
1.0
1500
6000 #
P9
12
12
12
1.0
1500
1500 #
12
12
12
1.0
1500
1500 #
O
12
12
12
1.0
1500
1500 #
w
TYPICAL CONT. FTNG
W1 W2 DL LL ACTUAL
26 2 30 40 1960
7.5 6 15 40 2702.5
SPREAD FOOTING AREAS
L
W
DL
LL ACTUAL
6
22
30
40
9240
4
26
30
40
7280
8
13
30
40
7280
4
16
30
40
4480
0
0
0
0
0
0
0
0
0'
0
SPREAD FOOTING AREAS
L
W
DL
LL ACTUAL
21
8
30
40
11760
8
6
15
40
2640
.14
8
10
40
5600
5
26
30
40
9100
7.5
6
30
40 '
3150
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
LATERAL LOADS
Ll
LAV
.
LAW Engineering
ENGINEERING Phone: (530) 966-6U9
SCE 7-10,Wind Forces,,Chapter;
Description: -None-
L--None-
Project Title' : =
Engineer --t Proiect ID:
Project Descx'.
Printed: 6 MAR 2017, 2:58RA .
Part! ' { Fle=clUserslUserpNUME 11ENERCA-llsalas.ec6 _
yg r ENERCALC, INC. 19832017,>Budd.6.t7228,Ver.6:17:228
Basic Values ,
Risk Category 2 per ASCE 7-10 Table 1.5.1 ' Horizontal Dim. in Nor"outh Direction (B or L)
= 82.0 ft
V: Basic Wind Speed 110.0 - Horizontal Dim. in East-West Direction (B or L)
_ - '65.0 ft
Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h :Mean Roof height ` =
16.O ft
Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1
North : Exposure B East : Exposure B North: K1 = .' ti K2 = K3 =
KA = 1.000
South : Exposure C West : ' Exposure C' South : K1 3- K2 = K3 =
Kzt = 'I.000
East: K1 K2 = K3 =
Kzt = 1.000
Building Period & Flexibility Category West: K1 K2 = K3 =
KA = 1.000
User has spedfied the building frequency is >=1 Hz, therefore considered RIGID for both North-South and East-West directions.
,
Building Story Data • - •
_
,. hi Story Ht ER : X ER : X
_
Level Description ft ft ft ft ,
MAIN LEVET 9.00 9.00 ^ 0.000 0.000
Gust (Factor For wind coming from direction indicated
North 0.850 South = 0.850 -
East = 0.850 West - = 0.850
Enclosure
Check if Building Qualifies as "Open"
North Watt South Well East Wall West Wall .. Roof p
Total
- Agross 738.011"2 738.0 ft"2 504.0 ft"2 504.0 ft -2 - 4,473.0 ft"2
'6,957.0 ft"2
Aopenings 11"2 ft2 0.0 ft"2 0.0 f11-2. °•, gA2
0.0 ft"2 .
Aopenings >= 0.8 • Agross ? No No NO No
,
All four Agross values must be non -zero • Building does NOT qualify
as "Open"
North Elevation : Determine Enclosure Classification per ASCE Section 2610
Reference area = smaller of 4 sq. ft. or I% of Agross = 4.0 ft"2 Is Ao > 1.10 'Aoi ? =
No
Aoi =Ao-total - Ao _ = 0.0 ft"2 Is Ao > Reference Area ? =
No
Agi = Ag -total - Ag = 6,219.0 ft"2 Is Aoi / Agi >= 0.20 ? =
Yes
Aoi / Agi = 0.0
Building is "Enclosed" when the North wall receives positive external pressure
_South Elevation : Determine Enclosure Classification per ASCE Section 2610
Reference area = smaller of 4 sq. ft. or 1 % of Agross = - 4.0 ft12 Is Ao > 1.10Aoi ? - ' _
No
Aoi = Ao-total - Ao . 0.0 ft2 Is Ao > Reference Area ? _ , t
No.
Agi = Ag -total - Ag = 6,219.0 ft -2 Is Aoi / Agi >= 0.20 ?
Yes
Aoi / Agi " = 0.0
Building is "Enclosed" when the South wall receives positive external pressure
East Elevation : Determine Enclosure Classification per ASCE Section 2610
Reference area = smaller of 4 sq. ft. or 1% of Agross = 4.0 ft"2 Is Ao > 1.10' Aoi ? J = y
No
Aoi = Ao-total - Ao _ 0.0 ft12 Is Ao > Reference Area ? ;• _
No
Agi = Ag -total - Ag = 6,453.0 ft12 Is Aoi / Agi >= 0.20 ? . =
Yes
Aoi / Agi = 0.0
,r
Building is "Enclosed" when the East wall receives positive external pressure
� A
lA Project Title:
En,ineer. Project ID:
Prolect Descr:
LAW Engineering
ENGINEERING Phone: (530) 96&6M
Printed: 6 MAR 2017, 258PM
ASCE 7 -10. -Wind ForcesvChapter 27 Parti
File a tstuse<wPCAJ- ME-llsalas.ec6
ENERCALC. INC.19832017, Build:6.17.228, Vei:6.17.2.28
Description: -None-
West Elevation : Determine Enclosure Classification per ASCE Section 26.10
Reference area = smaller of 4 sq. ft. or 1% of Agross = 4.0 ft12
Is Ao > 1.10' Aoi ?
= No
Aoi = Ao3otal - Ao = 0.0 fI 2
Is Ao > Reference Area ?
= No
Agi = Ag -total - Ag = 6,453.0 11"2
Is Aoi I Agi >= 0.20 ?
= Yes
Aoi I Agi = 0.0
Building is "Enclosed" When the West wall receives positive external
pressure
Velocity Pressures
When the following walls experience leeward or sidewall pressures, the value of Kh shall
be (per Table 27.3-1)
North Wall = 0.5854 Psf South Wall = 0.8605 Psf East Wall =
0.5854 Psf West Wall =
0.8605 Psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall = 15.414 Psf South Wall = 22.657 Psf East Wall =
15.414Psf West Wall =
22.657 Psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
North Elevation South Elevation
East Elevation
West Elevation
Height Above Base (ft) Kz qz Kz qz
Kz qz
Kz qz
0.00 0.575 15.13 0.849 22.35
0.575 15.13
0.849 22.35
4.00 0.575 15.13 0.849 22.35
0.575 15.13
0.849 22.35
8.00 0.575 15.13 0.849 22.35
0.575 15.13
0.849 22.35
12.00 0.575 15.13 0.849 22.35
0.575 15.13
0.849 22.35
16.00 0.585 15.41 0.860 22.66
0.585 15.41
0.860 22.66
Pressure Coefficients GCpi Values when elevation receives positive
external pressure
GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1
North South East
West
+!- 0.180 +l- 0.180 +/- _ 0.180 +/-
0.180
Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
North South East
West
Windward Wall 0.80 - 0.80 0.80
0.80
Leeward Wall
Side Walls -0.70 -0.70 -0.70
-0.70
Base Shear for Design Wind Load Cases
Noun
Values below are calculated based on a building with dimensions B x L x h as defined
on the "General' tab.
+Y
I
Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)
°Y'
West I +X
In Direction
In °X' DirectionMt,
(ft -k)
Case 1 North South -3.06
-
-
Case 1 South North 4.50
--
Case 1 East West -
-3.87
-
Case 1 West East -
5.68
-
Case 2 North South -2.30
- +/_
22.4
Case 2 South North 3.38
- +/_
32.9
Case 2 East West -
-2.90 +/-
34.5
Case 2 West East -
4.26 +/-
50.9
Case 3 North & East South & West -2.30
-2.90
-
Case 3 North & West South & East -2.30
4.26
-
Case 3 South & West North & East 3.38
4.26
--
Case 3 South & East North & West 3.38
-2.90
-
Case 4 North & East South & West -1.73
-2.18 +/-
42.7
L3
a A
LA
Project Title:
A
Engineer
Project Descr:
' LAW Engineering
ENGINEERING Phone: (530) 966-6&9
`ASCE 7-10 Wind Forces Cha tet. 7g p', l
File=c UserslUserl[
.. -.. :. �.... p-
ENERCALUNC.198�2
.. 1.111. ....
_
Description: -None-
Case 4 North & West
South & East
-1.73
3.20
+/- 55.0
Case 4 South & West
North & East
2.54
3.20
+/- 62.9
Case 4 South & East
North & West
2.54
-2.18
+/- 50.6
Min per ASCE 27.4.7 North
South
-4.68
—
—
Min per ASCE 27.4.7 South
North
4.68
—
—
Min per ASCE 27.4.7 East
West
—
-5.90
—
Min per ASCE 27.4.7 West
East
—
5.90
—
Project ID:
Printed: 61AM 2017, 2.58PAA
:-11ENERCA—lMes.ec6
IA.0 17'V)G::1—C 47 q 70
lq
LAW Engineering
ENGINEERING Phone: (530)96s-fM9
ASCE Seismic Base Shear
Project Title:
Engineer.
Project Descr.
,ENI
Project ID:
Printed: 6 MAR 2017, I04Pd.1
17.228
Salas Seismic _
Risk Category Calculations per ASCE 7-10
Risk Category of Budding or Other Structure: "Il' All Buildings and other structures except those listed as Category 1, III, and IV ASCE 7-10, Page 2, Table 1.5-1
Seismic Importance Factor = 1
Gridded Ss & Slvalues ASCE-7-10 Standard
Max. Ground Motions, 5% Damping: Latitude = 39.889 deg North
SS = 0.6307 g. 02 sec response Longitude = 121.763 deg West
S1 = 0.2710 g. 1.0 sec response
Site Class, Site Coeff. and Design Category
ASCE 7-10, Page 5, Table 1.5-2
ASCE 7-10 11.4.1
Site Classification 'V: Shear Wave Velocity 600 to 1,200 ftlsec = D ASCE 7-10 Table 20.3-1
Site Coefficients Fa & Fv Fa = 1.30 ASCE 7-10 Table 11.4-1 & 11.4-2
(using stmight-fine mterp Mon from table values) Fv = 1.86
Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 0.817 ASCE 7-10 Eq. 11.4-1
S Mt = Fv • S1 = 0.504 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration
SDS S
MSS = 0.545
ASCE 7-10 Eq. 11.4-3
S Df- S
Mj 23 = 0.336
ASCE 7-10 Eq. 11.4-4
Seismic Design Category
= D
OSCE 7-10 Table 11.6.1 & -2
Resisting System
ASCE 7-10 Table 12.2-1
Basic Seismic Fore Resisting System ...
Bearing Wall Systems
Light -framed walls sheathed wlwood structural panels
rated for shear resistance or steel sheets.
Response Modification Coefficient ' R'
= 6.50
Building height Limits:
System Overstrength Factor ' Wo °
= 3.00
Category'A & B' Limit
No Limit
Deflection Amplification Factor ' Cd'
= 4.00
Category "C' Limit
No Limit
Category'D' Limit
Limit = 65
NOTE! See ASCE 7-10 for all applicable footnotes.
Category 'E* Limit
Limit = 65
Category "F* Limit
Limit = 65
Lateral Force Procedure
ASCE 7-10 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 71012 8
Determine Building Period _ _ use ASCE 128-7
Stnudure Type for Building Period Calculation : All Other Structural Systems
Ct' value = 0.020 ' hn ' : Height from base to highest level = 16,0 ft
x ° value = 0.75
° Ta' Approximate fundemental period using Eq. 12.8-7 : Ta = Ct " (hn "x) = 0.160 Sec
'TL': Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec
Building Period ' Ta ' Calculated from Approximate Method selected = 0.160 sec
" Cs " ResP once Coefficient ASCE 7-10 Section 12.8.1.1
S DS Short Period Design Spectral Response — = 0.545 From Eq. 12.8-2, Preliminary Cs -- = 0.084
R ° : Response Modification Factor = 6.50 From Eq. 1285 & 12.8-4, Cs need not exceed = 0.323
I ' : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.024
User has selected ASCE 128.1.3: Regular structure, Cs :Seismic Response Coefficient = 0.0838
Less than 5 Stories and with T <e— 0.5 sec, So Ss - 1.5 for Cs calculation
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Project Tide:
Engineer. Proiec t ID:
Pro)ect Descr:
LAW Engineering
Phone: (530) 966-W9
ENGINEERING Primed: 6LM2017, 3:04Pt,4
File =c:lUserslUseAD000ME-11ENERCA 1lsalas.ec6
<.: : I S@ISt9tI : .aS . Shear ENERCALC.INC-19832017iBudd:6A7.228:V&6:17.2.28
Seismic Base Shear _
_ -i_--------- ---~
ASCE 7-10 Section 12.8.1
Cs = 0.0838 from 12.8.1.1
--W ( see Sum Wi below) =
227.30 k
Seismic Base Shear V= Cs' W =
19.05 k
Vertical Distribution of Seismic Forces
ASCE 7-10 Section 12.8.3
hx exponent based on Ta
1.00
Table of building Weights by Floor Level...
Level # Wi : Weight
Hi: Height (Wi' H•I"k) Cvx Fx=Cvx' V
Sum Story Shear Sum Story Moment
1 227.30
9.00 2,045.70 1.0000 19.05
19.05— 0.00
Sum Wi = 227.30 k
Sum Wi • Hi = 2,045.70 k -ft Total Base Shear= 19.05 k
Base Moment = 171.4 k -ft
Diaphragm Forces :Seismic Design Category "B" to "F"
ASCE 7-10 12.10.1.1
Level # Wil A
Sum A Sum Wil Fpx : Calcd Fpx : Min
Fpx : Max Fpx Dsgn. Force
1 227.30 19.05
19.05 227.30 19.05 24.76
49.52 24.76 24.76
Wpx ..........................
Weight at level of diaphragm and other structure elements attached to it.
Fi ............................
Design Lateral Force applied at the level.
Sum Fi ... . ........ . ..........
Sum of *Lat. Fore of current level plus all levels above
MIN Req'd Force @ Level .........
0.20' S *I' Wpx
MAX Req'd Force @ Level ........
0.40 ' S D'g I ' Wpx
Fpx : Design Force @ Level .......
Wpx' SUM(x->n) A I SUM(x->n) wi, x = Current level, n = Top Level .
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