Specifications ' V VI4 s rif f S- COS----SS 4
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et-
RECEIVED
APR 2 2 2015
TY OF ESU N DIS SIO
LATERAL CALCULATIONS FOR
MEDALLION MEADOW LOT 4
PORTLAND, OREGON
by
RICHARD J. TURNER, P.E.
DATE: 03/10/15
JOB NUMBER: R15101
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NGINE6, •
58949P
4 OREGON ,
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EXP.DATE: 06-30-16
1 1
INDEX OF CALCULATIONS: PAGES
DATE:03/10/15
SHEAR WALL PLANS: 1
SEISMIC LOADS: 2 TO 3
WIIND LOADS: 4
WALL DISTRIBUTION: 5 TO 8
FOOTING DESIGN: 9
DETAILS: 10
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R15101 MM L4 LAD 03 10 15.xlsx
SEISMIC LOADS (2014 OSSC, ASCE 7-10
EQUIVALENT LATERAL FORCE PROCEDURE)
DIRECTION:FRONT-TO-REAR
T Sa
RISK CATEGORY: II TABLE 1.5-1 0 0.294
SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648
hn: 26.00 FT 0.0920 0.691
Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734
Si: 0.319 MAPS 0.2 0.734
Ie: 1.000 TABLE 1.5-2 Ts: 0.5100 0.734
Fa: 1.090 TABLE 11.4-1 0.6100 0.614
Fv: 1.760 TABLE 11.4-2 0.7100 0.527
Ems: 1.101 EQ. 11.4-1 NOTE:Ss IS DETERMINED 0.8100 0.462
Sm1: 0.561 EQ. 11.4-2 BY FIG.22-1,3,5,6 0.9100 0.411
Sds: 0.734 EQ. 11.4-3 S1 IS DETERMINED 1.0100 0.371
Sdl: 0.374 EQ. 11.4-4 BY FIG. 22-2,4,5,6 1.1100 0.337
To: 0.102 1.2100 0.309
Ts: 0.510 1.3100 0.286
Ct: 0.020 TABLE 12.8-2 1.4100 0.265
x: 0.750 TABLE 12.8-2 1.5100 0.248
Ta: 0.230 EQ. 12.8-7
0.800
•
SEISMIC DESIGN 0.700 ,
CATEGORY(.1 SEC): D TABLE 11.6-1
SEISMIC DESIGN 0.600
CATEGORY(1 SEC): D TABLE 11.6-2 0.500 •
R: 6.0 TABLE 12.2-1 •
W: 2.5 TABLE 12.2-1 0.400 •♦
SIMPLIFIED 0.300 V
FORCE (V): 0.147 W ••
0.200
Cs: 0.122 W(EQ. 12.8-2) 0.100
Cs(MAX): 0.193 W(EQ. 12.8-3/4)
CS(MIN): 0.010 W(EQ. 12.8-5) 0.000
CS(MIN,E F): 0.027 W(EQ. 12.8-6) 0 0.5 1 1.5 2
Cs(ACTUAL): 0.122 W ♦Seriesl
EQ. LATERAL
FORCE (V): 0.122 W
PAGE
,
R15101 MM L4 LAD 03 10 15.xlsx
SEISMIC LOADS (2014 OSSC, ASCE 7-10
EQUIVALENT LATERAL FORCE PROCEDURE)
BASE SHEAR AND FLOOR DISTRIBUTION
SEISMIC LOAD: FRONT TO REAR DIRECTION
BUILDING WEIGHTS:
ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0
FLOOR DIAPH: 10 INTERIOR WALL: 7
EXT.
WALL INTERIOR DIAPH. MISC
AREA WALL AREA AREA AREA r(i) rho k
UPPER 824 412 2149 0 0.247 1.00 1
MAIN 1339 670 2640 0 0.247 1.00 1
BASE SHEAR
HT W WiHi^k TOTAL W V V*.7 SUM'V'
UPPER 19.0 36912 701328 36912 6092 4264 4264 12.8-11,12
MAIN 10.0 44477 444765 81389 3863 2704 6969 12.8-11,12
81388.5 1146093 9956 6969
V(LBF): 9956 EQ. 12.8-1
E(SEISMIC BASE SHEAR) V*.7(LBF): 6969 2.4.1 ASD(L.C. 5,8)
SEISMIC LOAD: SIDE TO SIDE
BUILDING WEIGHTS:
ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0
FLOOR DIAPH: 10 INTERIOR WALL: 7
EXT.
WALL INTERIOR DIAPH. MISC
AREA WALL AREA AREA AREA r(i) rho k
UPPER 824 412 2149 0 0.250 1.00 1
MAIN 1339 670 2640 0 0.193 1.00 1
BASE SHEAR
HT W WiHi^2 TOTAL W V V*.7 SUM'V'
UPPER 19.0 36912 701328 36912 6092 4264 4264 12.8-11,12
MAIN 10.0 44477 444765 81389 3863 2704 6969 12.8-11,12
81388.5 1146093 9956 6969
V(LBF): 9956 EQ. 12.8-1
E(SEISMIC BASE SHEAR) V*.7(LBF): 6969 2.4.1 ASD(L.C. 5,8)
PAGE
I.
R15101 MM L4 LAD 03 10 15.xlsx
WIND LOADS MWFRS (2014 OSSC, ASCE 7-10)
ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING )
DIRECTION: SIDE-TO-SIDE
WIND SPEED: 120 WIND SPEED Vasd (MPH): 93
EXPOSURE: B
BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT):
LENGTH(HORIZONTAL, FT): 48.0 I: 1
WIDTH(TRANSVERSE, FT): 55.0 Kh: 0.7
ROOF MEAN HEIGHT: 23.3 Kzt: 1
TOTAL ROOF HEIGHT (FT): 26.0 Kd: 0.85
GABLE(Y/N): V: 92.952
ROOF PITCH: 6 qh: 13.16
THETA: 26.57 0.447 0.894
2a: 9.6
POSITIVE NEGATIVE
OPEN/
PARTIAL/
ENCLOSED ENCLOSED (GCpi) 0.18 I -0.18
P (FIGURE 6-5)
(PSF)
(GCPI) DESIGN PRESSURES(EQUATION 6-18)
(FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL
1 0.550 4.87 9.60
2 -0.099 -3.67 1.06
3 -0.447 -8.25 -3.52 2.05 2.05 4.58
4 -0.391 -7.51 -2.77 12.37 12.37
5 0.000 -2.37 2.37
6 0.000 -2.37 2.37
l E 0.728 7.21 11.95
2E -0.190 -4.87 -0.14
3E -0.585 -10.07 -5.33 2.32 2.32 5.19
4E -0.535 -9.41 -4.67 16.62 16.62
BASE SHEAR
DIRECTION:SIDE TO SIDE
DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY
LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR
INTERIOR INTERIOR END END
UPPER 30-40 0.00 0 12.37 0 16.62 0
UPPER 25-30 0.00 0 12.37 0 16.62 0
UPPER 20-25 6.00 169 12.37 58 16.62 3054
UPPER 15-20 5.00 239 12.37 48 16.62 3755 6809
MAIN 0-15 10.00 505 12.37 96 16.62 7845 7845
1115.00 TOTAL BASE SHEAR R:I 14653 I
PAGE 4
R15101 MM L4 LADCONTINUED 03 1015.xlsx
WALL DISTRIBUTION SHEET
DIRECTION: 1
SIDE TO SIDE
STORY: UPPER WALL HEIGHT: g
WALL WALL SEISMIC(SJ S/L r(i) WIND(W) W/FT
LINE LENGTH(L) LpAD MAX. WALL UPLIFT'DEAD(D) T-D HOEDOWN!
(GT) LOAD WALL LOAD TYPE
(LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) LOAD TYPE
(LB.) (LB.) (LB.)
0.3 SI 15.33 1066
70 0.2 1702 111 111 PERSC 888
0.5 S2 20.00 2132 107 0.3 3404 170 1329 -441 NO
0.3 S3 14.00 1066 170 PERSC 1362 1733 -372 NO
76 0.2 1702 122 122 PERSC 973 1213 -241 NO
4264 6809
DIRECTION:SIDE TO SIDE
WALL HEIGHT: 9
STORY: MAIN
WALL WALL SEISMIC(SJ S/L r(i) WIND(W) W/FT
LINE LENGTH(L) LOAD MAX. WALL UPLIFT DEAD(D) T-D HOEDOWN
( LOAD WALL LOAD TYPE
(LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) LOAD TYPE
(LB.) (LB.) (LB.)
0.3 SI 12.58 1742 138 0.2
0.53 S2 24.3325 3663 291 291 presc 2620
4018 165 0.2 8178 336 P 2689 1570217 947 HDU2(2)2X
7 HDU2(2)2X
0.3 33 20.58 2808 136 0.2 336 rest 1570
366 261 261 presc 2086 1457 388 HDU2(2)2X
8568 17207
0.3 51 4.58 634 138 0.1 1334 291 291 SSW12 2620 977 1643
HDU2(2)2X
PAGE
r l
R15101 MM L4 LAD 03 10 15.xlsx
FOOTING DESIGN
)NCRETE STRENGTH: 2.5 KSI WALL WIDTH: 8 IN
STREEL STRENGTH: 60 KSI 30IL BEARING PRESSURE: 1500 PSF
DIRECTION:FRONT-TO-REAR
FTG. FTG. WALL WALL DEAD STEEL REINF.
WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B
(PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (IN^2)
51 962 7 15 18 12.58 10 259 0.36 0.14
S2 747 7 15 18 24.33 12 presc
259 0.43 0.16 presc
S3 388 7 15 18 20.58 15 259 0.56 0.21 presc
51 1643 12 20 0 2.29 3
250 0.41 0.15 1-#4 BAR
PAGE ki
SIMPSON STRONG-TIE COMPANY INC.
(800)999-5099 SIMPSON
5956 W.Las Positas Blvd.. Pleasanton,CA 94588.
wwwstrongtie.com
Strong-Tie
ngTe 1
Job Name: R15100
Wall Name: WL S1
Application: Garage Front
Design Criteria:
*2009 International Bldg Code
*Wind
*2500 psi concrete
*Alternate Basic or Basic Load combination
*ASD Design Shear=1334 lbs
Selected Strong-Wall®Panel Solution:
Model Type W H T Sill End Total Axial Actual
(in) (in) (in) Anchor Softs r Load
(lbs)
Uplift
(lbs)
SSW12x10 Steel 12 117.25 3.5 N/A
SSW18x10 2"�4" 100 4153 lb
Steel 18 117.25 3.5 N/A 2-1" 100 8718 lb
Actual Shear& Drift Distribution:
ModelRR Actual Allowable Actual/ Actual Drift
Relative Shear Shear Mow Drift Limit
Rigidity (lbs) (lbs) Shear (in) (in)
SSW12x10 0.24 314 < 725 OK 0.43 0.29 0.67
SSW18x10 0.76 1020 < 2360 OK 0.43 0.29 0.67
1-SSW12x10&1-SSW18x10 are OK along the same wall line.
Notes:
-Check that wall height"H"plus curb height(above slab)will attain overall rough header opening height(top of driveway
slab to bottom of header).
Disclaimer:
It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed
applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie
Company Inc.at 1-800-999-5099.
Page 1 of 3
, i
r
SIMPSON STRONG-TIE COMPANY INC.
(800)999-5099 SIMPSON
5956 W.Las Positas Blvd., Pleasanton,CA 94588.
wwwstrongtie.com Strongne
Job Name: R15100
Wall Name: WL S1
Application: Garage Front
Design Criteria:
*Stemwall-Garage Front
*2009 International Bldg Code
*Wind
*2500 psi concrete
Anchor Solution Details:
*mum stemwaH width
per shear anchorage table.
See following page.
j {firSSWHSR
T
1O.'. Shea reinforcement
,.__/when required
Max gI - •• ,+
tam.cur tstemwae
Woman l`='_ "• •"
SSWAB —wrath per shoat anchorage HeipM, T41-11
3 • fare.Seefdbwing paw isswae b+
-
3— ` .
0
• '
i.11rmodacemem Ir. "Fp:. wen required t &
•,a
i
L --- 1 I ' —s'
dt7,1" .
%
•
SSWAB1
- t - - Au
'- E r• w 3•ar.MIA •L .4.3Ckl a, j 11' 9E111t '- 1 tiw
3aW 4 lib*--1.1
i i ; '%WMkt.e4WMkl.l
I
{ r
W—►4 'h W—aa—s-41-16w-B-1 W—al
Curb or Stemwall Section View Footing Plan Section at Stemwall
SSWAB and SSWHSR
Extension Application
Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design:
Model w de S Anchor Bolt Strength Model w de S Anchor Bolt Strength
SSW12x10 I 12 6 6.875 SSWAB3/4 Standard SSW12x10 12 6 6.875 SSWAB3/4 Standard
SSW18x10 19 7 12.25 SSWAB1 Standard SSW18x10 20 7 12.25 SSWAB1 Standard
Notes:
1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and
cracked or uncracked concrete as noted.
2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength(HS).
3.Wind includes Seismic Design Category A and B.
4.Footing dimensions are for anchorage only. Foundation design(size and reinforcement)by Designer.
The registered design professional may specify alternate embedment,footing size or anchor bolt.
Page 2 of 3
S
! t
SIMPSON STRONG-TIE COMPANY INC.
(800)999-5099 SIMPSON
5956 W.Las Positas Blvd., Pleasanton,CA 94588. S �
www.strongtie.corn Z iG
STEEL STRONG-WALL®SHEAR ANCHORAGE
Foundation shear reinforcement to resist shear forces from Strong-WaIM panes located at the edge of concrete a shown in the table below.
The SSW12 and SSW15 used len wind applications do not require shear reinforcement when the panel design shear force a less than the
anchorage allowable shear load shown b the table below.
4aLl Minim= MWana AEOAeaalaSNartsMY•
IIMN Den)
Skew 1blN/EaawaB Sheer Care)Eamree Iii
Reinforcement Width st Wand rYipaamGrlBtemwall I ruiMiamCarb/ftanwen
I "664
U la) IlersM coached 1lna cked
fx.aw
SSW12 9
(1)/3 Tie 6 raneregneo — 1370 980 1605 ,tis
SSW15 f 12 h)/3Tre f 6 flaneretpie0 — 1765 1260 2015 ,440
SSW1at 14 0)/3 Hairpin C 8' (1)/3taipin 6
SSW21 I 15 (11/3 Hairyin 6' (1)/3 Hefrpil 6
Hairpin reinforcement achieves maxlnwtl
SSW24 17 (2)413 Hairpins as (2)#SHeenan ' 6 ellowabkshear load dtlheSaelSaorg-Waaepail.
1.SW anchorage designs conlorm to ACI 318-05 and assume minimum Pc.2500 psi concrete.
2.Shear reinforcement a not regained tor panes lusted on a wood sone interior foundation apwbapma
(paw/itrtaedaaay sem edge of concrete).w braces-wall panel apriaeons.
3.Seismic imitates Seismic Design Category C Unwell F.Detached 1 and 2 tiny dwellings m SDC C may use wind anchorage soWnonsSe .
4.Wins
sismic chides Seismic nd�orynd y A am to 318-05 Section D.33.1.
5.Where noted minimum cmbrsamwee width is 6•when standard-strength SSWAB is used.
6.Use(1)/3 tie for SSW12 and SSW15 when the Sia Strong•Wan•pond longe shear torte exceeds the tea ked
anchorage amiable shear load.
7.The rprttwod design professional may wady animate shear artelndragt
(ni 4(Wrt r Lt—
I rrkn.�
',1,‘'
s
�I - i '- O:6l0/ $44.4 r��s/N9.ii9Bl.5i[tb is/sivolvnivnf 11
SSWAB l3 Hairpin Fiend ee and marc dwig SSWAB #3 Tie
Fiend de and mare prase 40 velar anerele paarne nt.Owdap
Win.) varix wdhn Galt grade 40
during concrete
eaacMa reber(ann.) Piacehwant
Hairpin Shear Aeifdoroement Tie Shear Reinforcement
SSWAB
•
•
ummeelman
/3 Hairpin(13 to student,
Li
I-
see able tsr required quantity.
1k'Cin I$ • • ,-1WSwN�g
I- iG
n_
,1„71A-21i-7,1,—,, -Uzi= i 1..1. .
. r' it 'll =�• ,
Hairpin blstaisU�
(Garoge taro shown.otherlooSh Apes xmiLar)
Page 3 of 3
N
A xn �
_ U) w 3
.,4 x
2 C7 W �" '� (/) SLAB (THICKNESS PER
_z X " ARCHITECTURAL
3 O ;; W a DRAWINGS) WITH 6X6
�" 11
-W1.4 X W1.4 WIRE MESH,
Cl)ow El - " MIN. 6" LAP SPLICE
1 iii;; t a
00 °
r
C4 ril
HOLD-DOWN PER SHEAR WALL
Z i i r a SCHEDULE
co
Qom' ° d °
w Ic
el) 1-1
U (2)-#4 CONTINUOUS BAR AT
CENTER OF FOOTING
(EXTEND REBAR AROUND
CORNERS MIN. 5'-0")
1'-6"
NOTE:
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. DRIVEWAY SURFACE NOT SHOWN.
0 FOOTING SECTION
SCALE: 1" = 1'-0"
1
'Project:JT ROTH MEDALLION MEADOWS LOT 4 page
# Mark Stewart
Location:M-1 . .44:10 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam W
[2009 International Building Code(2005 NDS)] ^ 22582 SW Main St #309 of
Sherwood,OR 97140
5.51Nx11.5INx4.0FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:618.7% St OADI Version 8.0.113.0 3/6/2015 2:09:42 PM
Controlling Factor:Shear LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 590 lb 1555 lb TRS
Dead Load 407 lb 407 lb
Total Load 997 lb 1962 lb w
Bearing Length 0.29 in 0.57 in _ --BEAM DATA Center ~
Span Length 4 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 100 plf
Uniform Dead Load 60 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 174 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00 Load Number One
Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 965 lb
Dead Load 0 Ib
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 4 ft
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Load Number One
Left Live Load 195 plf
Controlling Moment: 997 ft-lb Left Dead Load 130 plf
2.0 Ft from left support of span 2(Center Span) Right Live Load 195 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 130 plf
Controlling Shear: 997 lb Load Start 0 ft
At left support of span 2(Center Span) Load End 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 13.68 in3 121.23 in3
Area(Shear): 8.8 in2 63.25 in2
Moment of Inertia(deflection): 11.97 in4 697.07 in4 EC ,
Moment: 997 ft-lb 8840 ft Ib ®�r/ ID
Shear: 997 lb 7168 lb
APR 2 2 2015
CITY OF TIGARD
BUILDING DIVISION
' 1
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:M-3 Mark Stewart Home Design
tyil
Multi-Loaded Multi-Span Beam 11:1, 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
5.125 IN x 15.0IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Section Inadequate By:7.7% LOADING DIAGRAM
Controlling Factor:Shear/Depth Required 16.15 In.
DEFLECTIONS Center
Live Load 0.44 IN L/455
Dead Load 0.14 in
1
Total Load 0.58 IN L/342
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2
REACTIONS A B
Live Load 12418 lb 3718 lb Tri1,
Dead Load 2202 lb 1598 lb F i r ,4� rr a�FEW#
Total Load 14621 lb 5315 lb ,T.: ;, �.w I 3 a%,
Bearing Length 4.39 in 1.60 in
BEAM DATA Center 16.5 ft
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Uniform Live Load 250 plf
Camber Adj.Factor 0 Uniform Dead Load 150 plf
Camber Required 0 Beam Self Weight 17 plf
Notch Depth 0.00 Total Uniform Load 417 plf
MATERIAL PROPERTIES
POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two Three
Base Values Adjusted Live Load 6311 lb 2800 lb 1500 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb 0 lb
Fb cmpr= 1850 psi Fb'= 2400 psi Location 1 ft 2 ft 7 ft
Cd—=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 150 plf
Comp. L to Grain: Fc--L= 650 psi Fc--L'= 650 psi Right Live Load 200 plf
Right Dead Load 150 plf
Controlling Moment: 31683 ft-lb Load Start 0 ft
6.93 Ft from left support of span 2(Center Span) Load End 7 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft
Controlling Shear: 14621 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 158.41 in3 192.19 in3
Area(Shear): 82.76 in2 76.88 in2
Moment of Inertia(deflection): 1141.24 in4 1441.41 in4
Moment: 31683 ft-lb 38438 ft-lb
Shear: 14621 lb 13581 lb
I Y
I i
project:JT ROTH MEDALLION MEADOWS LOT 4 page
Location:M-4 ¢' Mark Stewart
•
Multi-Loaded Multi-Span Beam Mark Stewart Home Design
[2009 International Building Code(2005 NDS)] 22582 SW Main St #309 of
3.5 IN x 11.875 IN x 9.0 FT Sherwood,OR 97140
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:152.4% St OADI Version 8.0.113.0 3/6/2015 2:09:41 PM
Controlling Factor:Shear LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.06 IN L/1762
Dead Load 0.04 in
Total Load 0.10 IN L/1043
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1837 lb 1703 lb
rR1
Dead Load 1292 lb 1149 lb
Total Load 3129 lb 2853 lb w
Bearing Length 1.19 in 1.09 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft illiiiii
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Uniform Live Load 200 plf
Notch Depth 0.00
Uniform Dead Load 150 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 360 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00 Load Number One Two
Shear Stress: Fv= 285 psi Fv'= 285 Left Live Load 150 plf 60 plf
psi Left Dead Load 100 plf 40 plf
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Right Live Load 150 plf 60 plf
Comp.1 to Grain: Fc--L= 750 psi Fc-1'= 750 psi Right Dead Load 100 plf 4 plf
Load Start 0 ft 0 ft
Controlling Moment: 6948 ft-lb Load End 8 ft 9 ft
4.5 Ft from left support of span 2(Center Span) Load Length 8 ft 9 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3129 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 28.71 in3 82.26 in3
Area(Shear): 16.47 in2 41.56 in2
Moment of Inertia(deflection): 112.35 in4 488.41 in4
Moment: 6948 ft-lb 19905 ft-lb
Shear: 3129 lb 7897 lb
' 1
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Location:M-4A Mark Stewart
Multi-Loaded Multi-Span Beam y SIL Mark Stewart Home Design
ito. 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
3.5 IN x 11.875 IN x 4.5 FT
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:475.0% St OADI Version 8.0.113.0 3/6/2015 2:09:41 PM
Controlling Factor:Shear LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/9368
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 900 lb 900 lb
Dead Load 473 lb 473 lb
Total Load 1373 lb 1373 lb w.
Bearing Length 0.52 in 0.52 in
BEAM DATA Center
Span Length 4.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 400 plf
Uniform Dead Load 200 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 610 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp. L to Grain: Fc-1= 750 psi Fc--- = 750 psi
Controlling Moment: 1545 ft-lb
2.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1373 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Rea'd Provided
Section Modulus: 6.38 in3 82.26 in3
Area(Shear): 7.23 in2 41.56 in2
Moment of Inertia(deflection): 12.51 in4 488.41 in4
Moment: 1545 ft-lb 19905 ft-lb
Shear: 1373 lb 7897 lb
•
r �
project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:M-6 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam - 1 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 IN x 11.875 IN x 4.5 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Section Adequate By:873.9% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 450 lb 450 lb
Dead Load 361 lb 361 lb
Total Load 811 lb 811 lb W
Bearing Length 0.31 in 0.31 in
BEAM DATA Center
Span Length 4.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 200 plf
Uniform Dead Load 150 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 360 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp. L to Grain: Fc- = 750 psi Fc-l'= 750 psi
Controlling Moment: 912 ft-lb
2.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -811 lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 3.77 in3 82.26 in3
Area(Shear): 4.27 in2 41.56 in2
Moment of Inertia(deflection): 7.39 in4 488.41 in4
Moment: 912 ft-lb 19905 ft-lb
Shear: -811 lb 7897 lb
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:M-7 ''� Mark Stewart Home Design
Multi-Loaded Multi-Span Beam r .1 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
5.5 IN x 11.5 IN x 10.0 FT(6+4)
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:202.4% StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center Right
Live Load -0.01 IN L/MAX 0.03 IN 2L/2954
Dead Load 0.00 in 0.03 in
Total Load -0.01 IN L/7739 0.06 IN 2L/1634
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load -87 lb 2447 lb
Dead Load -57 lb 1034 lb
Total Load -57 lb 3481 lb
Uplift(1.5 F.S) -144 lb 0 lb
; ! t
Bearing Length 0.00 in 1.01 in
6ft t 4ft
BEAM DATA Center Right
Span Length 6 ft 4 ft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 6 ft 4 ft UNIFORM LOADS Center Right
Live Load Duration Factor 1.00 Uniform Live Load 60 plf 200 plf
Notch Depth 0.00 Uniform Dead Load 40 plf 150 plf
Beam Self Weight 14 plf 14 plf
MATERIAL PROPERTIES Total Uniform Load 114 plf 364 plf
#2-Douglas-Fir-Larch
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 875 psi Fb'= 871 psi Load Number One
Cd=1.00 C1=1.00 CF=1.00 Live Load 1200 lb
Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb
Cd=1.00 Location 6 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.l to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: -2910 ft-lb
Over right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Controlling Shear: 1455 lb
At left support of span 3(Right Span)
Created by combining all dead loads and live loads on span(s)2, 3
Comparisons with required sections: Req'd Provided
Section Modulus: 40.09 in3 121.23 in3
Area(Shear): 12.84 in2 63.25 in2
Moment of Inertia(deflection): 102.43 in4 697.07 in4
Moment: -2910 ft-lb 8798 ft-lb
Shear: 1455 lb 7168 lb
•
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:M-8 ., , , Mark Stewart Home Design
Multi-Loaded Multi-Span Beam r{'--a <� 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)) Sherwood,OR 97140
3.5 IN x 13.5 IN x 17.75 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Section Adequate By:8.9%
LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.54 IN L/392
Dead Load 0.24 in
Total Load 0.78 IN L/271
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2472 lb 2883 lb YR1
Dead Load 1294 lb 998 lb
Total Load 3766 lb 3881 lb
Bearing Length 1.66 in 1.71 in
BEAM DATA Center
Span Length 17.75 ft11111 .11
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 17.75 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 100 plf
Camber Adj.Factor 1 Uniform Dead Load 40 plf
Camber Required 0.24 Beam Self Weight 10 plf
Notch Depth 0.00 Total Uniform Load 150 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 1480 lb
Bending Stress: Fb= 2400 psi Controlled by:
Dead Load 0 lb
Fb cmpr= 1850 psi Fb'= 2400 psi Location 14 ft
Cd-=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 150 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 100 plf
Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 150 plf
Right Dead Load 100 plf
Controlling Moment: 17716 ft-lb Load Start 0 ft
9.41 Ft from left support of span 2(Center Span) Load End 14 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 14 ft
Controlling Shear: -3881 lb
18.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 88.58 in3 106.31 in3
Area(Shear): 21.97 in2 47.25 in2
Moment of Inertia(deflection): 658.71 in4 717.61 in4
Moment: 17716 ft-lb 21263 ft-lb
Shear: -3881 lb 8348 lb
•
+Project:JT ROTH MEDALLION MEADOWS LOT 4 I
Location:M-9 page
Mark Stewart
Multi-Loaded Multi-Span Beam a Mark Stewart Home Design
[2009 International Building Code(2005 NDS)] �,=* p 22582 SW Main St #309
5.125 IN x 15.0 IN x 16.5 FT Sherwood,OR 97140 or
24F-V4-Visually Graded Western Species-Wet Use
Section Adequate By: 11.8% StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.47 IN L/424
Dead Load 0.17 in
Total Load 0.64 IN L/311
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 4117 lb 6744 lb
Dead Load 1862 lb 1495 lb TR'
Total Load 5979 lb 8239 lb
Bearing Length 3.39 in 4.67 in w
1.1 ,,,,A,... iiiii.
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1.5 Uniform Live Load 120 plf
Camber Required 0.25 Uniform Dead Load 40 plf
Beam Self Weight 17 plf
Notch Depth 0.00
MATERIAL PROPERTIES Total Uniform Load 177 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values A 'us ed Load Number One Two
Bending Stress: Fb= 2400 psi Controlled by: Live Load 3481 lb 1200 lb
Fb_cmpr= 1850 psi Fb'= 1920 Dead Load 0 lb 0 lb
psi Location 14 ft 14 ft
Cm=0.80
Shear Stress: Fv= 265 psi Fv'= 232psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Cm=0.88 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi Left Live Load 300 plf
Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 775 ksi Left Dead Load 173 plf
-I-
C—m=0.83 Right Live Load 300 If
Comp. to Grain: Fc-1= 650psi Fc-1-'= p
Cm=0.53 p 345 psi Right Dead Load 173 plf
Load Start 0 ft
Controlling Moment: 27516 ft-lb Load End 14 ft
Load Length 14 ft
9.24 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -8239 lb
16.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 171.98 in3 192.19 in3
Area(Shear):
53.3 in2 76.88 in2
Moment of Inertia
(deflection): 1223.09 in4 1441.41 in4
Moment: 27516 ft-lb 30750 ft-lb
Shear: -8239 lb 11884 lb
•
•
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Location:me Mark Stewart
Mof
M2eark Stn
ulti-Loaded Multi-Span Beam I Sherwood,
[2009 International Building Code(2005 NDS)] r" SWewartMain OR 977Home#309Desi9
5.5 IN x 9.5 IN x 8.0 FT 140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:108.7% St OADI Version 8.0.113.0 3/6/2015 2:09:41 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.06 IN L/1521
Dead Load 0.00 in
Total Load 0.07 IN L/1473
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1400 lb 1400 lb
Dead Load 45 lb 45 lb
Total Load 1445 lb 1445 lb
f ` • tBearin Length 0.42in 0.42 in
BEAM DATA Center
Span Length 8 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Uniform Live Load 350 plf
Notch Depth 0.00
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 361 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.1 to Grain: Fc---= 625 psi Fc- = 625 psi
Controlling Moment: 2891 ft-lb
4.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1445 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 39.64 in3 82.73 in3
Area(Shear): 12.75 in2 52.25 in2
Moment of Inertia(deflection): 93.03 in4 392.96 in4
Moment: 2891 ft-lb 6032 ft-lb
Shear: -1445 lb 5922 lb
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Location:mx-2 Mark Stewart
� Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309
[2009 International Building Code(2005 NDS)] or
5.51Nx9.51Nx6.OFT
Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:271.0% StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.02 IN L/3604
Dead Load 0.00 in
Total Load 0.02 IN L/3491
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1050 lb 1050 lb
Dead Load 34 Ib 34 Ib
Total Load 1084 lb 1084 lb � ��'� `;'+ �'�»�a ' vv '' '•
Bearing Length 0.32 in 0.32 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 350 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 361 plf
Base Values Adiusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc- L= 625 psi Fc---'= 625 psi
Controlling Moment: 1626 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1084 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 22.3 in3 82.73 in3
Area(Shear): 9.56 in2 52.25 in2
Moment of Inertia(deflection): 39.25 in4 392.96 in4
Moment: 1626 ft-lb 6032 ft-lb
Shear: 1084 lb 5922 lb
1
•
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:mx-3uialnill Mark Stewart Home Design
Multi-Loaded Multi-Span Beam T 'o,bo ' 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 9.5IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Section Adequate By:413.0%
LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.01 IN L/5046
Dead Load 0.00 in
Total Load 0.01 IN L/4828
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 750 lb 750 lb
Dead Load 34 Ib 34 Ib
Total Load 784 lb 784 lb
Bearing Length 0.23 in 0.23 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 250 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 261 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: Emin= 470 ksi E_min'= 470 ksi
Comp.-1-to Grain: Fc- = 625 psi Fc--i'= 625 psi
Controlling Moment: 1176 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 784 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 16.13 in3 82.73 in3
Area(Shear): 6.92 in2 52.25 in2
Moment of Inertia(deflection): 28.03 in4 392.96 in4
Moment: 1176 ft-lb 6032 ft-lb
Shear: 784 lb 5922 lb
1 1
•
pane
Project:JT ROTH MEDALLION MEADOWS LOT 4 Mark Stewart
Location:mx-4 ilAMark Stewart Hoe Design
Multi-Loaded Multi-Span Beam �, r 22582 SW Main Stm #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 INx9.5INx4.0FT
#2-Douglas-Fir-Larch-Dry Use StruCatc Version 8.0.113.0 3/6/2015 2:09:42 PM
Section Adequate By:1033.0% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 500 lb 500 lb
Dead Load 23 lb 23 lb
Total Load 523 lb 523 lb
Bearing Length 0.15 in 0.15 in
BEAM DATA Center
Span Length 4 ft 1.111111111.
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 250 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 261 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi
Controlling Moment: 523 ft-lb
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -523 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 7.17 in3 82.73 in3
Area(Shear): 4.61 in2 52.25 in2
Moment of Inertia(deflection): 8.31 in4 392.96 in4
Moment: 523 ft-lb 6032 ft-lb
Shear: -523 lb 5922 lb
1 3
project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart /
Location:mx-5 twitit2
Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 9.5IN x 5.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Section Adequate By: 161.0% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.02 IN L/2730
Dead Load 0.00 in
Total Load 0.02 IN L/2679
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1650 lb 1650 lb
Dead Load 31 lb 31 lb
Total Load 1681 lb 1681 lb
Bearing Length 0.49 in 0.49 in
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 600 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 611 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.±to Grain: Fc- = 625 psi Fc--- = 625 psi
Controlling Moment: 2312 ft-lb
2.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1681 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 31.7 in3 82.73 in3
Area(Shear): 14.83 in2 52.25 in2
Moment of Inertia(deflection): 51.82 in4 392.96 in4
Moment: 2312 ft-lb 6032 ft-lb
Shear: 1681 lb 5922 lb
' • 1 1
project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart /
Location:X-1 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam "''gt.,F i 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)) Sherwood,OR 97140
6.75 IN x 19.5IN x 27.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Section Adequate By:15.0% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.78 IN L/414
Dead Load 0.05 in
Total Load 0.83 IN L/391
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 6654 lb 6866 lb 2
Dead Load 385 lb 385 lb _� r,��z
Total Load 7039 lb 7252 lb <t � '- t'% '< �t,.r"` "3 q ''Ca 1 ,+ 3
Bearing Length 1.60 in 1.65 in
BEAM DATA Center
Span Length 27 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 27 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 260 plf
Camber Adj.Factor 1.5 Uniform Dead Load 0 plf
Camber Required 0.07 Beam Self Weight 29 plf
Notch Depth 0.00 Total Uniform Load 289 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted Live Load 4500 lb 2000 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb
Fb_cmpr= 1850 psi Fb'= 2169 psi Location 19.25 ft 2 ft
Cd=1.00 Cv=0.90
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp. L to Grain: Fc-l= 650 psi Fc- L'= 650 psi
Controlling Moment: 47995 ft-lb
17.55 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -7252 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 265.54 in3 427.78 in3
Area(Shear): 41.05 in2 131.63 in2
Moment of Inertia(deflection): 3626.08 in4 4170.87 in4
Moment: 47995 ft-lb 77320 ft-lb
Shear: -7252 lb 23254 lb
I I
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart /
Location:X-2 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam -. !"3 ' 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)) Sherwood,OR 97140
3.125 IN x 19.5 IN x 9.25 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:42 PM
Section Adequate By:88.3% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.08 IN L/1462
Dead Load 0.00 in
Total Load 0.08 IN L/1450
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 4683 lb 5347 lb
Dead Load 61 lb 61 lb z k ,
Total Load 4744 lb 5408 lb ' iFk`tsv afi; d ' ",�' � I. �.� •3?; • •
Bearing Length 2.34 in 2.66 in
BEAM DATA Center
Span Length 9.25 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.25 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0
Notch Depth 0.00 Beam Self Weight 13 plf
Total Uniform Load 213 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted Live Load 7039 lb 1141 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb
Fbcmpr= 1850 psi Fb'= 2400 psi Location 5 ft 5 ft
Cd-=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.-L to Grain: Fc- L= 650 psi Fc- = 650 psi
Controlling Moment: 21039 ft-lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5408 lb
9.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 105.19 in3 198.05 in3
Area(Shear): 30.61 in2 60.94 in2
Moment of Inertia(deflection): 475.55 in4 1930.96 in4
Moment: 21039 ft-lb 39609 ft-lb
Shear: -5408 lb 10766 lb
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:X-3 1,11
, - Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
•
3.5 IN x 11.25 IN x 8.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Section Adequate By:64.9% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.06 IN L/1691
Dead Load 0.00 in
Total Load 0.06 IN L/1657
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1228 lb 1513 lb
Dead Load 34 lb 34 lb
Total Load 1262 lb 1547 lb
Bearing Length 0.58 in 0.71 in
BEAM DATA Center eft B
Span Length 8 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 209 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number One
Cd=1.00 CF=1.10 Live Load 1141 lb
Shear Stress: Fv= 180 psi Fv'= 180 psi
Dead Load 0 lb
Cd=1.00 Location 5 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 3694 ft-lb
4.96 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1547 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 44.78 in3 73.83 in3
Area(Shear): 12.89 in2 39.38 in2
Moment of Inertia(deflection): 88.39 in4 415.28 in4
Moment: 3694 ft-lb 6091 ft-lb
Shear: -1547 lb 4725 lb
•
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Mark Stewart
Location:X-4 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 INx11.25INx8.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 3/6/2015 2:09:41 PM
Section Adequate By:151.1% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.05 IN L/2220
Dead Load 0.00 in
Total Load 0.05 IN L/2149
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1105 lb 1105 lb
Dead Load 36 lb 36 lb
Total Load 1141 lb 1141 lb
Bearing Length 0.52 in 0.52 in
BEAM DATA Center
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 260 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 269 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 psi
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp. t-to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 2425 ft-lb
4.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1141 lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 29.4 in3 73.83 in3
Area(Shear): 9.51 in2 39.38 in2
Moment of Inertia(deflection): 67.35 in4 415.28 in4
Moment: 2425 ft-lb 6091 ft-lb
Shear: -1141 lb 4725 lb
I
,
•
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
' Mark Stewart
Location:X-5 o i Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
8.75 IN x 25.5 IN x 30.5 FT(4+26.5)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0
Section Adequate By:18.4% 3/6/2015 2:09:42 PM
LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Left Center
Live Load -0.23 IN 2L/426 0.43 IN L/744
Dead Load -0.01 in 0.02 in
1
Total Load -0.24 IN 2L/406 0.45 IN L/705
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2
REACTIONS A B r
4
Live Load 18488 lb 8809 lb
Dead Load 849 lb 626 lb '
Total Load 19337 lb 9435 lb !"
Bearing Length 3.40 in 1.66 in
BEAM DATA Left Center {-4 ft 26.5 ft
Span Length 4 ft 26.5 ft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 4 ft 26.5 ft UNIFORM LOADS Left Center
Live Load Duration Factor 1.00
Notch Depth 0.00 Uniform Live Load 362 plf 100 plf
Uniform Dead Load 0 plf 0 plf
MATERIAL PROPERTIES Beam Self Weight 48 plf 48 plf
24F-V4-Visually Graded Western Species Total Uniform Load 410 plf 148 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three
Fb_cmpr= 1850 psi Fb'= 2063 psi Live Load 5408 lb 3766 lb 1200 lb
Cd=1.00 Cv=0.86 Dead Load 0 lb 0 lb 0 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 6 ft 0 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two
Comp.-L to Grain: Fc--L.= 650 psi Fc-1'= 650 psi Left Live Load 525 plf 430 plf
Left Dead Load 0 plf 0 plf
Controlling Moment: 76955 ft-lb Right Live Load 525 plf 430 plf
10.07 Ft from left support of span 2(Center Span) Right Dead Load 0 plf 0 plf
Created by combining all dead loads and live loads on span(s) 1,2 Load Start 0 ft 4 ft
Controlling Shear: 16495 lb Load End 6 ft 26.5 ft
At left support of span 2(Center Span) Load Length 6 ft 22.5 ft
Created by combining all dead loads and live loads on span(s) 1,2
Comparisons with required sections: Req'd Provided
Section Modulus: 447.55 in3 948.28 in3
Area(Shear): 93.37 in2 223.13 in2
Moment of Inertia(deflection): 10209.23 in4 12090.59 in4
Moment: 76955 ft-lb 163055 ft-lb
Shear: 16495 lb 39419 lb
1
Project:JT ROTH MEDALLION MEADOWS LOT 4 page
Location:UFB-1 Mark Stewart
Mark Stewart Home Design
Multi-Loaded Multi-Span Beam • ' 22582 SW Main St #309
� of
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
5.125 IN x 13.5 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0
Section Adequate By:19.6% 3/6/2015 2:09:40 PM
LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.40 IN L/499
Dead Load 0.28 in
Total Load 0.67 IN L/294
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3713 lb 3713 lb
Dead Load 2599 lb 2599 lb
t # y r
Total Load 6311 lb 6311 lb ,,.1 q „ •hr r ,:,i
Bearing Length 1.89 in 1.89 in
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Camber Adj.Factor 1 Uniform Live Load 450 plf
Camber Required 0,28 Uniform Dead Load 300 plf
Notch Depth 0.00 Beam Self Weight 15 plf
Total Uniform Load 765 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp. L to Grain: Fc- L= 650 psi Fc-1-'= 650 psi
Controlling Moment: 26034 ft-lb
8.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 6311 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 130.17 in3 155.67 in3
Area(Shear): 35.72 in2 69.19 in2
Moment of Inertia(deflection): 858.98 in4 1050.79 in4
Moment: 26034 ft-lb 31134 ft-lb
Shear: 6311 lb 12223 lb