HomeMy WebLinkAboutMiscellaneous Plans 2004-8-9
CITY OF SPRINGFIELD
Development Services Department
Building Safety Division
Residential Plan Review
JOB ADDRESS: 710 McKenzie Crest
CITYJOB#:C200401027
OWNER: Cbase Rodney
PHONE:
CONTRACTOR: Owner
PHONE:
Items listed below (if any) and those marked in red directly on the approved permit
documents are incorporated into this project in addition to any requirements appearing on
the construction plans and the City standard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items". A corresponding number is marked on your
plans for any items listed below where applicable.
All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code,
(1998 International One and Two Family Dwelling Code as amended by the State of
Oregon unless noted otherwise. A copy of this code may be obtained from the Building
Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-5986
Your signature on the Building Permit is an agreement that all items will be installed or
corrected, and that all work on this project will comply with applicable codes.
ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
SPRINGFIELD.
PLANS REVIEWED BY:
_Bob Barnbart_PHONE:_726-4652
NO PLAN REVIEW COMMENTS
STRUCTURAL CALCULATIONS
Residence for Kathy Chase
Lot #95 in the River Glen Sub-division
Springfield, Oregon
Prepared for
Dan Hall Horne Construction
2828 Barbados Drive
. Eugene, Oregon 97408
August 9,2004
Artisan Project No. 04196.05
. ARTISAN ENGINEERING, LLC
325 West 13'" Avenue
Eugene, Oregon 97401-3402
Phone: 541-338-9488 Fax: 541-338-9483
wNw .artisanengineering.com
,
ARTISAN ENGINEERING, LLC
325 West 13'" Avenue
Eugene, Oregon 97401-3402
Phone: 541-338-9488 Fax: 541-338-9483
www.artisanengineering.com
August 9, 2004
Dan Hall
Dan Hall Home Construction
2828 Barbados Drive
Eugene, Oregon 97408
Re: Structural Design of Single-Family Chase Residence at Lot #95 of the River Glen
Subdivision in Springfield, Oregon
Dear Dan:
Artisan Engineering has completed a structural review the drawings prepared by Pat Greenwell
Drafting and Design for the two-story single-family residence to be built at Lot #95 of the River Glen
Subdivision in Springfield, Oregon. The structure has an attached two-car garage with shop and
bonus room above at the left rear side with a breezeway between the main structure and garage.
The review is limited to checking the sizes of the floor joists, headers and roof support beams, and
to check the footing sizes. We understand that the roof trusses will be designed by an Engineer
licensed in the State of Oregon and that the roofing will a cement tile type of material. We checked
the truss layout by Moshofsky Truss to include any large girder truss loading on the walls and
footings.
We analyzed critical elements utilizing the provisions set forth in the current UnifoID1 Building Code,
1997 UBC (with OSSC amendments). Floor live loads of 40 psfand roof snow loads of 25 psfwere
used for beam, header, joist, and footing design. The floor of the structure is framed with T JI floor
joists or an optional 2x12 Doug Fir at 16-inches. A soil bearing value of 1000 psf was used to check
bearing pressures for the point loads and wall footings. Refer to the attached calculations.
We have also designed the stiear walls around the perimeter of the house and garage based on a
lateral analysis of wind at 80 mph t Exposure B. Wind controlled the lateral design due to the height
of the roof and walls..
We have marked-up your drawings with the necessary structural elements, connections, and
fasteners determined by my calculations. Please ensure that these markups are transferred to the
submittal set to ensure that the drawings agree with our calculations. Please call if you have any
comments or questions.
~~';41DJ\}
Timothy 'A. Wolden, P.E.
Principal, Artisan Enginee~ng. lLC
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ARTISAN ENGINEERING, I.I.C
325 W. 13th Avenue
Eugene, Oregon 97401 -3402
Tel (541) 338-9488 . Fax (541) 338-9483
www.artisanengineering.com
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ARTISAN ENGINEERING, LLC
325 W. 13th Avenue
Eugene, Oregon 97401-3402
Tel (541) 33ll-9488 . Fax (541) 338-9483
www.artisanengineering.com
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Floor Span Tables
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L/480 Uve Load Deflection /&
Daptll Ton- co PSF Uwo Load /10 PSF Dud l.olId 411 PSF L.ha Load /2!J PSF Dud Lead
12" O.C. IF' n.c. 19.2'" D.t. 2"- D.C. 12'"a.t. 16"' o.c. 19: d... 2" O.t.
110 'S..S' W.q 14"-2- 13'-r 1S.'0' 1S'-{" 13'-'" 12'-5' e
9W' ZlO IT.T 15.-9- 14'-10- 13'-10- IT.T 1S.-!!" 14'.10- 13'-8'
23lI ,T-S' I <;:4.. 1S'-3- 14'-r IT-S' lS~ 15'-3- ,"-r
110 19'~' /17'-1"-;- 1S'-10- 15'-5"111 19'-6' ~ 15'-8' '4'.Q"111
G ZlO 20'-6" ~~ 17'-8- 1S'-S- 20'-f" ~/ 17'-T 15'-5'111
23lI 21'.{T 19'-r lS'-1- 1S'-10- 21'.{T _ .-r 1S'-1- IS'-3'"'
360 :>2'-11' ~l)'_11O 19'-8- 1S'-<I' 22'.11' 20'-'" 19'-S' 17'.10'11)
S6D 2S.-'- 23'-8' 22'-<1' 20'09' 26.-1' 23'-6" 22'-<1' 20'.g"'"
110 22'-r 20'.~0 1S'o9' 16'-9"(1) 21'.g" IS'-!!" 17'-1'11 "'-7"1"
ZlO 23'-3' 21'-3' 20'-!l- '8'-40(11 23'-T 20'-1' lS'-!rl" 1S'-2"l"
14" 23lI '.3"-10" ,1'-[1" 2n'-6" 19'-1' 23'-10' 21'-6" 19'.g" 17'.1"111
360 2S'-!l- 23'-8" 22'-<1- 20'-9"'111 2S'.{T 23'-8" 22'-4'11) 17'.10"(1)
S6D 29'-6" 26'-10- 25'-<1' 23'-6" %9'1" S-I/I" 25'-4"'l'l 20'-11~11
ZlO 25'-!!" 23'';;- 22'.{T111 19'.5-(1} 25'-5- 22'-<r!ll 20'-1"(11 16'.2"1'1
16" 23lI 2S'-S" 24'-1' 22'.g" 20'-Ttl' SJ.i" 23'-r 21 '-2"1" 17'.1"(11
3&D 2S'-[I" :S'-T 24'-8"<11 21'-50(1) zg-..go 26'_:i!'1 22'-<1"11' 17'.1()'11'
S6D 32'-8" 29'-8" 2S'.q 25'_T(1) :rz-.,- zg-.,- 2S'-3"l" 20'-11"11'
l/u:o )015: . T)~ ;015: 5oeclt.~,.s Gurae 2025 . Jarwan 200-:
Nnt 611 "tUU~ .re n.1161J1e in 'II
nuruts". {;(JtJUCf ,our TIUS Jaut
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L/360 Uve Load Deflection (Minimum Criteria per Code)
Daptll Ton- CD p!;F 1-",,: I,nart '10 PSF Daad Lold CD PSF L.ha Load 12!J PSF Dad Lead
,r a.c. 16"' D.C. 19: d... 2C- D.C. 12'" 0.<. 16" 0... 19: 0... 2" D.C.
110 1S'-r 1S'-T IS'-T 13'-8" 17'-8" 1S'.T 13'-11' 12'-5'
9W' ZlO 19'-1' 11'-5' 16'';;- 15'.q 19'-1' 1S'-!!" 1S'-<I' 13'-6"
23lI 19'-T 11'-11' 16'-11' 15'-9" 19'-1' 17'-8" 16'-1' 14'-5'
110 21'.1' 18'-'" 17'-T lS'-S~" 19'-11' 17'-T 15'-8" 14'.Q"(1I
ZlO 22'.S' 20'-8" 18'-11' 16'-10- 21'-10- 1S'-11' 17"3" 15'-5'(11
11'N' 23lI 23'-T 21'-3' 19'-11' 11'-9" 23-,([" 19'-11' 1S'-r 1S'-3"l'1
360 25'-<1' 23'-r 21'-10- 20'-<1"11' 25--4" 23--r ZJ'.JtI"ffJ 17'-10"(1)
S6D 26'-10' 2S.-3"' 24'-9" 23'.q Z1/'.10" SoT U'.{f" 20'.11")
110 23'-!!" 20'-6" 1S'.g" 1S'.g-!1) 21'-8- 1S'.g" 17'-1"t11 14'-Tl11
ZlO 25'-8' 22'-6" 20'-1' 18'-<1"11) 23'.g" 20'-1' lS'.!rl1l lS'-r{l) 0
14" 230 26'-<1' 23'-!r 21'.S- 19'-<I'{" 25-,([" 21'-8" 19'-!!" 17'-1"11' ,
360 2S'-9- 2S'-3' 24'-!rl'1 21'.SO{1\ zg-..go S'-Tr') 22'-4"(11 17'-10-{l'
5S0 3~'-S' 29'-9' 2S'-!l- 2s'-r"1 32-"- zg-..go S-Tr'l 20'-11.(1)
210 21'-10- 24'-1' 22'.q~, 19'-S'{l' 25'-S- 22'.{T11' 20'-1'{11 16'-20(1)
16" 230 29'-2' 25'-S' 23'-r 20'-n1) S'..go 23'-2" 21'-r~1 17'_1O(1)
3S0 31'-10- 29'.q 2S'-100{11 21'_::0{1} 31'-1/1" S'-III""I 22'-<1"11) 17'-10'11)
5S0 36'.1- 32'-11' 31'-!l'\') 25'-2'(1) 36'.1" 31'-6"1"1 2S'-3"l1I 20'-1"'"
Long term deflection under (J!ao load. which inCludes the effect of creep, flas not been considered, hid If2Jlc spans reJItd iflifiil
duo 100d ~jtCtion exueoinQ 0.33".
(1) Web stiffeners are required at intermtdiate supporrs of continuous span joists wtJen the intermediltt btmngltngtfl is
Ius lflan 5W' lfJd the span on eittler $itJe-of me m~ec1iale bearing is greater rtwl tile toUawing s~ns:
TJI"
110
210
230
360
5S0
CD PSF Live Load '10 PSF O,"d Load
lZ" 0... 16" 0... 19.2'" 0... 24" 0...
NA NA NA 1S'-<I'
NA N.A. 21'-<1- IT.q
NA N.A. NA 19'-2'
N.A. N.A. 24'-S' 19'';;-
N.A. N.A. 29'-10- 23'-10'
CD PSF L1Ye Load /2!J PSF Dead Load
1Z" d... 16" d... 19: 0... 24" 0..,
NA NA 1S'.{T 12'-!!"
NA 21'-<1' 17'.g" 14'-r
NA NA 19'-'" 15'.11'
NA 24'-5' 20'-<1' lS'-T
NA 29'-10- 24'-10" 19'.10-
How to Use These Tables
1. Oetermine the appropriate live load deflection
criteria,
2. Identify the live and dead load cond~ion.
3. Select on-center spacing.
4. Scan down the column until you meet or exceed the
span of your application.
5. Select TJI" joist and depth.
General Notes
Tables are based on:
- Unilorm loads.
- More restrictive of simple or continuous span.
_ Clear distance between supports (IW minimum
,end bearing).
Assumed compos~e action with a single layer of 24'
on-center span-rated, glue-nailed floor panelS tor
dellection only. Spans shall be redu..d 6" when A
. . floor panels ar:e nailed only. V
Spans generated from Trus Joist software may
exceed the spans shown in these tables because
software reflects actual design conditions.
For loading conditions nat shown. reter to software
or to load tables on page 15.
Uve load del/ectiDn is nDllhe only /actor Ih.'
oftects how. Iloor will perform.
To more accurately predict floor petfonnBnce,
use our TJ-Pro- RBI/ng syslem.
ARTISAN ENGINEERING, I.I.C
325 w. 13th Avenue
Eugene. Oregon 97401-3402
Tel (541) 338-9488 . Fax (541) 338-9483
www.artisanengineering.cam
Lab No.: 4-t % .,,~ Page: 5' at (,
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ARTISAN ENGINEERING, LLC
325 w. 13th Avenue
Eugene. Oregon 97401-3402
Tel (541) 338-9488 . Fax (541) 338-9483
www.artisanengineering.com
Job No.: 41 ~b. os' Page: (, Of:~
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~(&!M. -:: 9.'fJ("Vt"tf-<-1sfl-. .
_...________.___uu_____ n . Sf-. ~ .ko-#cifr
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<e> 'q% - 'n15'S n" .="JP~j;~~~~n~~:~.-
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,~q~ ' , /., . u 1~~iJ"'~:;
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.:!:::~~-J-;n$~a?~'~ nn' ~n '11 sd ~~lr~
:::y;~:;~{~~~~J-::~:fr~~-~'--" ,:~1~
_u_~__ b@_J/O _. - i4 I~ ud1+---- J:S. . '1m-~, : ' , . ' \ /ri\
, .,.. .~__i'_M~~_T~~'. ...--;~':='. ./:!1.~:- ,..D-:--~---(b:itf,-:-.-..-;--.~ ~
--A.':--i-~~-+~:6ID'~:J,\t)~'::.. ;n~-_n~\_-!- -. _.......-..-:-n_.._-_~-_-+~;-~__:-.:_:
~'<?>.~~;~~o/ v___YI.mIlr~--P:B~__~');=_ -=. L. _='~.. ,____, :.. _...___._~__
...~,_;ftJ;':~~I;~~~;V~~~...;::~..~=':~ l~.
. ..;.r.t.:...J> \ . -"" "v/
Multi-Span Roof Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :30:00 PM
Proiect CHASE - Location: Dining Window header 'A'
Summary:
3.5 IN x 7.25 IN x 4.0 FT (2 + 2) 1#2- DouQlas Fir-Larch - Dry Use
Section AdeQuate By: 34.6% Controlling Factor: Area I Depth Required 5.39 In
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth ReQuired (Beam only. Support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth ReQuired (Beam onlv, Support capacity not checked):
Center span RiQht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth ReQuired (Beam only, Support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span LenQth:
Center span Untiraced LenQth- Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Pitch Of Roof:
Live Load Oeflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Roof Live Load:
Roof Dead Load:
Roof Tributary Width Side One:
Roof Tributary Width Side Two:
Beam Self Weight
Wall Load:
Total Live Load:
Total Dead Load (Adjusted for Roof Pitch):
Total Load:
Center span Loading:
Uniform Load:
Roof Live Load:
Roof Dead Load:
Roof Tributary Width Side One:
Roof Tributary Width Side Two:
Beam Self Weight
Wall Load:
Total Live Load:
Total Oead Load (Adjusted for Roof Pitch):
Total Load:
Point Load
Live Load:
Dead Load:
Location (From left end of span):
Properties Fo~ #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticitv:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf=1.30
Fv':
., ,. ~i"
..-
.
i
~
"1
Adjustment Factors: Cd=1.15
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL -Rxn-B=
TL-Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
RP=
U
U
RLL-1=
RDL-1=
Trib-1-1=
Trib-2-1=
BSW=
Wall-1=
wL-1=
wD-1=
wT-1=
RLL-2=
RDL-2=
Trib-1-2=
Trib-2-2=
BSW=
Wall-2=
wL-2=
wD-2=
wT-2=
PL-2=
PD-2=
X-2=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv'=
o
0.00' IN
0.00 IN = U26369
0.00 IN = U26341
0.00 IN
0.00 IN = U19608
0.00 IN = U10612
560 LB
186 LB
746 LB
0.34 IN
1521 LB
1137 LB
2658 LB
1.21 IN
426 LB
391 LB
817 LB
0.37 IN
1.5
2.0 FT
0.0 FT
2.0 FT
2.0 FT
0.0 FT
2.0 FT
1.15
0 : 12
240
240
40.0 PSF
20.0 PSF
14.0 FT
2.0 FT
6 PLF
0 PLF
640 PLF
320 PLF
966 PLF
40.0
20.0
0.0
0.0
6
o
o
o
6
1049
1049
1.0
PSF
PSF
FT
FT
PLF
PLF
PLF
PLF
PLF
LB
LB
FT
PSI
PSI
PSI
PSI
PSI
PSI
900
95
1600000
625
1345
109
> '
;
J .. PaQe: 2
Multi-Span Roof Beam[ 2000 International Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:30:00 PM
Proiect: CHASE - Location: Dining Window header 'A'
Design ReQuirements:
ControllinQ Moment: M= 814
1.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear: . V= 1373
At left support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 1, 2
Comparisons With Required Sections:
Section Modulus (Moment): SreQ= 7.26
S= 30.66
Area (Shear): AreQ= 18.86
A= 25.38
Moment of Inertia (Deflection): IreQ= 2.51
1= 111.15
".
([)
CPNTIP-
FT-LB
LB
IN3
IN3
IN2
IN2
IN4
IN4
Multi-Loaded Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:34:18 PM
Proiect: CHASE - Location: Playroom Window header 'B'
Summary:
( 2) 1.75 IN x 7.25 IN x 6.0 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adequate Bv: 33.3% ControllinQ Factor. Section Modulus / Depth Required 6.28 In
. Laminations are to be fully connected to provide uniform transfer of loads to all members
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Lefl End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth Required (Beam only, Support capacity not checked):
Center Span RiQht End Reactions (Support B):
Live Load:
Dead Load:
T oial Load:
Bearing Length Required (Beam only, Support capacity not checked):
Beam Data:
Center Span LenQth:
Center Span Un braced LenQth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Duration Factor.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Lefl Live Load:
Lefl Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Properties For. 1.9E Microllam- T rus Joist-MacMillan
BendinQ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf=1.07
Fv':
, .
i
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL -Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
l2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wL-2=
wD-2=
BSW=
wT-2=
TRL-Lefl-1-2=
TRD-Lefl-1-2=
TRL-RiQht-1-2=
TRD-Right-1-2=
A-1-2=
8-1-2=
C-1-2=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv'=
Adiustment Factors: Cd=1.15
Design ReQuirements:
ControllinQ Moment:
3.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear.
At riQht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
M=
SreQ=
S=
AreQ=
A=
IreQ=
1=
@)
0.09 IN
0.09 IN = U769
0.19 IN = U382
2034 LB
2058 LB
4092 LB
1.56 IN
2034 LB
2058 LB
4092 LB
1.56 IN
6.0 FT
0.0 FT
6.0 FT
1.15
360
240
2600
285
1900000
750
3202
328
o
o
8
8
678
678
678
678
0.0
6.0
6.0
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
6138 FT-LB
4092 LB
23.00 IN3
30.66 IN3
18.73 IN2
25.38 IN2
69.76 IN4
111.15 IN4
V=
Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NOS) ] Ver: 5.06
By: 'Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :44:54 PM
Proiect: CHASE - Location: Dining Ceiling Girder 'c'
Summary:
5.1251N x 21.0 IN x 18.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 13.2% Controlling Factor. Area / Depth Required 18.55 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, Support capacity not checked):
Camber Reqd.:
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Camber Adjustment Factor:
Roof Loadinq:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor.
Floor LoadinQ:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributary Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor.
Wall Load:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Seif WeiQht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
ControllinQ Total DesiQn Load:
Properties For. 24F-V4- Visually Graded Western Species
BendinQ Stress:
Shear Stress:
Modulus of Elasticity:
. '
DLD=
LLD=
TLD=
.
LL -Rxn=
DL-Rxn=
TL -Rxn=
BL=
C=
L=
Lu=
U
U
CAF=
RLL1=
RDL1=
RTW1=
RLl2=
RDl2=
RTW2=
Cd-roof=
FLL1=
FDL1 =
FlW1=
FLl2=
FDl2=
FlW2=
Cd-floor-
WALL=
wL -roof=
wD-roof=
wL -floor-
wD-floor-
BSW=
wL=
wD=
wT=
wT -cant=
Stress Perpendicular to Grain:
BendinQ Stress of Camp. Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cv=O.96
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr-
Fb'=
Fv':
Fv'=
Adiustment Factors: Cd=1.15
Design ReQuirements:
ControllinQ Moment:
9.0 ft from lefl support
Critical moment created by combining all dead and live loads.
ControllinQ Shear:
At support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
AreQ=
A=
IreQ=
1=
0.19
0.33
0.51
8820
5029
13849
4.16
0.28
18.0
0.0
360
240
1.5
40.0
20.0
1.5
40.0
20.0
14.0
1.15
40.0
15.0
8.5
40.0
15.0
0.5
1.00
25
620
373
360
135
26
980
508
1539
1539
2400
190
1800000
1600000
650
1200
2650
M=
@
IN
IN = U664
IN = U423
LB
LB
LB
IN
IN
FT
FT
XDLD
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
PSI
219 PSI
62319 FT-LB
V=
13849 LB
282.16 IN3
376.69 IN3
95.07 IN2
107.63 IN2
2243.11 IN4
3955.22 IN4
Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:10:33 PM
Proiect: CHASE - Location: Floor Girder above Kithcen 'D'
Summary:
1.75 IN x 11.875 IN x 3.67 FT f1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 101.0% Controlling Factor. Area f Depth Required 5.91 In
Center Span Deflections:
Dead Load: DLD-Center=
Live Load: LLD-Center=
Total Load: TLD-Center=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
BearinQ LenQth Required (Beam on IV. Support capacity not checked): BL-A=
Center Span RiQht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, Support capacity not checked): BL-B=
Beam Data:
Center Span LenQth: l2=
Center Span Unbraced LenQth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor. Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Center Span Loading:
Uniform Load:
Live Load: wL-2= 0
Dead Load: wD-2= 0
Beam Self Weight: BSW= 6
Total Load: wT-2= 6
Point Load 1
Live Load: PL 1-2= 889
Dead Load: PD1-2= 281
Location (From left end of span): X1-2= 0.5
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 500
Left Dead Load: TRD-Left-1-2= 188
RiQht Live Load: TRL-RiQht-1-2= 500
RiQhl Dead Load: TRD-Right-1-2= 188
Load Slart: A-1-2= 0.5
Load End: B-1-2= 3.67
Load Lenoth: C-1-2= 3.17
Properties For. 1.9E Microllam- Trus Joist-MacMillan
BendinQ Stress: Fb= 2600
Shear Stress: Fv= 285
Modulus of Elasticity: E= 1900000
Stress Perpendicular to Grain: FCJlerp= 750
Adjusted Properties
Fb' (Tension): Fb'= 2604
Adjustment Factors: Cd=1.00 Cf=1.00
Fv: Fv= 285
Adiustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment: M=
1.651 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear: v=
At left support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 2
Comparisons Wllh Required Sections:
Section Modulus (Moment): SreQ=
S=
Area (Shear): AreQ=
A=
Moment of Inertia (Deflection): IreQ=
1=
1" .
.
@>
0.00 IN
0.01 IN = U7910
0.01 IN = U5767
1452 LB
512 LB
1964 LB
1.50 IN
1022 LB
389 LB
1410 LB
1.07 IN
3.67 FT
0.0 FT
3.67 FT
1.00
360
240
PLF
PLF
PLF
PLF
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
1432 FT-LB
1964 LB
6.60 IN3
41.13 IN3
10.34 IN2
20.78 IN2
11.11 IN4
244.21 IN4
Mulli-Span Floor Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:41:12 PM
Proiect: CHASE - Location: Balcony Rim Beam 'E'
Summary:
1.75 IN x 11.875 IN x 21.0 FT (12 + 9) /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 76.7% Controlling Factor: Section Modulus / Depth Required 8.93 In
Left Span Deflections:
Dead Load: DLD-Left=
Live Load: LLD-Left=
Total Load: TLD-Left"
Center span Deflections:
Dead Load: DLD-Center-
Live Load: LLD-Center-
Total Load: TLD-Center-
Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A=
Center span Left End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearinq Lenqth Required (Beam onlv. Support capacity not checked): BL-B=
Center span Riqht End Reactions (Support C):
Live Load: LL-Rxn-C=
Dead Load: DL-Rxn-C=
Total Load: TL-Rxn-C=
BearinQ Lenqlh Required (Beam only. Support capacity not checked): BL-C=
Dead Load Uplift F.S.: FS=
Beam Data:
Left Span Lenqth: L 1=
Left Span Unbraced Lenqth-Top of Beam: Lu1-Top=
Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom=
Center span Lenc:rth: L2=
Center span Untiraced Lenqth-Top of Beam: Lu2-Top=
Center span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Left Span Loadin9:
Uniform Load:
Floor Live Load: FLL-1=
Floor Dead Load: FDL-1 =
Floor Tributary Width Side One: Trib-1-1=
Floor Tributary Width Side Two: Trib-2-1=
Beam Self Weight: BSW=
Wall Load: Wall-1=
Total Live Load: wL-1=
Total Dead Load: wD-1=
Total Load: wT-1=
Center span Loading:
Uniform Load:
Floor Live Load: FLL-2= 40.0
Floor Dead Load: FDL-2= 15.0
Floor Tributary Width Side One: Trib-1-2= 2.0
Floor Tributary Width Side Two: Trib-2-2= 0.0
Beam Se~ Weight: BSW= 6
Wall Load: Wall-2= 25
Total Live Load: wL-2= 80
Total Dead Load: wD-2= 55
Total Load: wT-2= 141
Properties For: 1.9E Microllam- Trus Joist-MacMillan
Bendinq Stress: Fb= 2600
Shear Stress: Fv= 285
Modulus of Elasticitv: E= 1900000
Stress Perpendicular to Grain: Fcyerp= 750
Adjusted Properties
Fb' (Compression Face in Tension): Fb'= 1067
Adjustment Factors: Cd=1.00 CI=0.41 Cf=1.00
Fv': Fv'= 285
Adiustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M=
Over riqht support of span 1 (Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Controllinq Shear: V=
At right support of span 1 (Left Span) .
, .
@
0.03 IN
0.05 IN = U2709
0.09 IN = U1688
0.00 IN
0.02 IN = U5699
0.02 IN = U4911
411 LB
294 LB
705 LB
0.54 IN
1067 LB
821 LB
1888 LB
1.44 IN
321 LB
177 LB
498 LB
0.38 IN
1.5
12.0 FT
0.0 FT
12.0 FT
9.0 FT
0.0 FT
9.0 FT
360
240
40.0 PSF
15.0 PSF
2.0 FT
0.0 FT
6 PLF
25 PLF
80 PLF
55 PLF
141 PLF
PSF
PSF
FT
FT
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
-2069 FT-LB
1021 LB
..
Paqe: 2
Multi-Span Floor Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06
By: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:41:12 PM
Project: CHASE - Location: Balcony Rim Beam 'E'
Critical shear created by combining all dead loads and live loads on span(s) 1. 2
Comparisons With Reouired Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreo=
S=
Areq=
A=
lreo=
1=
23.28
41.13
5.38
20.78
34.73
244.21
@
~'t7.
IN3
IN3
IN2
IN2
IN4
IN4
" @
, Multi-Loaded Beamf 2000 Intemational Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:07:40 PM
Proiect: CHASE - Location: Stairway Header 'F'
Summary:
1.751N x 11.875 IN x 8.0 FT 1.1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 59.1 % Controlling Factor. Area I Depth Required 8.05 In
Center Span Deflections:
Dead Load: DLD-Center- 0.02 IN
Live Load: LLD-Center- 0.07 IN: U1310
Total Load: TLD-Center- 0.09 IN: U1027
Center Span Left End Reactions (Support A):
Live Load: LL -Rxn-A: 2032 LB
Dead Load: DL-Rxn-A: 451 LB
Total Load: TL -Rxn-A: 2482 LB
BearinQ LenQth Required (Beam onlv, Support capacity not checked): BL-A: 1.89 IN
Center Span Riqht End Reactions (Support B):
Live Load: LL -Rxn-B: 889 LB
Dead Load: DL-Rxn-B: 281 LB
Total Load: TL-Rxn-B= 1170 LB
Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.89 IN
Beam Data:
Center Span LenQth: l2= 8.0 FT
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 6 PLF
Total Load: wT-2= 6 PLF
Point Load 1.
Live Load: PL1-2= 321 LB
Dead Load: PD1-2= 177 LB
Location (From left end of span): X1-2= 3.5 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 40 PLF
Left Dead Load: TRD-Left-1-2= 15 PLF
RiQht Live Load: TRL-RiQht-1-2= 40 PLF
Riqht Dead Load: TRD-Right-1-2= 15 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 8.0 FT
Load Lenqth: C-1-2= 8.0 FT
Trapezoidal Load 2
Left Live Load: TRL-Left-2-2= 40 PLF
Left Dead Load: TRD-Left-2-2= 15 PLF
RiQht Live Load: TRL-RiQht-2-2= 40 PLF
RiQht Dead Load: TRD-Right-2-2= 15 PLF
Load Start: A-2-2= 3.5 FT
Load End: 8-2-2= 8.0 FT
Load Lenqth: C-2-2= 4.5 FT
Trapezoidal Load 3
Left Live Load: TRL-Left-3-2= 600 PLF
Left Dead Load: TRD-Left-3-2= 90 PLF
RiQht Live Load: TRL-RiQht-3-2= 600 PLF
Riqht Dead Load: TRD-Right-3-2= 90 PLF
Load Start: A-3-2= 0.0 FT
Load End: 8-3-2= 3.5 FT
Load Lenqth: C-3-2= 3.5 FT
Properties For: 1.9E Microllam- Trus Joist-MacMillan
BendinQ Stress: Fb= 2600 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticity: E= 1900000 PSI
Stress Perpendicular to Grain: FCJlerp= 750 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2604 PSI
Adjustment Factors: Cd=1.00 Cf=1.00
Fv': Fv': 285 PSI
Adiustment Factors: Cd=1.00
Design ReQuirements:
Controllinq Moment: M= 4100 FT-LB
3.28 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear. . . v= 2482 LB
At left support of span 2 (Center Span)
'.'
PaQe:2
Multi-Loaded Beam! 2000 International Residential Code (97 NDS) 1 Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:07:40 PM
Project: CHASE - Location: Stairway Header 'F
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Reouired Sections:
Section Modulus (Moment): Sreq= 18.90
S= 41.13
Area (Shear): AreQ= 13.07
A= 20.78
Moment of Inertia (Deflection): Ireo= 67.13
1= 244.21
@
C""t--ITJ? .
IN3
IN3
IN2
IN2
IN4
IN4
'.
Multi-Loaded Beamf 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:04:25 PM
Proiect: CHASE - Location: Master Hall Ceiling Girder '8'
Summary:
(2) 1.75 IN x 5.5 IN x 4.0 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 188.1 % Controiling Factor: Area / Depth Required 3.13 In
Center Span Deflections:
Dead Load: OLD-Center-
Live Load: LLD-Center-
Total Load: TLD-Center-
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A=
Center Span Riqht End Reactions (Support B):
Live Load: LL -Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, Support capacity not checked): BL-B=
Beam Data:
Center Span Lenqth: l2=
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor: Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Center Span Loading:
Uniform Load:
Live Load: wL-2=
Dead Load: wD-2=
Beam Self Weight: BSW=
Total Load: wT-2=
Point Load 1
Live Load: PL 1-2=
Dead Load: PD1-2=
Location (From left end of span): X1-2=
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2=
Left Oead Load: TRD-Left-1-2=
Riqht Live Load: TRL-Riqht-1-2=
Riqht Dead Load: TRD-Right-1-2=
Load Start: A-1-2=
Load End: B-1-2=
Load Lenqth: C-1-2=
Properties For: 1.9E Microllam- Trus Joist-MacMillan
Bendinq Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity: E=
Stress Perpendicular to Grain: Fc-perp=
Adjusted Properties
Fb' (fension): Fb'=
Adjustment Factors: Cd=1.00 Cf=1.11
Fv':
Fv'=
Adiustment Factors: Cd=1.00
Design ReQuirements:
Controilinq Moment:
2.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controilinq Shear:
At riqht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
@
M=
0.01 IN
0.02 IN = U2017
0.04 IN = U1303
420 LB
245 LB
665 LB
0.25 IN
860 LB
410 LB
1270 LB
0.48 IN
4.0 FT
0.0 FT
4.0 FT
1.00
360
240
0 PLF
0 PLF
6 PLF
6 PLF
400 LB
300 LB
2.0 FT
440 PLF
165 PLF
440 PLF
165 PLF
2.0 FT
4.0 FT
2.0 FT
2600 PSI
285 PSI
1900000 PSI
750 PSI
2891 PSI
285 PSI
1317 FT-LB
1270 LB
5.47 IN3
17.65 IN3
6.68 IN2
19.25 IN2
8.94 IN4
48,53 IN4
v=
Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NDS) ] Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:13:22 PM
Proiect: CHASE - Location: Roof Girder 'H'
Summary:
(2) 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adeauate By: 83.2% Controllina Factor: Moment of Inertia / Depth Reauired 9:7 In
. Laminations are to be fully connected to provide uniform transfer of loads to all members
Deflections:
Oead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, Support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria:
Total Load Oeflect. Criteria:
Roof Loadina:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor.
Floor Loadina:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributary Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor:
Wall Load:
Beam Loads:
Roof Uniform Live load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Self Weiaht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Controllina Total Desian Load:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
Bendina Stress:
Shear Stress:
Modulus of Elasticity:
Stress Pe'1lendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf=1.00
Fv':
DLD=
LLD=
TLD=
LL -Rxn=
DL -Rxn=
TL-Rxn=
BL=
L=
Lu=
U
U
RLL1=
RDL1=
RTW1=
RLl2=
RDl2=
RTW2=
Cd-roof=
FLL1 =
FDL1=
FTW1=
FLl2=
FDl2=
FTW2=
Cd-floor=
WALL=
wL -roof=
wD-roof=
wL-floor=
wD-floor=
BSW=
wL=
wD=
wT=
w T -cont=
Fb=
Fv=
E=
FC.Jlerp=
Fb'=
Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
Controllina Moment:
7.5 it from left support
Critical moment created by combining all dead and live loads.
Controllina Shear:
At support.
Critical shear created by combining all dead and live loads.
Comparisons With Reauired Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Srea=
S=
Area=
A=
Irea=
1=
0.19
0.22
0.41
1350
1152
2502
0.95
15.0
0.0
360
240
40.0
20.0
2.0
40.0
20.0
1.0
1.15
40.0
15.0
1.0
40.0
15.0
0.5
1.00
40
2600
285
1900000
750
2994
M=
@
IN
IN = U815
IN = U440
LB
LB
LB
IN
FT
FT
PSF
PSF
FT
PSF
PSF
FT
120
78
60
23
13
180
101
334
334
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
328
9382 FT-LB
2502 LB
37.60 IN3
82.26 IN3
11.45 IN2
41.56 IN2
266.61 IN4
488.41 IN4
v=
Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NDS) ] Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:15:09 PM
Proiect: CHASE - Location: Roof Girder 'I'
Summary:
( 2 ) 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam - Trus Joist-MacMillan.
Section Adequate By: 51.0% ControllinQ Factor: Moment of Inertia / Depth Required 10.35 In
. Laminations are to be fully connected to provide uniform transfer of loads to all members
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, Support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof LoadinQ:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributarv Width-Side One:
Roof Live Load-Side Two:
Roof Oead Load-Side Two:
Roof Tributarv Width-Side Two:
Roof Duration Factor.
Floor LoadinQ:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributarv Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two:
Floor Tributarv Width-Side Two:
Floor Duration Factor:
Wall Load:
Beam Loads:
Roof Uniform Live Load:
Roof Unifoon Dead Load (Adjusted for roof pitch):
Floor Unifoon Live Load:
Floor Unifoon Dead Load:
Beam Self Weiqht:
Combined Unifoon Live Load:
Combined Unifoon Dead Load:
Combined Unifoon Total Load:
Controllinq Total Desiqn Load:
Properties For. 1.9E Microllam- Trus Joist-MacMillan
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf=1.00
DLD=
LLD=
TLD=
LL -Rxn=
DL-Rxn=
TL -Rxn=
BL=
L=
Lu=
U
U
RLL1=
RDL1 =
R1W1=
RLL2=
RDL2=
R1W2=
Cd-roof=
FLL1=
FDL1=
F1W1=
FLL2=
FDL2=
F1W2=
Cd-floor=
WALL=
wL -rOOF
wD-roof=
wL-floor=
wD-ftoor=
BSW=
wL=
wD=
wT=
wT-cont=
Fb=
Fv=
E=
FC"'perp=
Fb'=
Fv':
Fv'=
Adiustment Factors: Cd=1.15
Design ReQuirements:
Controllinq Moment:
7.5 it from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear:
At support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
SreQ=
S=
AreQ=
A=
. IreQ=
1=
0.23
0.27
0.50
1650
1385
3035
1.16
15.0
0.0
360
240
40.0
20.0
2.0
40.0
20.0
2.0
1.15
40.0
15.0
1.0
40.0
15.0
0.5
1.00
45
2600
285
1900000
750
2994
<D
IN
IN = U667
IN = U362
LB
LB
LB
IN
FT
FT
PSF
PSF
FT
PSF
PSF
FT
160
104
60
23
13
220
127
405
405
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
328 PSI
M=
11380 FT-LB
V=
3035 LB
45.61 IN3
82.26 IN3
13.89 IN2
41.56 IN2
323.38 IN4
488.41 IN4
, Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2: 19:32 PM
Proiect: CHASE - Location: Floor Girder 'J'
Summary:
(2) 1.75 IN x 11.875 IN x 3.67 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 71.3% ControllinQ Factor: Area / Deoth Required 6.93 In
. Laminations are to be fully connected to provide uniform transfer of loads to all members
Center Soan Deflections:
Dead Load:
Live Load:
Total Load:
Center Soan Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
BearinQ LenQlh Required (Beam only, Support capacity not checked):
Center Span RiQht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, Support capacity not checked):
Beam Data:
. Center Span LenQth:
Center Span Unbraced LenQ1h-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Duration Factor.
Live Load Deflect. Criteria:
Total Load Deflect. Cri1eria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Trapezoidal Load 3
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
BendinQ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 Cf=1.00
Fv':
Adiustment Factors: Cd=1.00
Design Requirements:
DLD-Center=
LLD-Center=
TLD-Center=
LL -Rxn-A=
DL-Rxn-A=
TL -Rxn-A=
BL-A=
LL-Rxn-B=
DL -Rxn-B=
TL -Rxn-B=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1-2=
X1-2=
PL2-2=
PD2-2=
X2-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-RiQht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-RiQht-2-2=
TRD-Right-2-2=
A-2-2=
8-2-2=
C-2-2=
TRL-Left-3-2=
TRD-Left-3-2=
TRL-RiQht-3-2=
TRD-Right-3-2=
A-3-2=
B-3-2=
C-3-2=
Fb=
Fv=
E=
Fcyerp=
Fb'=
Fv'=
ill
0.00 IN
0.01 IN = U6699
0.01 IN = U4257
3269 LB
1340 LB
4609 LB
1.76 IN
2146 LB
1284 LB
3431 LB
1.31 IN
3.67 FT
0.0 FT
3.67 FT
1.00
360
240
o
o
13
13
2032
451
0.5
1650
1385
2.25
160
60
160
60
0.0
3.67
3.67
320
160
320
160
0.0
2.25
2.25
300
113
300
113
2.25
3.67
1.42
2600
285
1900000
750
2604
285
PLF
PLF
PLF
PLF
LB
LB
FT
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
Paqe: 2
Multi-Loaded Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:19:32 PM
Project: CHASE - Location: Floor Girder 'J'
Controllinq Moment:
2.239 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear:
At left support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq=
S=
Areq=
A=
Ireq=
1=
M=
V=
Area (Shear):
Moment of Inertia (Deflection):
4214
4609
19.42
82.26
24.26
41.56
27.53
488.41
ill
G>t'l,I17.
FT-LB
LB
IN3
IN3
IN2
IN2
IN4
IN4
Multi-Loaded Beam[ 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell. DraftinQ & Design on: 08-16-2004 : 2:30:28 PM
Proiect: CHASE - Location: Front Living Room Wndow Header 'K'
Summary:
(2) 1.75 IN x 5.51N x 6.0 FT (3 + 3) /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 129.9% Controlling Factor: Area I Depth Required 2.69 In
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
. Center span Oeflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth Required (Beam only, Support capacitY not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth Required (Beam onlv, Support capacity not checked):
Center span RiQht End Reactions (Support C):
live Load:
Dead Load:
Total Load:
BearinQ LenQth Required (Beam only, Support capacity not checked):
Dead Load Uplift F.S.:
Beam Oata:
Left Span LenQth:
Left Span Un braced LenQth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span LenQth:
Center span Unbraced LenQth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1 .
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Center span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
DLD-Left=
LLD-Left=
. TLD-Left=
OLD-Center-
LLD-Center-
TLD-Center-
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu 1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wL-1=
wD-1=
BSW=
wT-1=
PL1-1=
PD1-1=
X1-1=
TRL-Left-1-1=
TRD-Left-1-1 =
TRL-RiQht-1-1 =
TRD-Right-1-1=
A-1-1=
B-1-1=
C-1-1=
TRL-Left-2-1=
TRD-Left-2-1 =
TRL-RiQht-2-1 =
TRO-Right-2-1 =
A-2-1=
B-2-1=
C-2-1=
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1-2=
X1-2=
<D
0.00 IN
0.01 IN = U4386
0.01 IN = U2828
0.00 IN
0.01 IN = U4386
0.01 IN = U2828
1063 LB
767 LB
1830 LB
0.70 IN
1379 LB
982 LB
2362 LB
0.90 IN
1063 LB
767 LB
1830 LB
0.70 IN
1.5
3.0 FT
0.0 FT
3.0 FT
3.0 FT
0.0 FT
3.0 FT
1.15
360
240
0 PLF
0 PLF
6 PLF
6 PLF
940 LB
940 LB
0.75 FT
160 PLF
60 PLF
160 PLF
60 PLF
0.0 FT
3.0 FT
3.0 FT
320 PLF
160 PLF
320 PLF
160 PLF
00 FT
0.75 FT
0.75 FT
0 PLF
0 PLF
6 PLF
6 PLF
940 LB
940 LB
2.25 FT
Paqe:2
Multi-Loaded 8eam[ 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell. Draftinq & Design on: 08-16-2004: 2:30:28 PM
Project: CHASE - Location: Front Living Room Wndow Header 'K'
Left Live Load:
Left Dead Load:
Riqht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
8endinq Stress:
Shear Stress:
Modulus of Elasticitv:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf=1.11
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Riqht-2-2=
TRD-Right-2-2=
A-2-2=
8-2-2=
C-2-2=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv':
Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment:
0.75 Ft from left support of span 1 (Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1
Controllinq Shear.
At riqht support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
M=
Moment of Inertia (Deftection):
Sreq=
s=
AreQ=
A=
Ireq=
1=
160
60
160
60
0.0
3.0
3.0
320
160
320
160
2.25
3.0
0.75
2600
285
1900000
750
3325
328
<0
o'i'Nr'IP.
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
1174 FT-L8
1830 L8
4.24 IN3
17.65 IN3
8.37 IN2
19.25 IN2
4.12 IN4
48.53 IN4
v=
Multi-Loaded Beam! 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06
By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:25:02 PM
Proiect: CHASE - Location: Back Door Header 'L'
Summary:
(2) 1.75 IN x 5.5 IN x 3.0 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 51.6% Controlling Factor: Area / Oepth Required 4.1 In
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, Support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Leng1h Required (Beam only. Support capacity not checked):
Beam Data: .
Center Span LenQth:
Center Span Untiraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Live Load Oeflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Let! Dead Load:
Riqht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQth:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (fension):
Adjustment Factors: Cd=1.00 Cf=1.11
Fv':
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
L2=
Lu2-Top=
LuZ-Bottom=
Cd=
U
U
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PDl-2=
X1-2=
TRL-Left-1-2=
TRD-Let!-1-2=
TRL-RiQht-1-2=
TRO-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv'=
Adiustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment: M=
1.98 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear: . V=
At riQht support of span 2 (Center Span)
Critical shear created. by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq=
S=
Area (Shear): Areq=
A=
Moment of Inertia (Deflection): Ireq=
1=
@
0.02 IN
0.02 IN = U1813
0.04 IN = U1027
987 LB
689 LB
1676 LB
0.64 IN
1337 LB
1075 LB
2413 LB
0.92 IN
3.0 FT
0.0 FT
3.0 FT
1.00
360
240
25
45
6
76
1650
1385
2.0
300
113
300
113
0.0
2.0
2.0
2600
285
1900000
750
2891
285
PLF
PLF
PLF
PLF
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
2361 FT-LB
2413 LB
9.80 IN3
17.65 IN3
12.70 IN2
19.25 IN2
11.35 IN4
48.53 IN4
Multi-Loaded Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:37:16 PM
Project: CHASE - Location: Master Bedroom Header 'M'
Summary:
(2) 1.751N x 5.51N x 7.5 FT (2.5 + 2.5 + 2.5) /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 162.4% Controlling Factor: Area / Depth Required 2.11 In
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Right Span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearing Length Reguired (Beam only, Support.capacity not checked):
Center Span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Lenqth ReQuired (Beam onlv, Support capacity not checked):
Center Span Right End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearing Length Reguired (Beam only, Support capacity not checked):
Right End Reactions (Support D):
Live Load:
Dead Load:
Total Load:
Bearing Length Reguired (Beam only, Support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left.Span Length:
Left Span Unbraced Length-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center Span Length:
Center Span Unbraced Length-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Right Span Length:
Right Span Unbraced Length-Top of Beam:
Right Span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Lefl Span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Lenqlh:
Center Span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
OLD-Right=
LLD-Riqht=
TLD-Right=
LL -Rxn-A=
DL-Rxn-A=
TL-Rxn-A= '
BL-A=
LL -Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
LL-Rxn-D=
DL-Rxn-D=
TL-Rxn-D=
BL-D=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
. L2=
Lu2-Top=
Lu2-Bottom=
L3=
Lu3- T op=
Lu3-Bottom=
Cd=
U
U
wL-1=
wD-1=
BSW=
wT-1=
TRL-Left-1-1 =
TRO-Left-1-1=
TRL-Right-1-1 =
TRD-Right-1-1=
A-1-1=
B-1-1=
C-1-1=
wL-2=
wO-2=
BSW=
wT-2=
TRL-Lefl-1-2=
TRD-Left-1-2=
TRL-Right-1-2=
TRD-Right-1-2=
@
0.00 IN
0.00 IN = L/7888
0.01 IN = U4642
0.00 IN
0.00 IN = U11560
0.00 IN = U10739
0.00 IN
0.00 IN = L/7888
0.Q1 IN = U4642
590 LB
530 LB
1120 LB
0.43 IN
1572 LB
1458 LB
3030 LB
1.15 IN
1572 LB
1458 LB
3030 LB
1.15 IN
590 LB
530 LB
1120 LB
.0.43 IN
1.5
2.5 FT
0.0 FT
2.5 FT
2.5 FT
0.0 FT
2.5 FT
2.5 FT
0.0 FT
2.5 FT
1.15
240
240
0 PLF
0 PLF
6 PLF
6 PLF
524 PLF
524 PLF
524 PLF
524 PLF
0.0 FT
2.5 FT
2.5 FT
0 PLF
0 PLF
6 PLF
6 PLF
524 PLF
524 PLF
524 PLF
524 PLF
PaQe:2
Multi-Loaded Beamf 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:37:16 PM
Project: CHASE - Location: Master Bedroom Header 'M'
Load Start:
Load End:
Load LenQth:
RiQht Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load LenQlh:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
BendinQ Stress:
Shear Stress:
Modulus of Elasticitv:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Compression Face in Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.11
Fv':
A-1-2=
B-1-2=
C-1-2=
wL-3=
wD-3=
BSW=
wT-3=
TRL-Left-1-3=
TRD-Left-1-3=
TRL-RiQht-1-3=
TRD-Right-1-3=
A-1-3=
B-1-3=
C-1-3=
Fb=
Fv=
E=
FCjlerp=
Fb'=
Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment: M=
Over riQht support of span 1 (Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
ControllinQ Shear: . V=
At riqht support of span 1 (Left Span)
Critical shear created bV combining all dead loads and live loads on span(s} 1, 2
Comparisons With ReQuired Sections:
Section Modulus (Moment): Sreo=
S=
Area (Shear): AreQ=
A=
Moment of Inertia (Deflection): Ireq=
1=
2600
285
1900000
750
3311
328
<0
CDNf'~.
0.0
2.5
2.5
FT
FT
FT
o
o
6
6
524
524
524
524
0.0
2.5
2.5
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
-713 FT-LB
1603 LB
2.59 IN3
17.65 IN3
7.34 IN2
19.25 IN2
2.51 IN4
48.53 IN4
Multi-Loaded Beam[ 2000 International Residential Code (97 NOS) 1 Ver: 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1 :52:36 PM
Proiect: CHASE - Location: Living Room Window Wall
Summary:
(2) 1.75 IN x 5.5 IN x 4.66 FT (2.3 + 2.3) /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 91.1% Controlling Factor: Area / Depth Required 2.88 In
Left Span Deftections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, Support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam onlv, Support capacity not checked):
Center span Riqhl End Reactions (Support C):
Live Load:
Oead Load:
Total Load:
Bearinq Lenqth Required (Beam' only, Support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Un braced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Center span Loading:
Unifonn Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL -Rxn-B=
DL-Rxn-B=
TL -Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wL-1=
wD-1=
BSW=
wT-1=
TRL-Left-1-1 =
TRD-Left-1-1=
TRL-Riqht-1-1 =
TRD-Right-1-1=
A-1-1=
B-1-1=
C-1-1=
TRL-Left-2-1=
TRD-Left-2-1 =
TRL-Riqht-2-1=
TRD-Right-2-1 =
A-2-1=
B-2-1=
C-2-1=
wL-2=
wD-2=
BSW=
wT-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
@
0.00 IN
0.00 IN = U6148
0.01 IN = U4845
0.00 IN
0.00 IN = U6148
0.01 IN = U4845
917 LB
362 LB
1279 LB
0.49 IN
2621 LB
1206 LB
3827 LB
1.46 IN
917 LB
362 LB
1279 LB
0.49 IN
1.5
2.33 FT
0.0 FT
2.33 FT
2.33 FT
0.0 FT
2.33 FT
1.00
360.
240
0 PLF
0 PLF
6 PLF
6 PLF
340 PLF
128 PLF
340 PLF
128 PLF
0.0 FT
2.33 FT
2.33 FT
560 PLF
280 PLF
560 PLF
280 PLF
0.0 FT
2.33 FT
2.33 FT
0 PLF
0 PLF
6 PLF
6 PLF
340 PLF
128 PLF
340 PLF
128 PLF
0.0 FT
2.33 FT
2.33 FT
.
Paqe:2
Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver. 5.06
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :52:36 PM
Project: CHASE - Location: Living Room Window Wall
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties For: 1.9E Microllam- Trus Joist-MacMillan
Bendinq Stress: .
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Compression Face in Tension):
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.11
Fv':
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Riqht-2-2=
TRD-Right-2-2=
A-2-2=
B-2-2=
C-2-2=
Fb=
Fv=
E=
Fcyerp=
Fb'=
Fv'=
Adjustment Factors: Cd=1.00
Oesign Requirements:
Controllinq Moment: M=
Over riqht support of span 1 (Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Controllinq Shear. V=
At riqht support of span 1 (Left Span)
Critical shear created bV combining all dead loads and live loads on span(s) 1, 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq=
s=
Area (Shear): Areq=
A=
Moment of Inertia (Deflection): Ireq=
1=
560
280
560
280
0.0
2.33
2.33
2600
285
1900000
750
2881
285
@
C<=>r"n I Y'
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
-892 FT-LB
1914 LB
3.71 IN3
17.65 IN3
10.07 IN2
19.25 IN2
2.84 IN4
48.53 IN4
.
Multi-Loaded Beam[ 2000 Intemational Residential Code (97 NOS) I Ver: 5.06 @
By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:33:44 PM .
Proiect: CHASE - Location: Front Porch Girder '0'
Summary:
3.51N x 9.25 IN x 7.0 FT 1#2- Douqlas Fir-Larch - Dry Use
Section AdeQuate By: 44.3% Controlling Factor: Section Modulus I Depth Required 7.7 In
Center Span Deflections:
Dead Load: DLD-Center=
Live Load: LLD-Center=
Total Load: TLD-Center=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A=
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only. Support capacity not checked): BL-B=
Beam Data:
Center Span LenQth: L2=
Center Span Unbraced LenQth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor: Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Center Span Loading:
Unifonn Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 8 PLF
Total Load: wT-2= 8 PLF
Point Load 1
Live Load: PL1-2= 720 LB
Dead Load: PD1-2= 720 LB
Location (From left end of span): X1-2= 3.5 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 120 PLF
Left Dead Load: TRD-Left-1-2= 45 PLF
Riqht Live Load: TRL-Riqht-1-2= 120 PLF
RiQht Dead Load: TRD-Right-1-2= 45 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 7.0 FT
Load LenQth: C-1-2= 7.0 FT
Properties For: #2~ DouQlas Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticitv: E= 1600000 PSI
Stress Perpendicular to Grain: FCJlerp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1242 PSI
Adjustment Factors: Cd=1.15 Cf=1.20
Fv':
Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment: M=
3.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear: v=
At left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Reouired Sections:
Section Modulus (Moment): Sreq=
S=
Area (Shear): Areq=
A=
Moment of Inertia (Deflection): Ireo=
1=
0.03 IN
0.04 IN = U2018
0.07 IN = U1144
780 LB
545 LB
1325 LB
0.61 IN
780 LB
545 LB
1325 LB
0.61 IN
7.0 FT
0.0 FT
7.0 FT
1.15
240
240
109 PSI
3579 FT-LB
1325 LB
34.58 IN3
49.91 IN3
18.19 IN2
32.38 IN2
48.42 IN4
230.84 IN4
.
Multi-Loaded Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06 If\
Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:35:37 PM 'U
Proiect: CHASE - Location: Porch Girder 'P'
Summary:
3.5 IN x 9.25 IN x 8.0 FT 1#2 - DouQlas Fir-Larch - Dry Use
Section Adequate By: 68.4% Controlling Factor. Area I Depth Required 6.64 In
Center Span Defledions:
Dead Load: OLD-Center-
Live Load: LLD-Center-
Total Load: TLD-Center-
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
BearinQ LenQth Required (Beam onlv, Support capacity not checked): BL-A=
Center Span RiQht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, Support capacity not checked): BL-B=
Beam Data:
Center Span Lenqth: L2=
Center Span Unbraced LenQth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor. Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Center Span Loading:
Uniform Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 8 PLF
Total Load: wT-2= 8 PLF
Point Load 1
Live Load: PL1-2= 780 LB
Dead Load: PD1-2= 545 LB
Location (From left end of span): X1-2= 6.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 40 PLF
Left Dead Load: TRD-Lefl-1-2= 20 PLF
RiQht Live Load: TRL-RiQht-1-2= 40 PLF
Riqht Dead Load: TRD-Right-1-2= 20 PLF
Load Start: A-1-2= 0.0 FT
Load End: 8-1-2= 6.0 FT
Load LenQlh: C-1-2= 6.0 FT
Trapezoidal Load 2
Left Live Load: TRL-Left-2-2= 40 PLF
Left Dead Load: TRD-Left-2-2= 20 PLF
RiQht Live Load: TRL-RiQht-2-2= 40 PLF
Riqht Dead Load: TRD-Right-2-2= 20 PLF
Load Start: A-2-2= 0.0 FT
Load End: B-2-2= 8.0 FT
Load Lenqlh: C-2-2= 8.0 FT
Properties For: #2- Douqlas Fir-Larch
BendinQ Stress: Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity: E= 1600000 PSI
Stress Perpendicular to Grain: FCJlerp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1242 PSI
Adjustment Factors: Cd=1.15 Cf=1.20
Fv': Fv'= 109 PSI
Adiustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment: M=
6.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear: V=
At riQht support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment): SreQ=
S=
Area (Shear): AreQ=
A=
Moment of Inertia (Deflection): IreQ=
1=
0.03 IN
0.05 IN=U2110
0.08 IN = U1270
505 LB
323 LB
828 LB
0.38 IN
835 LB
565 LB
1400 LB
0.64 IN
8.0 FT
0.0 FT
8.0 FT
1.15
240
240
2665 FT-LB
1400 LB
25.75 IN3
49.91 IN3
19.23 IN2
32.38 IN2
43.63 IN4
230.84 IN4
Proiect: CHASE - Location:
Summary:
FootinQ Size: 3.82 FT x 3.82 FT x 12.00 IN
Reinforcement: #4 Bars@ 7.00 IN. O.C. EfW I (6) min.
Footing Loads:
Live Load:
Dead Load:
Total Load:
Uttimate Factored Load:
Footing Properties:
Allowable Soil BearinQ Pressure:
Concrete Compressive StrenQth:
ReinforcinQ Steel Yield StrenQth:
Concrete Reinforcement Cover:
Footing Size:
Width:
LenQth:
Depth:
Effective Oepth to Top Layer of Steel:
Column and Baseplate Size:
Column Type:
Column Width:
Column Depth:
Bearing Calculations:
Ultimate BearinQ Pressure:
Effective Allowable Soil Bearing Pressure:
Required Footing Area:
Area Provided:
Baseplate BearinQ:
BearinQ Required:
Allowable BearinQ:
Beam Shear Calculations (One Way Shear):
Beam Shear.
Allowable Beam Shear:
Punching Shear Calculations (Two way shear):
Critical Perimeter:
PunchinQ Shear:
Allowable PunchinQ Shear (ACI 11-35):
Allowable PunchinQ Shear (ACI 11-36):
Allowable PunchinQ Shear (ACI11-37):
ControllinQ Allowable Punching Shear:
Bending Calculations:
Factored Moment:
Nominal Moment Strength:
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.48
Steel Required Based on Moment: As(1)= 0.47
Minimum Code Required Reinforcement (ShrinkagelTemperature ACI-10.5.4): As(2)= 1.10
ControllinQ ReinforcinQ Steel: As-reQd= 1.1 0
Selected Reinforcement #4 Bars @ 7.00 IN. O.C. EfW I (6) Min.
Reinforcement Area Provided: As= 1.18
Development LenQth Catculations:
Development LenQth Required:
Development Length Supplied:
FootinQ DesiQn r 2000 International Residential Code (97 NDS) 1 Ver. 5.06
By: Pat Greenwell, DraftinQ & Design on: 08-16-2004 : 1 :57:00 PM
East Dining Room Girder Point 'P1'
.
PL=
PD=
PT=
Pu=
;
Os=
Fc=
Fv=
c=
W=
L=
Depth=
d=
m=
n=
Ou=
Oe=
Areq=
A=
BearinQ=
Bearing-Allow:
Vu1=
vc1=
Bo=
Vu2=
vc2-a=
vc2-b=
vc2-c=
vc2=
Mu=
Mn=
Ld=
Ld-sup=
9737
5391
15128
24100
1250
2500
40000
3.00
3.82
3.82
12.00
8.25
(Wood)
5.50
5.50
1037
1100
13.75
14.59
24100
89994
7713
32145
55.00
21932
115706
154275
77138
77138
138095
339469
15.00
19.92
@
LB
LB
LB
LB
PSF
PSI
PSI
IN
FT
FT
IN
IN
IN
IN
PSF
PSF
SF
SF
LB
LB
LB
LB
IN
LB
LB
LB
LB
LB
IN-LB
IN-LB
IN
IN2
IN2
IN2
IN2
IN
IN
Footinq Desiqn r 2000 International Residential Code (97 NDS) 1 Ver: 5.06 @
Bv: Pat Greenwell, Draftinq & Design on: 08-16-2004: 2:01 :47 PM
Project CHASE - Location: West End Dinin9 Girder Point 'P2'
Summary:
Footinq Size: 3.67 FT x 3.67 FT x 10.00 IN
Reinforcement: #4 Bars @ 9.00 IN. O.C. E1W I (5) min.
Footing Loads:
Live Load: PL= 8820 LB
Dead Load: PD= 5029 LB
, Total Load: PT= 13849 LB
" Ultimate Factored Load: Pu= 22035 LB
Footing Properties:
Allowable Soil Bearinq Pressure: Qs= 1250 PSF
Concrete Compressive StrenQth: Fc= 2500 PSI
Reinforcinq Steel Yield Strenqth: Fv= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 3.67 FT
Lenqth: L= 3.67 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Tvpe: (Wood)
Column Width: m= 5.50 IN
Column Depth: n= 5.50 IN
Bearing Calculations:
Ultimate BearinQ Pressure: Qu= 1028 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1125 PSF
Required Footing Area: Areq= 12.31 SF
Area Provided: A= 13.47 SF
Baseplate Bearinq:
Bearinq Required: Bearinq= 22035 LB
Allowable Bearinq: Bearing-Allow= 89994 LB
Beam Shear Calculations (One Way Shear):
Beam Shear: Vu1= 7890 LB
Allowable Beam Shear: vc1= 23396 LB
Punching Shear Calculations (fwo way shear):
Critical Perimeter: Bo= 47.00 IN
Punchinq Shear. Vu2= 20466 LB
Allowable Punchinq Shear (ACI 11-35): vc2-a= 74906 LB
Allowable Punchinq Shear (ACI11-36): vc2-b= 91375 LB
Allowable Punchinq Shear (ACI 11-37): vc2-<:= 49938 LB
Controllinq Allowable Punching Shear: vc2= 49938 LB
Bending Calculations:
Factored Moment: Mu= 121300 IN-LB
Nominal Moment Strength: Mn= 213374 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.42 IN
Steel Required Based on Moment: As(1)= 0.55 IN2
: Minimum Code Required Reinforcement (Shrinka9efTemperature ACI-10.5.4): As(2)= 0.88 IN2
Controllinq Reinforcinq Steel: As-reQd= 0.88 IN2
Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E1W I (5) Min.
Reinforcement Area Provided: As= 0.98 IN2
Development Lenqth Calculations:
Development Lenqth Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 19.02 IN
'- Roof Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06 @
Bv: Pat Greenwell. DraftinQ & Design on: 08-16-2004: 1:59:48 PM
Proiect: CHASE - Location: Master Closet Window Header 'Q'
Summary:
( 2 ) 1.75 IN x 5.5 IN x 4.5 FT /1.9E Microllam - Trus Joist-MacMillan
Section Adequate By: 41.8% Controlling Factor. Area / Depth Required 4.6 In
Deflections:
Dead Load: DLD= 0.05 IN
. Live Load: LLD= 0.08 IN = U658
a Total Load: TLD= 0.13 IN = U409
Reactions (Each End):
Live Load: LL -Rxn= 1845 LB
Dead Load: DL-Rxn= 1122 LB
Total Load: TL -Rxn= 2967 LB
Bearing Length Required (Beam only, Support capacity not checked): BL= 1.13 IN
Beam Data:
Span: L= 4.5 FT
Maximum Un braced Span: Lu= 0.0 FT
Pitch Of Roof: RP= 8 :12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: U 240
Roof LoadinQ:
Roof Live Load-Side One: LL1= 40.0 PSF
Roof Dead Load-Side One: Dl1= 20.0 PSF
Tributary Width-Side One: TW1= 19.0 FT
Roof Live Load-Side Two: LL2= 40.0 PSF
Roof Dead Load-Side Two: DL2= 20.0 PSF
Tributary Width-Side Two: TW2= 1.5 FT
Roof Duration Factor. Cd= 1.15
Beam Self WeiQht: BSW= 6 PLF
SlopelPitch Adiusted Lenqths and Loads:
Adiusted Beam LenQth: .Ladi= 4.5 FT
Beam Uniform Live Load: wL= 820 PLF
Beam Uniform Dead Load: wD ad;= 499 PLF
Total Uniform Load: -wT= 1319 PLF
. Properties For: 1.9E Microllam- Trus Joist-MacMillan
BendinQ Stress: Fb= .2600 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticitv: E= 1900000 PSI
Stress Perpendicular to Grain: Fcyerp= 750 PSI
Adjusted Properties
Fb' (Tension): Fb'= 3325 PSI
Adjustment Factors: Cd=1.15 Cf=1.11 Fv'='
Fv': 328 PSI
Adiustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment: M= 3338 FT-LB
2.25 ft from left support
Critical moment created by combining all dead and live loads.
ControllinQ Shear: V= 2967 LB
At support.
Critical shear created bV combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 12.05 IN3
S= 17.65 IN3
Area (Shear): AreQ= 13.58 IN2
A= 19.25 IN2
Moment of Inertia (Deflection): lreq= 28.46 IN4
1= 48.53 IN4