05-0058 Structural Calcst 022508..
STRUCTURAL CALCULATION
For _
John Sailing ~ s ~~~ ~ ~ ~ ~~ ~ ~ ~ ~
~ ~> >,~~ I ,~~s ~~'. c~
For
Bella Housa Model Home #2
Lateral and Vertical
Design ~,~~~~ ~~
Prod ect # 20083 5
February 25, 2008 ~~~C' `~~ ~~ns , ` ~~`~~~~1= 4
~~6~) 7~~ - l /~ ~
..
..
..
Precise Engine erin Inc .
1011 Mellen Street ~ Centralia, WA 98 5 31
(360) 736-1137 * Fax (360) 807-0108
e-mail: preciseengineeringC~comcast.net
FILE
STRUCTURAL CALCULATIONS
For
John Sailing
For
Bella Housa Model Home #2
Lateral & Vertical Design
February 25, 2008
Project # 200835
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
i~
RECEIVED
APR 21 2008
v
E~~IItES /s ~~
Project #200835 2/25/2008
Page 2
SCOPE: Provide structural calculations for lateral design and vertical design per the
2006 IBC.
LOADS AND MATERIALS
Roof:
Wall:
Floor:
Wind:
Seismic:
Soil:
Lumber:
Concrete:
Comp Roofing (2 layers) S.Opsf
Pre-engineered Trusses @ 24" oc 2.9psf
Roof Sheathing 1.Spsf
Insulation 1.2psf
5/8" GWB 2.8psf
Misc. 1.Spsf
Dead Load = 14.9» 15psf
Snow Load = 25psf
2x6 Studs @ 16"oc Dead Load = lOpsf
I joists at 16"oc Dead Load = 12psf
Part. Load = lOpsf
Live Load = 40psf
85 MPH Exp. B
Site Class = D
Design Category = D
Use Group = I
R = 6.5,2.2
Ca = 4
~o = 3
Allowable Bearing = 1500 psf
(Assumed)
GLB '` = 24f-y4 for simple span
• = 24f-v8 for cont. and cantilever.
f c = 2500~psi
Rebar = Grade 60
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Project #200835 2/25/2008
Page 3
LATERAL DESIGN
Wlnd Loading: Simplified (IBC 1609.6)
PS = ~K~cIWPsso
Wind Speed 85 mph
Exposure s
Roof Pitch 6:12,8:12
~ = 1
Kn = 1
1= 1
ps30 = 10 (Roof)
12.a (wau>
Ps = 10.0 (Roof)
12.4 (Wall)
Seismic Design Category -Conterminous 48 States
Latitude = 46.95967, Longitude = -122.62637
MCE MAP VALUES
Short Period Map Value - Ss = 117.6% g
1.0 sec Period Map Value - S1 = 37.5% g
RESIDENTIAL DESIGN INFORMATION
Short Period Map Value - Ss = 117.6% g
Soil Factor for Site Class D - Fa = 1.03
Residential Site Value = 2/3 x Fa x Ss = 80.7% g
Residential Seismic Design Category = D1
Seismic Loading: Section 12.a,12.a lac
E„=p Q„ Qh=V p=1.3
V= CSW
CS=SpS/1.4R
E=(1.3Sps/1.4R)W
Spg 0.807
R = 6.5 (Wood Shear Wall)
R = 2.5 (Cantilever Column)
V= 0.115 Wt. (Wood Shear Wall)
V= 0.277 Wt. (Cantilever Column)
Project #200835
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2/25/2008
Page 4
11
Project #200835
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2/25/2008
Page 5
MAIN FLOOR PLAN
1 m 2 4 8 12 FT.
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Project #200835 2/25/2008
Page 6
Project #200835
One Story Wind to Diaphragm
Main Floor plate 9.1 Roof
Walls
Diaphragm
Roof Ht. Gable Ht. Wind Load Length
1-2 Roof 0 15.75 251.72 40
Roof Ht. Wind Load Length
A-B Roof 0 0 55 12
B-C Roof 0 10.5 186.62 19
C-D Roof 0 13 217.62 33
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SUM
SUM
2/25/2008
Page 7
Wind
10
12.4
Total Load
10068.8
10068.8
Total Load
660
3545.78
7181.46
11387.24
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Project #200835
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2/25/2008
Page 8
Project #200835
TYPICAL SHEAR WALL NOTES
2/25/2008
Page 9
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x1/4 plate washer.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant-Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together with l Od's at 3" o.c. for each layer.
A114x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR #2 OR BETTER.
NOTE.• MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers.
SHEAR WALL SCHEDULE
sheathing nailed with l Od's at 6" on center all edges.
sheathing nailed with l Od's at 4" on center all edges and 4x or 6x studs at panel edges.
HOLD DOWN SCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
OPHD2 attaches to concrete foundation with a 5/8" dia bolt with 15" minimum
embedment into concrete. PHD2 attaches to double 2x studs or 4x or 6x stud
with (10) Simpson SDS 1/4 X 3 Wood Screws in wall above.
1
Project #200835 2/2pp5/2008
Company :Precise Engineering, Inc. Feb 25, 260~e 10
Designer :Harold Hahnenkratt 9:05 AM
Job Number : Larson Garage Checked By:
Display Sections for Member Calcs _
_ -- i 9 _
Max Internal Sections for Member Calcs _
97
Include Shear Deformation__ ~ Y
es
_
Mer a Tolerance in _
.12
P-Delta Analysis Tolerance 0.50%
Hot Rolled Steel Code AISC: ASD 9th
Cold Formed Steel Code I AISC 99: ASD
,NDS Wood Code _ , NDS 91: A
S
D
'NDS Tem erature __
< 100E
Concrete Code _
ACI 1999
- - - -~
Number of Shear Regions
4
_
Re ion S acing_Increment in ~ ___
4
Concrete Stress Block _ Recta
ngular
Use Cracked Sections _
Yes
,Bad Framing Warnings No
iUnused Force Warnings ! Yes -!
Wood Material Properties
Label S.~?ecies Grade__ ~ Emod Nu T rm (...Dens[k/ft^31
I 1 -Column Hem-Fir _ I No.2 ____ I 1 I .3 .3 .035
NDS Wood Section Sets
_ Label Shave Design List
~ Type. Material D esign Rules ^ A jinn] I (90,270) [i..J ( 180 in...
1 Column I 6X8
I Rectangular Column Column I Typical ~ 41 25 1103.984 193.359 ''
Member Primary Data
---Label I Joint J Joint Rotate(d... SectioNShap~__ Desi n
g List T
ype Material Des_i~n R Lam..
~
_ 1 WALLSTUD N1 I N2 ~ Column ' Rectan gular Column Column Tv~ical
Member Advanced Dafa
Label I R I ase J R lease -I.Offset in J Offsetjinl T/~ Only Physical TQM Inactive
-
1 ,WALLSTUD __ ___ ~ Yes I
Joint Coordinates and Temperatures
Joint Boundary Conditions
__Joint_t_abel ___ X Win Y [Win] _ -Rotation k- r
1 i N1 Reaction ~ Reaction ~ Reaction
NDS Wood Design Parameters
Label _ . _ _Sha a Len th[... Le-out[ftj Le-in[ftj_ le-bend top[ftJ le-bend t~otjft K-out K-in ~H Cr__ Out sw... In swami,
ST... ! Column 8.5 8 5 . _ . 8,5 1 8.5 __ 8.5 2.1 _:_ 2.1 ~! ~ ~ I
RISA-2D Version 6.0 [C:\RISA\Wall Stud ASD STANDARD LOAD CASE.r2d] Page 1
Project #200835 2/25/2008
~a e 11
Company :Precise Engineering, Inc. Feb 25, 2 0~
Designer :Harold Hahnenkratt 9:05 AM
Job Number : Larson Garage Checked By:
Joint Loads and Enforced Displacements (BLC 7:Dead Load)
in abet L M Direction ____ _ . Magnitude[k,k-ft in,rad k's^2/ft
L_ 1 N2 L Y I -1.1
Joint Loads and Enforced Disp lacements (BLC 2 : Snow)
_ _ _ _ Joint Label _ _ L.D,M _ _ _._ Dicti on _____._ Ma nitude k-ft in rad k's^2/ft]
~1 N2 i L Y -18
Joint Loads and Enforced Displacements (BLC 3 : Wind)
Joint Label L~D M Direction ____ Magnitudefk.k-ft in.rad k's^2/ft~
1 N2 I L I X I .2 I
Member Point Loads
Member Label __.. _ Direction Magnitudejk k-ft] Location[f~,~4]~
!r No Data to Print ...
Member Distributed Loads
____ Member Label __Direction Start MagnitudQ~k/ft,d...End Magnitude[k/ft.d... Start Location[ft.%] End Location[tL.%I
~ No Data to Print ...
Basic Load Cases
Load Combinations
Load Combination Design
RISA-2D Version 6.0 [C:\RISA\Wall Stud ASD STANDARD LOAD CASE.r2dJ Page 2
Envelope Joint Displacements
Project #200835 2/25/2008
~a e 12
Company :Precise Engineering, Inc. Feb 25, 2 0~
Designer :Harold Hahnenkratt 9:05 AM
Job Number : Larson Garage Checked By:
EnveloAe Joint Reactions
Envelope Member Section Forces .d I
1 WALLSTUD 1 max ~ 2.9_ 1 .202 2 I 1.719 2
2 min ~ .66 12 0 1 _
0 1
_. 3 '~ 2 m_ax 2.9 1 _ ~~ .202 ~~ 2 ~ 1
.50
4 2
4 1 min 66 2 0 _
__
. 1 0
I 1
5
- 3 max 2_9 1 ' .202 2 1
.289
~ 2
~~ ~ min .66 2 0 1 _
0 1 1
7 4 ~ max 2,9 1 .202 2 1.
074 2
18 min 66 2 0 ~ _
. 1 0 1
9 I 5 I max 2.9 1 .202 2 .859 1 2 I
10 ~ i min .66 2 ! 0 1 ~ 0 1
11 ' _ 6 max 2.9 ' 1 .202 2 .64
4 2
12 ' min '
66 2 ~ 0 ~ 1 _
0 ! 1~
. _ __
EnveloAe Member Section Stresses
1 7 1 4 I max _; __ .07 1 .007 _ 2 0 1 1 .25 1 2
8 min . 016 2 I 0 1 -2 5 2 I 0 ---~ 1 ~
__ 9
10 ~ 5 max
~ min . .07
01 1
2 .007
! 0 ! 2_
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14 '~ min ' . 016 2 0 1 -.1 _ _
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15 ___ _ 8 max __ _ . 07 1 .007 2 0
~ _ ~ 1 ,05 ___._ ' 2
16 Amin . 016 2 ___0`
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EnveloAe Member Section Deflections ,
~i
~I
Project #200835 2/25/2008
Pa e 13
Company :Precise Engineering, Inc. Feb 25, 200
Designer :Harold Hahnenkratt 9:05 AM
Job Number : Larson Garage Checked By:
1
1
1
1
1
1
1
1
1
1
1
Envelope Member Secfion Deflections (Continued)
MamhPr lP(~ Y (inl Ir v finl Ir I hi {7 ofin Ir
4 min 1 -.00 8 2 NC 2
5 ~ 3 max 0 2 0 1 NC 1 1
I~ ! __
' min __
-.002 1 -.02 _ _.
2 3487.8 19 2
7 ______ 4 max 0 2 0 1 NC 1
8 ._.
min I _____._
-.002 1 1 T -.06 _
3 ! 2 1629. 2 2
9 5 max 0 2 0 1 I NC 1
10 ~ min -.003 E 1 -.10 6 2 964.3 09 2
11__ _.. 6 max I 0__ _____ 2 0 1 NC 1
12 min -.A04 1 -.1 7 ': 2 650.1 1 2
13 7 max -.001 2 0 1 NC 1
14 .
min -.005 1 _
__
-.21 ._
4 2 477.01 5 2
15 8 I max ~~ -.001 2 '~ 0 1 NC 1
16 min i -.006 1 -.27 5 2 371.2 43 2
17
~ 9 max -.001 2 _ _____ 0 1 NC 1 1
18 min ' -.00 7 1 -.33 8 2 302.0 91 2
Envelope NDS Wood Code Checks
Member Shape Code Check L c Ic Shear ... Loc ft I Fc'jksi]. FtLks_i1 Fb' ksi Fv' ksi NDS E...
1 iWALLST.:,. 6X8 .521 0 i 3 _066 0 2 .1981 ~
56 ~
.84 I .112 3.9-3
Solution Warning LoQ
Message
~ No Data to Print ... j
RISA-2D Version 6.0 [C:\RISA\Wall Stud ASD STANDARD LOAD CASE.r2d] Page 4
Project #200835
Title
Dsgnr:
Description
Scope
Pole Embedment in Soil
2/25/20j08
Date: 10:11AMJ2~ 084
1
General Information Code Ref 1997 UBC'806.8.2.1 2003 IBC 1805.7 2 2003 NFPA 5000 36.4.3
Max Passive
Load duration factor
Pole is Circular
Diameter
Restrained @ Surface
Moments @ Surface...
Point load
Distributed load
With Surface Restraint...
Req'd Depth
Pressure @ Base...
Actual
Allowable
Surface Restraint Force
1,500.00 P;
1.330
18.000 in
1,700.00 ft~
0.00
3.000 ft
576.60 psf
576.60 psf
1,065.94 Ibs
JIICV LVGU D...
Point Load
distance from base
Distributed load
distance to top
distance to bottom
Total Moment
Total Lateral
200.00 Ibs
8.500 ft
0.00 #/ft
3.000 ft
0.000 ft
1, 700.00 ft-#
200.00 Ibs
Project #200835
Vertical
Design
1
1
1
1
1
2/25/2008
Page 15
Project #200835
STRUCTURAL NOTES
General Notes
These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes,
and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any
work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk.
The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding
with any work or fabrication. The Contractor shall coordinate between the architectural drawings and
the structural drawings. The architectural dimensions are taken to be correct when in conflict with the
structural drawings. The Contractor is responsible for all bracing and shoring during construction.
All construction shall conform to the applicable portions of the latest edition of the International Building Code
except where noted
Design Criteria
1. Live Load = 40 PSF (Floors)
= 40 PSF (Decks)
= 25 PSF (Snow)
2. Dead Load = 15 PSF (Roof)
= 12 PSF (Floor)
= 10 PSF (Walls)
= 150 PCF (Concrete)
3. Partition = 10 PSF (Floors)
4. Wind = 2006 IBC Exposure B @ 85 mph
5. Earthquake = 200616C
Site Class = D
Design Cat. = D
Use Group = I
R = 6.5
Cd = 4
Wo = 3
6. Soil = 1500 PSF, Assumed bearing capacity
Concrete & Reinforcing Steel:
1. All concrete work shall be per the 2006 IBC Chapter 19. Tolerances shall be per IBC Chapter
19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06.
2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans.
3. Concrete shall be in accordance with ASTM 150.
fc = 2500 PSI @ 28 day
slump = 4" maximum, 6% Air entrained.
2/25/2008 ^~
Page 16
1
Steel:
1. Anchor bolts shall be ASTM A307 and will have a 3x3x1/4" plate washer.
Carpen~:
ii
Project #200835 2/25/2008
Page 17
1. 2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir.
6X members shall be #1 Douglas Fir.
2. Provide solid blocking in floor system below all bearing walls and point loads.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content
of all wood shall be less than 15%.
4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed
and braced per manufacturer's requirements.
5. Roof trusses shall be by apre-approved manufacturer and constructed according to the
specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a
licensed engineer and be on site at the time of construction. Preliminary truss drawings must
be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the
engineer of record of any changes from the preliminary truss lay-out.
Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All
girder trusses shall have Simpson LGT tie down at either end to match number of plies or (2)
H7Z ties at either end of the girder truss.
Truss manufactures are responsible for all bracing of the trusses including end wall bracing
and all other bracing between the building and the trusses unless specifically shown
otherwise on the drawings. Contractor to coordinate bracing with engineer of record as
required.
6. Glue laminated beams shall be 24F-V8 for cantilevered or continuous beams and 24F-V4 for
simple spans.
(Fb = 2,400 PSI)
(Fv = 190 PSI)
(E = 1,800,000 PSI)
(FcL = 650 PSI)
7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue
laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions.
8. All manufactured lumber shall be by Boise Cascade and have the following structural
properties:
Versa Lam (VL)
(Fb = 2,800 PSI)
(Fv = 280 PSI)
(E = 2,000,000 PSI)
(FcL = 750 PSI)
9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end
joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel
manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12"field with 10d's and roof
sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on
the drawings.
10. Block and nail all horizontal panel edges at designated shear walls.
I~
Project #200835
2/25/2008 ""
Page 18 ..
1~
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
CAUTION:
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY
RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND
SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY
TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND
BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER.
CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS.
ii
ii
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1
1
1
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Project #200835
2/25/2008
Page 19
'~
~~OOF FRAMING PLAN
1 sc~LE: v+•-ro-
® BEARMY. WALL
NO7E&
L TYP. HEADER 4X6 OF ~! UND.
2. SVEAI8114LL SGl 5EE 51J
Project #200835
Description
Title
Dsgnr:
Description
Scope
Timber Beam 8~ Joist
2/25gg/gg2e0208
Date: 10:36AM J25~Et3 OS ~ '
-- -
Page 1
Bella house model 2.ecw:Calculations
Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defin
Beam A Beam B Beam C Beam D Beam E Beam F
Timber Section 6x12 6x12 6x8 5.125x16.5 4x12 2x10 i
Beam Width in 5.500 5.500 5.500 5.125 3.500 1.500
Beam Depth in 11.500 11.500 7.500 16.500 11.250 9.250
Le: Unbraced Length ft 2.00 13.50 2.00 2.00 2.00 1.00
Tlmber Grade i Douglas Fir - Douglas Fir - Douglas Fir - Douglas Fir, 24F - Douglas Fir - Douglas Fir -
Larch, No.2 larch, No.2 Larch, No.2 V4 Larch, No.2 Larch, No.2
Fb -Basic Allow psi 875.0 875.0 875.0 2,400.0 900.0 900.0
Fv -Basic Allow psi 170.0 170.0 170.0 240.0 180.0 180.0
Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,800.0 1,600.0 1,600.0
Load Duration Factor
~
1.150
1.150
1.150
1.150
1.150
1.150 ~
Member Type Sawn Savor Sawn GluLam Sawn Sawn
Repetitive Status i No No No No No No
Center Span Data '
,
Span ft 10.00 13.50 9.00 25.00 11.50 10.00
Dead Load #/ft 101.00 15.00 150.00 143.00 130.00 30.00
Live Load #/ft, 169.00 250.00 238.00 150.00 50.00
Point #1 DL Ibs', 727.00
LL Ibs 1,216.00
@ X ft 6.750
Cantilever Span ~ .,
~
Span ft' 2.00
Uniform Dead Load #/ft 101.00
Uniform Live Load #/ft 169.00
Results Ratio = 0.3227 0.6870 0.9377 0.5870 0.6635 0.4976
Mmax @ Center in-kl 39.30 82.79 48.60 357.19 55.54 12.00
@ X = ft 4.92 6.75 4.50 12.50 5.75 5.00
Mmax @ Cantilever
in-k
-6.48
0.00
0.00
0.00
0.00
0.00 R,
fb :Actual psi 324.2 682.9 942.5 1,536.0 752.4 561.0
Fb :Allowable psi 1,004.5 994.1 1,005.1 2,616.8 1,134.0 1,127.5
Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK
fv :Actual psi 27.4 25.1 56.6 75.7 51.5 36.7 ~
Fv :Allowable psi, 195.5 195.5 195.5 276.0 207.0 207.0
Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK
Reactions F-~.
@ Left End DL Ibs 484.80 464.75 675.00 1,787.50 747.50 150.00
LL Ibs 845.00 608.00 1,125.00 2,975.00 862.50 250.00
Max. DL+LL Ibs 1,329.80 1,072.75 1,800.00 4,762.50 1,610.00 400.00
@ Right End DL Ibs 727.20 464.75 675.00 1,787.50 747.50 150.00
LL Ibs 1,216.80 608.00 1,125.00 2,975.00 862.50 250.00
Max. DL+LL Ibs; 1,944.00 1,072.75 1,800.00 4,762.50 1,610.00 400.00 '
Defl@ctIOt1S Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK
. R
Center DL Defl in -0.023 -0.083 -0.088 -0.364 -0.077 -0.043
UDefl Ratio 5,292.1 1,941.8 1,226.0 824.3 1,792.4 2,814.1
Center LL Defl in, -0.042 -0.119 -0.147 -0.606 -0.089 -0.071
UDefl Ratio 2,859.8 1,363.0 735.6 495.3 1,553.4 1,688.5
Center Total Defl in' -0.065 -0.202 -0.235 -0.970 -0.166 -0.114
Location ft 4.960 6.750 4.500 12.500 5.750 5.000
UDefl Ratio 1,856.7 800.9 459.8 309.4 832.2 1,055.3
Cantilever DL Defl i 0.013
Cantilever LL Defl in 0.022
Total Cant. Defl in 0.035
UDefl Ratio 1,367.5
Kfh
lli~
Project #200835 2/25/2008
Title : Joti~~e 21
Dsgnr: Date: 11:31AM, 25 F 08
Description
Scope
Rev: 580006 _ - -
User: KW-0607446, Ver 5.8.0. 1-Dec-2003 Page 1
(c)1983-2003 ENERCALC Engineering Sokware Timber Beam ~ Joist belle house model 2.ecw:Calculations
Description roof cont
_Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Beam G Beam H Beam I
Timber Section sxs axe sxs
Beam Width in 5.500 3.500 5.500
Beam Depth in 7.500 7.250 7.500
Le: Unbraced Length ft. 5.50 9.25 2.00
Tlmber Grade Douglas Fir - DougWs FM - Douglas Fir -
Larch, No.2 larch, No.2 larch, No.2
Fb -Basic Allow psi 875.0 900.0 875.0
Fv -Basic Allow psi, 170.0 180.0 170.0
Elastic Modulus ksi 1,300.0 1,600.0 1,300.0
Load Duration Factor 1.150 1.150 1.150
Member Type Sawn Sawn Sawn
Repetitive Status No No No
Center Span Data
Span
Dead Load
Live Load ftl,
#/ft
#/ft 5.50
315.00
525.00 9.25
105.00
175.00 12.00
67.00
112.00
Results Ratio = 0.7368 0.8840 0.7460
Mmax @ Center in-k 38.11 35.94 38.66
@ X = ft 2.75 4.62 6.00
fb :Actual psi ~~~ 739.2 1,172.0 749.8
Fb :Allowable psi 1,003.2 1,325.8 1,005.1
Bending OK Bending OK Bending OK
fv :Actual psi, 65.2 66.8 35.0
Fv :Allowable psij 195.5 207.0 195.5
i Shear OK Shear OK $hedr OK
@ Left End DL Ibs 866.25 485.62 402.00
LL Ibs 1,443.75 809.37 672.00
Max. DL+LL Ibs 2,310.00 1,295.00 1,074.00
@ Right End DL Ibs' 866.25 485.62 402.00
LL Ibs 1,443.75 809.37 672.00
Max. DL+LL Ibs 2,310.00 1,295.00 1,074.00
Deflections Ratio OK Deflection OK Deflection OK
Center DL Defl in, -0.026 -0.097 -0.124
UDefl Ratio 2,558.1 1,141.3 1,158.0
Center LL Defl in -0.043 -0.162 -0.208
UDefl Ratio 1,534.9 684.8 692.7
Center Total Defl in -0.069 -0.259 -0.332
Location ft 2.750 4.625 6.000
UDefl Ratio 959.3 428.0 433.4
1
1
1
Project #200835 2/25/2008
Page 22
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.
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BEARMG WALL
UPPER FLOOR FRAMING PLAN
1 SCALE: li4"=1'0"
n
u
Project #200835
Title
Dsgnr:
Description
Scope
Timber Beam ~ Joist
2/25/2008
Date: 11:41AMJ25 F~E~ 0~3
1
Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Beam A Beam B Beam C Beam 0 Beam E Beam G Beam H
Timber Section 15 8L.em5.25%11.87 4x8 VersaLam7x11.879/ersaLam1.75x11.87VersaLam1.75x11.87 4x6 4
8
Beam Width
B in 5.250 3.500 7.000 1.750 1.750 3
500 x
3
500
eam Depth
Le: Unbraced Length in
ft 11.880
1
00 7.250 11.880 11.880 11.880 .
5.500 .
7.250
Tlmber Grade , .
Ba
c 3.00 1.00 1.00 1.00 3.00 5.00
se
ascade,
Versa Lam 2800 oougias Fir -
larch, No.2 Boise Casode,
Versa lam 2800 Base Cascade
Versa lam 2800 Boise ~,~
Versa La
2
0 Douglas FIr - Douglas Fir -
Fb -Basic Allow
psi'
2,800.0
900.0
2
800
0
2
800
0 m
80
2
800
0 Larch, No.2 Larch, No.2
Fv -Basic Allow
psi'
190.0
180.0 ,
.
190.0 ,
.
190
0 ,
.
19 900.0 875.0
Elastic Modulus
ksi~
2,000.0
1,600.0
2,000.0 .
2
000
0 0.0
2
000
0 180.0
1
600
0 170.0
1
3
Load Duration Factor
1.000
1.150
1.150 ,
.
1
150 ,
.
1
150 ,
.
1
000 ,
00.0
Member Type
Repetitive Status
Manuf/Pine
Sawn
Manuf/Pine .
Manuf/Pine .
Manuf/Pine .
Sawn 1.150
Sawn
No No No No No No No
Span ft~ 15.50 3.00 15.25 6.00 6.00 3.00 5
00
Dead Load
Live Load #/ft
#
ft 132.00 258.00 286.00 241.00 241.00 286.00 .
295.00
/
, 90.00 470.00 343.00 276.00 276.00 520.00 385.00
Dead Load #/ftj 90.00
Live Load #/ft 150.00
Start ft 10.500
End ft 15.500
Point#1 DL Ibs 540.00 1,810.00 1,788.00
LL Ibs 900.00 4,000.00 2,975.00
@ X ft; 3.000 0.500 1.500
Point #2 DL Ibs 540.00
LL Ibs 900.00
@ X ft'' 10.000
Point #3 DL Ibs 270.00
LL Ibs 450.00
@ X fti 1.500
~ R@SUItS Ratio = 0.5251 0.8401 0.6998 0.3442 0.3442 0.5286 0.6418
Mmax @ Center
@ X = in-k
ft 181.35 34.50 264.38 27.82 27,82 10.88 25
50
9.36 0.50 6.89 3.00 3.00 1.50 .
2
50
fb :Actual
Fb :Allowable psi
psi 1,468.5
2
796
5 1,125.1
1
33 1,605.7 678.2 678.2 616.6 .
831.7
; ,
.
B
di
O ,
9.4 3,217.4 3,167.4 3,167.4 1,166.6 1
295
8
en
ng
K Bending OK Bending OK Bending OK Bending OK Bending OK ,
.
Bending OK
fv :Actual
Fv :Allowable psis
i 96.9 96.0 152.9 75.2 75.2 65.6 76.4
ps
j 190.0
Shear OK 207.0
Shear OK 218.5
Shear OK 218.5
Shear OK 218.5
S 180.0 195.5
hear OK Shear OK Shear OK
Reactions
@ Left End DL
LL Ibs 1,966.55 1,895.33 3,792.88 723.00 723.00 429.00 737
50
Max
DL+LL Ibs
Ib 2,270.08 4,038.33 5,297.75 828.00 828.00 780.00 .
962.50
. s 4,236.63 5,933.67 9,090.63 1,551.00 1,551.00 1
209
00 700
1
00
@ Right End DL
LL Ibs
' 1,879.45 688.67 2,356.62 723.00 723.00 ,
.
429
00 ,
.
737
50
Max
DL+LL Ibs
Ibs 2,124.92
4
00 1,371.67 2,908.00 828.00 828.00 .
780.00 .
962.50
. ,
4.37 2,060.33 5,264.61 1,551.00 1,551.00 1,209.00 1,700.00
Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK
Center DL Defl
UD
fl in -0.213 -0.007 -0.212 -0.014 -0.014 -0
007 -0
029
e
Ratio
Center LL Defl
i 871.7 4,817.9 863.1 5,010.4 5,010.4 .
5,362.6 .
2,089.9
UDefl Ratio n -0.241 -0.015 -0.270 -0.016 -0.016 -0.012 -0
037
Center Total Defl
inj 773.2
-0
454 2,323.1
-0
023 677.3
-0 4,375.1 4,375.1 2,949.4 .
1,601.3
Location
ft .
7
812 .
1
356 .482
7 -0.031 -0.031 -0.019 -0.066
UDefl Ratio i .
409.8 .
1,567.4 .442
379
5 3.000
2
335
6 3.000
2
33 1.500 2.500
. ,
. ,
5.6 1,902.9 906.6
Project #200835
~ C
I
2/25/2008
B0~$E Single 11-7/8" BCI® 5000-1.7 DF pa~¢t\J01
BC CALC® 9.5 Design Report - US 3 spans ~ Left & Right cantilevers ~ 0/12 slope Monday, February 25, 2008 10:50
Build 91 16" OCS ~ Repetitive ~ Member construction
File Name: BC CALC Project
Job Name: Description: J01
Address: Specifier:
City, State, Zip: , Designer:
Customer: Company:
Code reports: ESR-1336 Misc:
61, 3-1 /2"
LL 408 Ibs
DL 383 Ibs
SL 300 Ibs
B2, 3-1/2" -
LL 408 Ibs
DL 383 tbs
SL 300 Ibs
Total Horizontal Product Length = 12-00-00
Load Summary Live Dead Snow wnd Roof Live
1 Standard Load Unt. Area (pst) Lett Uu-uu-uu 1L-uu-uu 4u
2 Partition Load Partition (psf) Left 00-00-00 12-00-00 10
3 Wall Load Conc. Lin. (plf) Left 00-00-00 00-00-00
4 Wall Load Conc. Lin. (plf) Left 12-00-00 12-00-00
215 225
215 225
16"
16"
16"
16"
Controls Summary
Value %Allowable
Duration Load
Case
Span Location
Pos. Moment 389 ft-Ibs 12.3% 100% 16 2 - Internal
Neg. Moment -973 ft-Ibs 26.9% 115% 13 1 -Right
Int. Reaction 1067 Ibs 41.2% 115% 19 3 -Left
Cont. Shear 699 Ibs 37.4% 115% 13 1 -Right
Total Load Defl. 2xU625 (0.058") 38.4% 13 3 -Cantilever
Live Load Defl. 2xL/1073 (0.034") 33.6% 13 3 -Cantilever
Total Neg. Defl. -0.055" 11.1 % 13 2
Max Defl. 0.058" 5.8% 13 3 -Cantilever
Span /Depth 9.1 n/a 0 2
Beam 3-1/2" x 2" 1091 Ibs 20.8% n/a Versa-Lam 1.7
Beam 3-1/2" x 2" 1091 Ibs 20.8% n/a Versa-Lam 1.7
Cautions
Design assumes Top and Bottom flanges to be restrained at cantilever.
Design meets User specitc
Design meets User specific
Design meets arbitrary (1"}
Live load deflection criteria.
gad deflection criteria.
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code-accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(888)234-0056 before installation.
BC CALC~, BC FRAMER, AJSTM,
ALLJOIST®, BC RIM BOARDTM', BCIO, ~
BOISE GLULAMT'", SIMPLE FRAMING
SYSTEM, VERSA-LAM®, VERSA-RIM
PLUS, VERSA-RIM,
VERSA-STRAND, VERSA-STUD®are
trademarks of Boise Wood Products,
L.L.C.
Page 1 of 1
II
Project #200835 2/25/2008
BO~SE~ Single 11-7/8" BCI® 5000-1.7 DF Pag~~tIJ02
BC CALC® 9.5 Design Report - US 1 span ~ No cantilevers ~ 0/12 slope Monday, February 25, 2008 10:51
Build 91 16" OCS ~ Repetitive ~ Member construction
File Name: BC CALC Project
Job Name: Description: J02
Address: Specifier:
City, State, Zip: ,
Customer: Designer:
Company:
Code reports: ESR-1336 Misc:
~,~ _ .
•T-
B0, 2-1/2"
LL 517 Ibs
DL 124 Ibs
61, 2-1 /2"
LL 517 Ibs
DL 124 Ibs
Total Horizontal Product Length = 15-06-00
Load Summary Live Dead Snow wnd Roof Live
Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS
1 Standard Load
2 Partition Load Unf. Area (psf)
Partition (psf) Left
Left 00-00-00
00-00-00 15-06-00
15-06-00 40
10 12 16"
16"
Load
COr1trOIS Summary Value %Allowable Duration Case Span Location
Pos. Moment 2390 ft-Ibs 75.9% 100% 1 1 -Internal
End Reaction 623 Ibs 52.5% 100% 1 1 -Left
Total Load Defl. U441 (0.414") 81.6% 1 1
Live Load Defl. U547 (0.334") 87.8% 1 1
Max Defl. 0.414" 41.4% 1 1
Span /Depth 15.4 n/a 0 1
Allow % Allow
Bearing Supports Dim. (L x Vii Value Support Member Material
BO Wall/Plate 2-1/2" x 2" 641 Ibs n/a n/a Unspecified
61 Wall/Plate 2-1/2" x 2" 641 Ibs n/a n/a Unspecified
meets User
oad deflection criteria.
deflection criteria.
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code-accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(888)234-0056 before installation.
BC CALC®, BC FRAMERS , AJSTM',
ALLJOIST~ , BC RIM BOARD TM', BCIO ,
BOISE GLULAMTT", SIMPLE FRAMING
SYSTEM, VERSA-LAM®, VERSA-RIM
PLUS, VERSA-RIM,
VERSA-STRAND, VERSA-STUD®are
trademarks of Boise Wood Products,
L.L.C.
Page 1 of 1
1
1
1
~I