BLD-05-0403FROM :YELM SEWER DEPT.
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FAX N0. :360-458-8166 May. 10 2006 02:30PM P1
FAX TRANSMISSION
CITY OF YELM
P.O. BOX 479 - 931 NP ROAD NE
~ YELM, VrVA 98597
360-458-8411
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FAX ~3G0-458-8166
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FROM :YELM SEWER DEPT.
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FAX N0. :360-458-8166 May. 10 2006 02:30PM P1
FAX TRANSMISSION
CYTY OF YELM
P.U. BOX 479 - 931 NP ROAD NE
~ 'YELM, 'WA 98597
~, 360-458-8411
~~
FAX ~3C0-458-8166
TO: (TR ' t e~~ ~
FAX#:
From: ~~},V ~}~v
DATE: 5 - / ~ - d (~
PAGES: I ,including this
Cover sheet
Subject: Nnu-S~' ~~NALS .
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COMMENTS: ~o i ~l~, 1 ~~~o ~~ ~ /~ u~. 5, C ,
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** 11'you do not receive all copies or any copy is not legible, please eafl (360) 458-841 1
as soon as possiUle.
CITY OF YELM INSPECTION LOG
~~-~-
PROJECT ~'~'~ ~ `~ ~ I ~( S~~ ~i
PERMIT NUMBER ~ ~- (~ "`~ ~ - O ~ () 3 --yL-
ADDRESS_ ~ ~D S Z ~ ~1 Z rvp _ (~~, . S ~ .
SET BACKS Date:
Front Z
Rear 3
Side/Flanking S
Side / `Z,
FOOTING REBAR Date:
Comments
FOOTING
12"
~,,
other
required vents,
WALL REBAR
WALL
6"
--$"
other
Date:
COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION
Hold downs Shear Nailing
Frame Gas/Propane
Plumbing Mechanical
Comments
INSULATION Gas Electric other
Foam and Seal ~ Vapor barrier PVA
Comments ~~`{ ~''~~ 3" ~`~
SHEET ROCK/SHEAR WALL NAIL
Comments
OTHER Comments
FI~'AL
Sewer Final Electrical Civil Final Landscape Final
Address / Insulation Site Drainage Sidewalk
Comments ,Jl'%~/A/c~ ~~L~
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Applicant:
Name: Sound Built Homes, Inc.
Address: P.O. Box 73790
Property Information:
Site Address: 16526 92nd Ave. SE
Assessor Parcel No. 63540004700
Contractor Information:
Name: Sound Built Homes, Inc.
Address: P.O. Box 73790
Contractor License No: SOUNDBH0756M
Project Information:
Project: Mountain Sunrise, Division I
Description of Work: Plan 2194 S/2, Lot 47
City: Puyallup
Subdivision: Mountain Sunrise, Div. I
Contact: Dye, Kelli
City: Puyallup
Expires: 09/10/07253
Phone: 253-848-0820
State: WA Zip 98373
Lot: 47
Phone: 253-848-0820
State: WA Zip: 98373
Business License:
Sq. Ft. per floor: (1st) 962 (2nd) 1282 (3rd) 0 Garage 400 Basement 0
Heat Type (Electric, Gas, Other): GAS
Fees:
Item
- ------ Item Fee
-- Base Amt Unit Fee Unit Rate No. Units Unit Desc
Building Permit 100-500k ---------
1,572.23 -----------
993.75 ---------
578.48 ----------
5.6000 -----------
103.3000 -----------
$1,000
Building Plan Review 664.26 0.00 0.00 0.0000 0.0000
Mechanical Permit 84.75 0.00 0.00 0.0000 0.0000
Plumbing Permit 118.00 20.00 98.00 7.0000 14.0000 Fixture
Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU
Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU
Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000
Water Deposit 40.00 40.00 0.00 0.0000 0.0000
Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip
Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000
State Building Fee 4.50 4.50 0.00 0.0000 0.0000
Sewer ERU (LID) 2,769.00 0.00 2,769.00 2,769.0000 1.0000 ERU
Fire District Impact Fee 571.10 0.00 571.10 0.2160 2,644.0000 square foot
TOTAL FEES: $8,576.34
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictions of record. If applying as a contractor, I futher certify that I am currently
registered in the State of Washington.
Signature ~ ` ~.. ~ ., ,~~ ~ re.~ ~ . „ ~ _ { Date ~ 4 ~- ~f ~ ~
~:
Firm
Permit Ivo: BLD-05-0403-YL
Issue Date: 11/29/2005
(Work must be started within 180 days)
Receipt No: 39364
OFFICIAL USE ONLY
# Sets of Prints:
Final Inspection:
Date:
By:
a~~f T~p~ CITY OF
d ~ YELM
Po. Box a7s RECEIPT No. 3 9 3 6 3
Yelm, WA 98597
360-458-8403
RECEIVED
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RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
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d ~ YELM
P.O. Box 479
Yelm, WA 98597 RECEIPT No. 3 9 3 6 4
360-458-8403
RECEIVED _
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RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
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~ i
CITY OF YELM
RESIDENTIAL BUILDING PERMIT APPLICATION FORM
Project Address: /C~.~-~ %~"`~ ~C~ •~'~- Parcel #: fc y.~'~/oZ~DIO, ~~71733D1~~
Su/bdivision: ~(/~~ Lot #:~ Zoning; ~~
l~ New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign
^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other
Project Description/Scope of Work:~()(1D ~lZi~tM~t2, S~nl~lE F~-irtttt,~~ jI~(~~I,SIL•
Project Value: ~ ~;~,~~ ~~~
Building Area (sq. ft) 1~` Floor %~~ 2"d Floor /~J~!~ Garage '~LLL Deck
Basement Carport Patio
# Bedrooms ~ # Bathrooms~,Jr Heating~OTHER or ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel? If yes, a
completed environmental checklist must accompany permit application.
BUILDING O_ WNER NAME: S~Oct M t L1- 0 - ~
ADDRESS ~ b- 130x "73`~"i(3 EMAIL E ZL 6~COIrL
CITY~t~v-++itu1~ STATE 1/t'~ ZIP~TELEPHONE ~- ~! -LD a-
ARCHITECT/ENGINEEtt LICENSE #
ADDRESS D ~'~- r EMAIL
CITY ]i~C'D~n /4 STATE L~Jf~ ZIP TELEPHONE
GENERAL CONTRACTOR ~yy/tE/XS /`)t~//y'fi~° - TELEPHONE
ADDRESS EMAIL
CITY STATE ZIP FAX
CONTRACTOR'S LICENSE #~DU~~~f07~~ EXP DATE CITY•LICENSE #
PLUIVI¢ING C T CTO K ~/~~ urnbe.r'~• ;TELEPHONE~j.3° ~7-'JaZ3
ADDR SSG ~~ ~ EMAIL ~ _
CITY - STATE/ - ZIP~',33 _FAX<
CONTRACTOR'S LICENSE #„~/CkP~,?~1~~KN =XP DATE_CITY LICENSE #
MECHANICAL CONTRACTOR.~~. " TELEPHONE~5.3-~5'7S',3v'Sn
ADDR S ~"'c~ = EMAIL
CITY G STAT 1 ZIP 7~ FAX ~`~~3--~r7~5= ~
CONTRACTOR'S LICENSE #~UV~}#1X~P~2 EXP DATE_CITY LICENSE #
-[~i
Copy of mitigation agreement with Yelm Community Schools, if applicable.
I hereby certify that the above information is correct and that the con§truction on, and the occupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and the
City of Yelm. ~~,,
ApplicarYt's Signature
Owner /Contractor / C
Date
circle one.)
All permits are non-transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
105 Ye1m Avenue Wesi (360) 458-3835
PO Box 479 (360) 458-3144 FAJY
Yelm, WA 98597 www.ciyelm.wa.us
0
6'x8-Y' STEP TANK
(5' MINIMUM FROM
FOOTING/PORCH)
,n ..eS..
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~ ~ ~°~. S89'31'57"E 100.00'
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~ ~ I .::~ , ~ ~' ~ ..i:1~ N 2194 ~ I ~ -o°o
z N ~ ~ ..• . •... • L•~ 38' I 38' c°n
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~ I '~ ~, ~ S89'31'S7"E 100.00'
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CONTACT INF^
KELLI~ C253) 848-0820
N^TE~ / MOUNTAIN SUNRISE LOT 43
1. MAINTAIN 10' ~ ~
BETWEEN STRUCTURES
2. R^^F RUN^FF T^ BE SOUNDBUILT CITY OF YELM
TIGHTLINED T^ DRYWELL
3. DRIVEWAY APPR^ACH T^ HOMES, INC.
BE BR^^M FINISHED P.o. BOX 73790 9142 M^UNTAIN SUNRISE ST SE
PUYALIUP, WA 98373 YELM
PHA <253) 848-0820
FAXi C253) 539-0514 PARCEL # SCALES 1'=30' DATE. 08-OS-OS
.•
IF THIS SIGNATURE IS NOT IN COLOR,
DO NOT ACCEPT FOR PERMIT SUBMITTAL.
PROJECT: Plan 2194/2
November 24, 2004
2003 INTERNATIONAL BUILDING CODE
85 MPH WIND, EXPOSURE B
SOIL SITE CLASS D
SEISMIC DESIGN CATEGORY Di/D,
102 S. 26th St.
Phone 253.284-3170
'~}
Tacoma, WA 98402
Fax 253.284-31.83
Resic~~~~iz' ~~ ~n,lnc.
LATERAL ANALYSIS &
BEAM CALCULATIONS
EXFIRE3; JUNE 5, 2Q05
Cascade Residential Design, Inc.
10.2 South 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2
Tel: (253) 284-3170
Fax: (253) 284-3183
2194-2. mcd
5/11/2004
design TRUC NGUYEN
DESIGN LOADS:
ROOF DEAD LOADS
ROOF LIVE LOADS
FLOOR DEAD LOADS
FLOOR LIVE LOADS
STAIR LIVE LOADS
15 PSF Total
25 PSF (Snow)
12 PSF Total
40 PSF (Reducible)
100 PSF
WOODS : WOOD TYPE:
JOISTS OR RAFTERS 2X.----------------------------------------------------------HF#2
BEAMS OR HEADERS 4X - 6X OR LARGER-------------------------------DF#2
LEDGERS AND TOP PLATES----------------------------------------------------HF#2
STUDS 2X4 OR 2X6-------------------------------------------------------------------HF#2
POSTS
4X4-------------------------------------------------------------------------------------------H F#2
4X6-------------------------------------------------------------------------------------------H F#2
6X6-------------------------------------------------------------------------------------------H F#2
GLUED-LAMINATED (GLB) BEAM & HEADER.
Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI.
PARALLAM (PSL) 2.0E BEAM & HEADER.
Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =2,900 PSI, E=2,000,000 PSI.
MICROLAM (LVL) 1.9E BEAM & HEADER
Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =2,510 PSI, E=1,900,000 PSI.
TRUSSES:
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL
ENGINEER REGISTERED IN THE STATE OF WASHINGTON.
ENGINEERED I-JOISTS
IF AN ENGINEERED I-JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST
LAYOUT SHALL SUPERSEDE THE JOIST LAYOUT INDICATED IN THE PLANS.
PROVIDE I-JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION.
Plan 2194/2
Cascade Residential Design, Inc. 2194-2.mcd
102 south 26tH St. Tacoma, WA 98402 PROJECT :Plan 2194/2 5/11/2004
fel: (253) 284-3170 design TRUC NGUYEN
=ax: (253) 284-3183
LATERAL ANALYSIS
BASED ON 2003 INTERNATIONAL BUILDING CODE BY LOCAL JURISDICTION.
SEISMIC DESIGN:
SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615
SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN
THREE STORIES IN HEIGHT (EXCLUDING BASEMENT).
Seismic Design Data:
--Site Class D (Assumed)
IF := 1.0 For Seismic Use Group I occupancy (Table 1604.5)
R := 6.5 Light -Framed Wood Walls Shear Panels (Table 1617.6.2)
Ss := 1.25 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short-Period
(Assumed)
S1 :_ .4 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period
(Assumed)
Fa := 1.0 Site Coefficient based on Site Class & SS (Table 1615.1.2(1))
Fv := 1.6 Site Coefficient based on Site Class & S~ (Table 1615.1.2(2))
W Seismic Weight of Structure (Units = LB.)
wx Seismic Weight of Structure at Level x (LB.)
Equation 16-38 Sms ~= Ss'Fa Sms = 1.3
Equation 16-39 Sml ~= S1•Fv Sml = 0.6
Equation 16-40 SDS ~= 3 'Sns SDS = 0.8
Equation 16-41 SD1 ~= 3 •Sml SDt = 0.4
C 1.2•SDS1
Equation 16-56 V := J W Seismic Base Shear
R
V = 0.154 W
1.2•SDS
Equation 16-57 Fx := wX Vertical Shear Distribution
R
Fx = 0.154 wx
(vertical component of earthquake ground motion taken as 0 for allowable stress design)
Lateral forces will be distributed along lines of force/resistance. Lines of force/resistance will
be investigated for both wind and seismic lateral loads.
Plan 2194/2
cascade Residential Design, Inc. 2194-2.mcd
(f2 south 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2 5/11/2004
'el: (253) 284-3170 design TRUC NGUYEN
~ax: (253) 284-3183
WIND DESIGN
USE ANALYTICAL PROCEDURE OF ASCE 7-02 SECTION 6.5.3
ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT
WIND EXPOSURE = B 85 mph WIND SPEED
Equation 6-18 p=gh((GCpf) - (GCp~)]
Mean Roof Height h := 26• ft
qh =Velocity Pressure Evaluated at mean Roof Height h
GCpt=External Pressure Coefficients per Figure 6-10
GCp~ =Internal Pressure Coefficients per Figure 6-5
I{h ;_ ,70 Velocity Pressure Exposure Coefficients at h (Table 6-3)
1Cd := 0.85 Wind Directionality Factor (Table 6-4).
Kzc ;= 1.0 Topographic Factor Coefficients (Figure 6-4).
v:= 85 Wind Speed per Hours (Figure 6-1 ).
I := 1.0 Important Factor (Table 6-1}.
Equation 6-15 qh := 0.00256•Kh•Klt•ICd•v2•[ qh = 11
GCp;W :_ .18 +/- Internal Pressure Coefficients Windward Surface (Figure 6-5)
GCpi1 :_ .18 +/- Internal Pressure Coefficients Leeward Surface (Figure 6-5)
GCpf := GCpiW - GCpil GCpf = 0
GCpfW :_ .80 External Pressure Coefficients Windward Surface (Conservatively taken from Figure 6-10)
GCpfl :_ -.64 External Pressure Coefficients Leeward Surface (Conservatively taken from Figure 6-10)
GCpf := GCpfi,, - GCpfl GCpf = 1.4
Equation 6-18 p := gh•~GCpf - GCp;~•psf p = 15.81bft 2
Plan 2194/2
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Cascade Residential Design, Inc.
~f02 South 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2
Tel: (253) 284-3170
Fax: (253) 284-3183
WALL AA:
Wind loads per foot: W2 := p• 11 •ft W2 = 174.3 Ib ft 1
Distance between shear wall: L2 := 38•ft
Wall Lenght: Laa :_ (14 + 16)•ft
W2•L2•.5
Check wind force vaa :_ -t
Laa vas; _ 110.4 Ib ft
Check Seismic:
Rf := 15•psf•34•ft• 38 •ft Wa := 10 psf•34•ft•5• t
2
WL := Rf + Wa WL = 11390 Its
0.7V• WL -1
Seismic Force: Eaa := Eaa = 40.91bit
Laa
Overturning Moment on Wall: Plate Height: Pt := 8 1 •ft
laa:= 14•ft OTM:= vaa•laa•Pt OTM = 12519.71bft
Shear Wall Dead Load Resis;ing:
Rf :_ .6.15•psf•1.5•ft•laa " a:= .6•]0•psf•Pt•laa
W := Rf + Wa W = 869.416
DLRM := W, laa DLRM = 6085.8 Ib ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFaa := HDFaa = 459.616
vaa
Base Plate Nailing Spacing
(2001 NDS Table 11 N) 16d" Common Nails, 1 1/2" Side Member Thickness.
Z := 122•(6 CD := 1.33 Z' := Z•Cp Z' = 162.316 Per Nail
_ Z'
Bp ~ vaa Bp = 1.5 ft
Shear Wall Seminary: -
Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force:
vaa = 110.416 R 1 8d nails @ 6" O.C. Eaa = 40.916 ft 1 Bp = 1.5 ft HDFaa = 459.616
Capacity = 242 plt Wind control Design 16d @ 18" o.c.
Holdown Types:
No holdown
5/11 /2004
design TRUC NGUYEN
Plan 219412
Cascade Residential Design, Inc. 2194-2.mcd
102 south 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2 5/11/2004
Tel: (253) 284-3170 design TRUC NGUYEN
Fax: (253)284-3183
WALL BB:
Wind loads per foot: W2 = 174.31bft 1
Distance between shear wall: L2 := 38•ft
Wall Lenght: Lbb :_ (15.5 + 17)•ft
W2•L2•.5
Check wind force vbb :_ -1
Lbb vbb = 101.91b ft
Check Seismic:
Rf := 15•psf•34•ft• 38 •ft Wa := 10•psf•34•ft•5•ft
2
W~ := Rf + Wa WZ = 11390 lb
0.7V• WZ -1
Seismic Force: Ebb ~= Ebb = 37.71bft
Lbb
Overturning Moment on Wall: Plate Height: Pt := 8.1•fr
lbb := 15.5•ft OTM := vbb•lbb•Pt OTM = 12794.91bft
Shear Wall Dead Load Resisting:
Rf :_ .6.15•psf•1.5•ft•lbb Wa:= .6.10•psf•Pt•Ibb
W := Rf + Wa W = 962.5 lb
lbb
DLRM := W - DLRM = 7459.8 Ib ft
2
Holdown Force & Net Uplift:
HDFbb := OTM -DLRM HDFbb = 344.2 Ib
Base Plate Nailing Spacing
X2001 NDS Table 11 N) 16d" Common Nails, 1 1/2" Side Member Thickness.
Z := 122•lb CD := 1.33 Z' := Z•CD Z' = 162.31b Per Nail
Z'
Bp :_ -
vbb Bp = 1.6 ft
Shear Wall Seminary:
Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: Holdown Types:
vbb = 101.91b ft 1 8d nails @ 6" O.C. Ebb = 37.71b ft 1 Bp = 1.6 ft HDFbb = 344.21b No Holdown
Capacity = 242 plt
Wind control Design 16d @ 20" o.c.
Plan 2194/2
,Cascade Residential Design, Inc. 2194-2.mcd
1Q2 South 26th St. Tacoma, WA 98402 PRaJECT :Plan 2194/2 5/12/2004
Tel: (253) 284-3170 design TRUC NGUYEN
Fax: (253)284-3183
WALL CC:
Wind loads per foot: W2 = 174.31bft 1
Distance between shear wall: L1 := 34•ft
Wall Lenght: Lcc :_ (4 + 10 + 8.5 + 4)•ft
W2•L1 •.5
Check wind force vcc := vcc = 111.8 lb ft 1
Lcc
Check Seismic:
Rf:= 15•psf•38•ft•34•ft Wa:= 10•psf•38•ft•5•ft
2
Wz := Rf + Wa Wz = 115901b
0.7V• Wz -1
1 lb ft
Seismic Force: Ecc := Ecc = 47.
Lcc
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
lcc := 4•ft OTM := vcc•Icc•Pt OTM = 3623.21b ft
Shear Wall Dead Load Resisting:
Rf :_ .6.16•psf•17.5•ft•lcc Wa:= .6.10•psf•Pt•lcc
W := Rf + Wa W = 866.41b
DLRM := W. lcc DLRM = 1732.8 lb ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFcc := HDFcc = 472.61b
Icc
Base Plate Nailing Spacing
(2001 Table 11N)16d" Common Nails, 1 112" Side Member Thickness.
Z := 122•lb Cv := 1.33 Z' := Z•Cp Z' = 162.31b Per Nail
Z'
_
Bp • vcc Bp = 1.5 ft
Shear Wall Seminary:
Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force:
vcc = 111.81b ft 1 8d nails @ 6" O.C. Ecc = 47.1 lb ft 1 Bp = l .5 ft HDFcc = 472.6 -b
Capacity = 242 plt Wind control Design 16d @ 18" o.c.
Holdown Types:
No Holdown.
Plan 2194/2
Cascade Residential Design, Inc. 2194-2.mcd
102 South 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2 5/12/2004
iei': (253) 284-3170 design TRUC NGUYEN
Fax: (253) 284-3183
WALL DD:
Wind loads per foot: W2 = 174.3 Ib tt 1
Distance between shear wall: L1 := 34•ft
Wall Lenght: Ldd :_ (4 + 8.5)•ft
W2•L1•.5
Check wind force vdd :_ -1
Ldd vdd = 237.116 ft
Check Seismic:
Rf:= 15•psf•38•ft•34•ft Wa:= 10•psf•38•ft•5•ft
2
WZ := Rf + Wa WZ = 1159016
0.7V• Wz -1
Seismic Force: Edd := Edd = 99.9 lb ft
Ldd
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
ldd := 4•ft OTM := vdd•Idd•Pt OTM = 7681.31bft
Shear Wall Dead Load Resisting:
Rf :_ .6.15•psf•2•ft•Idd Wa:= .6.10•psf•Pt•ldd
W := Rf + Wa W = 266.41b
DLRM := W. lad DLRM = 532.81bft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFdd := HDFdd = 1787.1 Ib
Base Plate Nailing Spacing
(2001 NDS) Table 11 N) 16d" Common Nails, 1 112" Side Member Thickness.
Z := 122•lb CD := 1.33 Z' := Z•CD Z' = 162.31b Per Nail
Z'
p vdd p
Shear Wall Seminary:
Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: Holdown Types:
vdd = 237.1 lb ft 1 8d nails @ 6" O.C. Edd = 99.91bft 1 Bl, = 0.7 ft HDFdd = 1787.1 16 Simpson Holdown
Capacity = 242 plt Wind control Design 16d (cD 8" o.c. MST37
Plan 2194/2
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MAIN FLOOR PL~I
C ~
~s
~~_:
l~
Cascade Residential Design, .c.
102 South 26th St. Tacoma, WA 98402
Tel: (253) 284-3170
Fax: (253) 284-3183
2194-2.mcd
PROJECT :Plan 2194/2 5/12/2004
design TRUC NGUYEN
WALL A:
Wind loads per foot: W1 := p•10•ft W1 = 158.SIb$ 1 W2 = 174.31bft 1
Distance between shear wall: L4 := 18•ft L2 := 38•ft
Wall Lenght: La := (15 + 14)•ft
~W1•L4•.5) + ~W2•L2•.5)
Check wind force va := va = 163.41b ft 1
La
Check Seismic:
Rf:= 15•psf•38•ft•38•ft Wa:= 10•psf•38•ft•12.5•ft F1 := 12•psf•38•ft•18•ft
2 2
WZ := Rf + Wa + Fl WZ = 19684 lb
0.7V• WZ -1
Seismic Force: Ea := Ea = 73.1 lb ft
La
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
La:= 14•ft OTM := va•La Pt OTM = 18528.61bft
Shear Wall Dead Load Resisting:
Rf :_ .6.15•psf•1.5•ft•La Wa:= .6.10•psf•Pt•2•La Fl :_ .6.12•psf•1.3•ft•La
W := Rf + Wa + Fl W = 1680.81b
La
DLRM := W - DLRM = 11765.916 ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFa := HDFa = 483.1 lb
La
Anchor Bolt Spacing
{2001 NDS Table 11 E) 518" Dia. Anchor Bolt 1 1/2" Side Member Thickness.
As := 830•lb CD := 1.33 Z := As•CD Z = 1103.91b Per Bolt
Z
As := va As = 6.8 ft
Shear Wall Seminary:
Wind force: Nailing Type: Seismic Force: A. B. Spacing
va = 163.41b ft 1 $d nails @ 6" O.C. Ea = 73.1 lb ft 1 As = 6.8 ft
Capacity = 242 plt Wind control Design 5/8" A. B. @ 48" o.c.
Holdown Force: Holdown Types:
HDFa = 483.1 lb No Holdown
Plan 2194/2
V Q~7MQLI Ci 1\~iJ1YG11 ~IQI VG.711~. 111 ./IV.
102 South 26th St. Tacoma, WA 98402
Tsl: (253) 284-3170
Fax: (253) 284-3183
2194-2. mcd
PROJECT :Plan 2194/2 5/12/2004
design TRUC NGUYEN
WALL B:
Wind loads per foot: W1 := p•10•ft W1 = 158.Slbft 1 W2 = 174.31bft 1
Distance between shear wall: L3 := 20•ft L2 := 38•ft
Wall Length: Lb := 38•ft
~W1•L3•.5~ + ~W2•L2•.5~
Check wind force vh •-
Check Seismic:
Rf := 15•psf•38•fr• 38 •ft
2
Lb
vb = 128.91b ft 1
Wa:= 10•psf•38•ft•15•ft F1 := 12•psf•38•ft•38•ft
2
WZ := Rf + Wa + Fl WZ = 25194 Ib
.7•V•Wz -1
Seismic Force: Eb := Eb = 71.41b ft
Lb
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
Lb := 38fr OTM := vb•Lb•Pt OTM = 39664.4 Ib ft
Shear Wall Dead Load Resisting:
Rf :_ .6.15•psf•1.5•ft•Lb Wa:= .6.10•psf•Pt•2•Lb Fl := .6.12•psf•1.3•ft•Lb
W := Rf + Wa + Fl W = 4562.3 lb
Lb
DLRM := W•- DLRM = 86683.316ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFb := HDFb = -1237.3 lb
Lb
Anchor Bolt Spacina (2001 NDS Table 11 E
5/8" Dia. Bolt 81 1 1/2" Plate Thickness.
As := 830•lb Cp := 1.33 ZB := As•Cp Zg = 1103.91b
ZB Per Bolt
vb
Shear Wall Summary:
Wind force: Nailing Type: Seismic Force:
vb = 128.91b ft 1 8d nails @ 6" O.C. Eb = 71.41b ft 1
Capacity = 242 plf
A. B. Spacing Holdown Force: Holdown Types:
As = 8.6 ft HDFb = -1237.3 lb No Holdown
5/8" A.B.
48" o.c.
Plan 219412
~.
Cascade Residential Design, inc.
102 South 26th St. Tacoma, WA 98402
TAI: (253) 284-3170
Fax: (253)284-3183
PROJECT :Plan 2194/2
2194-2.mcd
5/12/2004
design TRUC NGUYEN
WALL C:
Wind loads per foot: W 1 = 158.5 lb ft 1 W2 = 174.31b ft 1
Distance between shear wall: L4 := 18•ft L1 := 34•ft
Wall Lenght: Lc :_ (4 + 7 + 5 + 7)•ft
(W1•L4•.5) + ~W2•LI•.5~
Check wind force vc :_ -1
Lc vc = 190.91b ft
Check Seismic:
Rf := 15•psf•38•ft• 34•ft FI := 12•psf•38•ft• 18•ft Wa:= 10•psf•38•ft•12.5•ft
2 2
WZ := Rf + Fl + Wa WZ = 185441b
0.7V• WZ -1
Seismic Force: Ec := Ec = 86.8 lbft
Lc
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
Lc := 4•ft OTM := vc•L~ Pt OTM = 6183.81bft
Shear Wall Dead Load Resisting:
Rf :_ .6.15•psf•17.5•ft•Lc Fl := .6.12•psf•6•ft•Lc Wa:= .6.10•psf•Pt•2•Lc
W:=Rf+FI+Wa W=1191.61b
L
DLRM := W ~ DLRM = 2383.21bft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFc := HDFc = 950.1 Ib
Lc
Anchor Bolt Spacing
(2001 NDS Table 11 E) 5/8" Dia. Anchor Bolt 1 112" Side Member Thickness.
As := 830•lb CD := 1.33 Z := As•Cp Z = 1103.91b Per Bolt
Z
As := vc As = 5.8 ft
Shear Wall Seminary:
Wind force: Nailing Type: Seismic Force: A. B. Spacing
vc = 190.916 ft 1 8d nails @ 6" O.C. Ec = 86.81bft 1 As = 5.8ft
Capacity = 242 plt
Wind control Design 518" A.B. @ 48" o.c.
Holdown Force: Holdown Types:
HDFc = 950.1 lb No Holdown.
i3
Plan 219412
Cascade Residential Design, ..~c.
102 South 26th St. Tacoma, WA 98402
Tel: (253) 284-3170
Fax: (253) 284-3183
PROJECT :Plan 2194/2
2194-2.mcd
11 /5/2004
design TRUC NGUYEN
WALL D:
Wind loads per foot
Distance between sl
Wall Length:
Check wind force
Check Seismic
WI := p•10•ft W1 = 158.SIbft-I
year wall: L2 := 38•ft
WI •L2•.5
vd :_
Ld vd = 334.61bft-1
Rf:= 15•psf•38•ft•38•ft FI:= 12•psf•38•ft•20•ft
2 2
WZ := Rf + Fl + Wa W7 = 20140 Ib
0.7V• WZ -I
Seismic Force: Ed := Ld Ed = 241 lb ft
Overturning Moment on Wall: Plate Height: Pt := 8.1•ft
Ld := 4.5•ft OTM := vd•Ld•Pt OTM = 12194.6 lbft
Shear Wall Dead Load Resisting~
Wa:= 10•psf•38•ft•12.5•ft
7/16" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity = 339 plf
Sesmic Capacity = 242 plf
Rf:_.G•IS•psf•2•ft•Ld Fl :_.6.12•psf•5.5•ft•Ld Wa:=.6.10•psf•Pt•2•Ld
W := Rf + Fl + Wa W = 696.61b
Ld
DLRM := W•- DLRM = 1567.3 lb ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFd := HDFd = 230,1 C, Ih
~o
Anchor Bolt Spacing
(2001 NDS Table 11 E) 5/8" Dia. Anchor Bolt 1 1/2" Side Member Thickness.
As := 830•lb CD := 133 Z := As•Cp Z = 1103.91b Per Bolt
Z
As :_ -
vd As=3.3ft
Shear Wall Summary:
Wind force: Seismic Force: A. B. Spacino Holdown Force:
vd = 334.616 ft-~ Ed = 241 lb ft-t As = 3.3 ft HDFd = 2361.61b
5/8" A.B. @ 36" o.c.
Holdown Types:
Simpson STHD8RJ
Plan 219412
~ Ll
,ascade Residential Design, ...c. 2194-?_.rrtc;d
02 South 26th St. Tacoma, WA 98402 PROJECT :Plan 2194/2 10/7/2004
~I: (253) 284-3170 design TRUC NGUYEN
ax: (253) 284-3183
WALL E:
Wind loads per foot:
Distance between shear wall:
WI = 158.SIbft I
L4 := 1 R• ft L3 := 20•ft
Wall Lenglrt: I.e :_ (4 + 10)~fi
WI~(L3 + L4)•.5
Check wind force ve :_ -I
f.e ve = ? 15.1 Ib ft
Check Seismic:
18 + 20
Wa:= IO~psf~3&ft~_5~tt F1 := l2•psf•38•ft• •ft
2
W, := Wa + hI W~ = 10564 Ib
0.7V•W, -I
Seismic Force: f:~ := E~ = 81.3 Ib tt
Le
Overturnirul Moment on Wall: Plate Height: Pt := B.I~ti
1 ~ := 4 ft O"I'M := ve~ L~~ Pt OTM = 6968.3 Ib ft
'~ Shear Wall Dead Load Resisting:
Wa:-= .6~10~psf~Pt~L~ Fl := .6.12~psf•l0~ft-L~
W := Wa + f I W = 482.4Ih
(.~.
Ul.[ZM := W~- DLRM = 964.81bft
Holdown Force & Net Uplift:
O'I'M -DLRM
II)t~c := HDPe = 1500.9 Ib
t_~
Anchor Bolt Spacing
(2001 NDS Table 11 E) 5/8" Dia. Anchor Bolt 1 1/2" Side Member Thickness.
~~ := 830-Ih Cp := 1.33 L, := A,•C'p l = 1103.91b Per Bolt
I.
As = -
~.~ As=5.1Pt
Shear Wall Seminary:
Winci force: Nailing Type: Seismic Force: A.B. Spacing
ve = 215. I Ih ft- I 8d nails @ 6" O.C. I:~ = 81.3 Ih fl-I As = 5.1 ft
Capacity = 242 plf Wind control Design 5/8" A. B. @ 48" o.c.
Holdown Force: Holdown Types:
HDFe = 1500.9 Ih Simpson Holdown.
HPAHD22
Plan 2194/2
~~
,Cascade Residential Desic ~'~ ~c.
102 South 26th Street
Tacoma, WA 98402
Te1:253-284-3170
Fax: 253-284-3183
User: KW-0605873, Ver5.8.0, 1-Dec-2003
(c11 98 3-2003 ENERCALC Enoineerino Software
Title
Dsgnr:
Description
Job #
Date: 5:53PM, 7 MAY 04
Scope
General Timber Beam
Page 1
2194-2. ecw: Calculations
Description Beam1
General Information Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined
Section Name 6x8 Center Span 3.00 ft .....Lu 0.00 ft
Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir-South, No.2
Fb Base Allow 825.0 psi
Load Dur. Factor 1.000 Fv Allow 165.0 psi
Beam End Fixity Pin-Pin Fc Allow 520.0 psi
E 1,000.0 ksi
Full Length Uniform Loads
Center DL 263.00 #/ft LL 438.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary r Beam Design OK
Span= 3.OOft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin
Max Stress Ratio 0.222: 1
Maximum Moment 0.8 k-ft Maximum Shear " 1.5 0.9 k
Allowable 3.5 k-ft Allowable 6.8 k
Max. Positive Moment 0.79 k-ft at 1.500 ft Shear: @ Left 1.05 k
Max. Negative Moment 0.00 k-ft at 3.000 ft @ Right 1.05 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.004 in
Max. M allow 3.54
Reactions... @ Right 0.000 in
fb 183.53 psi fv 22.33 psi Left DL 0.39 k Max 1.05 k
---- Fb 825.00 psi Fv 165.00 psi Right DL 0.39 k Max 1.05 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.002 in -0.007 in Deflection 0.000 in 0.000 in
...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0
...Length/Deft 14,523.0 5,448.71 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.004 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs ~
Bending Analysis
Ck 28.235 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2
Cf 1.000 Rb 0.000 CI 1051.500
Max Moment Sxx Reo'd Allowable fb
@ Center 0.79 k-ft 11.47 in3 825.00 psi
@ Left Support 0.00 k-ft 0.00 in3 825.00 psi
@ Right Support 0.00 k-ft 0.00 in3 825.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.92 k 0.92 k
Area Required 5.583 in2 5.583 in2
Fv: Allowable 165.00 psi 165.00 psi
Bearing @ Supports
Max. Left Reaction 1.05 k Bearing Length Req'd 0.368 in
Max. Right Reaction 1.05 k Bearing Length Req'd 0.368 in
1~
Cascade Residential Design, ...
102 South 26th St. Tacoma, WA 98402
TPI: (253) 284-3170
Fax: (253) 284-3183
PROJECT :Plan 2194/2
2194-2. mcd
5/12/2004
design TRUC NGUYEN
WALL F:
Wind loads per foot: W 1 = 158.5 lb ft 1
Distance between shear wall: L4 := 18•ft L3 := 20•ft
Wall Lenght: Lf := 20•ft
Check wind force of :_ -1
Lf of = 150.61b ft
Check Seismic:
18+20
Wa:= 10•psf•38•ft•5•ft Fl := 12•psf•38•ft• •ft
2
WZ := Wa + Fl WZ = 10564 lb
0.7V• WZ -1
Seismic Force: Ef:= Ef = 56.91bft
Lf
Overturning Moment on Wall: Plate Height: Pt := 8.1 •ft
Lg:= 20•ft OTM := vf•Lp•Pt OTM = 24389.1 lbft
Shear Wall Dead Load Resisting:
Wa:= .6.10•psf•Pt•Lg F1 := .6.12•psf•1.3•ft•Lg
W := Wa + Fl W = 1159.2 lb
L
DLRM := W• f DLRM = 115921b ft
2
Holdown Force & Net Uplift:
OTM -DLRM
HDFf := HDFf = 639.91b
~~
Anchor Bolt Spacing
(2001 NDS Table 11E) 518" Dia. Anchor Bolt 1 1/2" Side Member Thickness.
As := 830•lb CD := 1.33 Z := As•CD Z = 1103.91b Per Bolt
Z
As :_ of As = 7.3 ft
Shear Wall Seminary:
Win_, d force: Nailing Type: Seismic Force: A. B. Spacing
of = 150.61bft 1 8d nails @ 6" O.C. Ef = 56.91bft 1 As = 7.3 ft
Capacity = 242 plf Wind control Design 5/8" A.B. @ 48" o.c.
Holdown Force: Holdown Tyoes:
HDFf = 639.91b No Holdown.
Plan 2194/2
~~
1FR COIM'tON TRI155E
15 PER I'ffR SPECS.
MFR MONO TRIJ:
AS PER MFR 5F
~` .t r
1 fir/ ~i • , 1 ~"7 ' ~~ ~ /~'O ,
.fit X_
~~
~ ~'
Cascade Residential Desi nc.
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
------- --------
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Title
Dsgnr:
Description
Scope
General Timber Beam
Job #
Date: 5:54PM, 7 MAY 04
- _ -- -
Page 1
2194-2.ecw: Calculations
Description Beam3
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6x10 Center Span 12.00 ft .....Lu 0.00 ft
Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Hem Fir, No.2
Fb Base Allow 675.0 psi
Load Dur. Factor 1.000 Fv Allow 140.0 psi
Beam End Fixity Pin-Pin Fc Allow 405.0 psi
E 1,100.0 ksi
Full Length Uniform Loads 1
Center DL 60.00 #/ft LL 100.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 12.OOft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin
Max Stress Ratio o.s19 ; 1
Maximum Moment 2.9 k-ft Maximum Shear "` 1.5 1.3 k
Allowable 4.7 k-ft AIiOWabie 7.3 k
Max. Positive Moment 2.88 k-ft at 6.000 ft Shear: @ Left 0.96 k
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.96 k
Max @ Left Support 0.00 k-ft Camber: @ Left O.000in
Max @ Right Support 0.00 k-ft @ Center 0.097 in
Max. M allow 4.65
Reactions... @ Right 0.000 in
fb 417.75 psi fv 24.03 psi Left DL 0.36 k Max 0.96 k
Fb 675.00 psi Fv 140.00 psi Right DL 0.36 k Max 0.96 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.065 in -0.173 in Deflection 0.000 in 0.000 in
...Location 6.000ft 6.000ft ...Length/Deft 0.0 0.0
...Length/Deft 2,223.6 833.86 Right Cantilever...
Camber (using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.097 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs -- ---
Bending Analysis
Ck 32.739 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2
Cf 1.000 Rb 0.000 CI 960.000
Max Moment Sxx Reo'd Allowable fb
@ Center 2.88 k-ft 51.20 in3 675.00 psi
@ Left Support 0.00 k-ft 0.00 in3 675.00 psi
@ Right Support 0.00 k-ft 0.00 in3 675.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 1.26 k 1.26 k
Area Required 8.969 in2 8.969 in2
Fv: Allowable 140.00 psi 140.00 psi
Bearing @ Supports
Max. Left Reaction 0.96 k Bearing Length Req'd 0.431 in
Max. Right Reaction 0.96 k Bearing Length Req'd 0.431 in
~~
Cascade Residential Desiy.., inc.
102 South 26th Street
- .Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c11983-2003 ENERCALC Enaineerinq Software
Title
Dsgnr:
Description
Scope
General Timber Beam
Page 1
2194-2. ecw: Calculations
Description Beam4
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 3.125x12 Center Span 9.00 ft .....Lu 0.00 ft
Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft
Member Type GluLam Douglas Fir, 24F - V8
Fb Base Allow 2,400.0 psi
Load Dur. Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 1.700.0 ksi
Trapezoidal Loads
#1 DL @ Left 75.00 #/ft LL @ Left 125.00 #!ft Start Loc 0.000 ft
DL @ Right 75.00 #!ft LL @ Right 125.00 #/ft End Loc 4.000 ft
#2 DL @ Left 60.00 #/ft LL @ Left 100.00 #!ft Start Loc 4.000 ft
DL @ Right 60.00 #/ft LL @ Right 100.00 #/ft End Loc 9.000 ft
Beam Design OK
Span= 9.OOft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin-Pin
Max Stress Ratio 0.119 : 1
Maximum Moment 1.8 k-ft Maximum Shear'` 1.5 1.0 k
Allowable 15.0 k-ft Allowable 9.0 k
Max. Positive Moment 1.78 k-ft at 4.284 ft Shear: @ Left 0.84 k
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.76 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.019 in
Max. M allow 15.00
Reactions... @ Right 0.000 in
fb 285.43 psi fv 26.00 psi Left DL 0.32 k Max 0.84 k
- Fb 2,400.00 psi Fv 240.00 psi Right DL 0.28 k Max 0.76 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.013 in -0.034 in Deflection 0.000 in 0.000 in
...Location 4.464 ft 4.464 ft ...Length/Deft 0.0 0.0
...LengthlDefl 8,456.9 3,171.33 Right Cantilever...
Camber (using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.019 in ...Length/Dell 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
-
-- - --
LStress Calcs ~
Bending Analysis
Ck 21.584 Le 0.000 ft Sxx 75.000 in3 Area 37.500 in2
Cv 1.000 Rb 0.000 CI 844.444
Max Moment Sxx Reo'd Allowable fb
@ Center 1.78 k-ft 8.92 in3 2,400.00 psi
@ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi
@ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.98 k 0.90 k
Area Required 4.063 in2 3.750 in2
Fv: Allowable 240.00 psi 240.00 psi
Bearing @ Supports
Max. Left Reaction 0.84 k Bearing Length Req'd 0.416 in
Max. Right Reaction 0.76 k Bearing Length Req'd 0.372 in
Job #
Date: 12:49PM, 12 MAY 04
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UPPER FLOOR ~R~4MINC~ PL~t
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~~
~~
- ,Cascade Residential Desi; nc.
102 South 26th Street
Tacoma, WA 98402
Te1:253-284-3170
Fax: 253-284-3183
Rev: 580000
User: KW-0605873 Ver 5.8.0 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Title
Dsgnr:
Description
Job #
Date: 5:54PM, 7 MAY 04
Scope
General Timber Beam
....Page -1
2194-2.ecw: Calculations
Description Beams
General Information Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined
Section Name 6x10 Center Span 6.00 ft .....Lu 0.00 ft
Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir -Larch, No.2
Fb Base Allow 875.0 psi
Load Dur. Factor 1.000 Fv Allow 170.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,300.0 ksi
- -- --
~Trapezoidal Loads
#1 DL @ Left 415.00 #/ft LL @ Left 678.00 #/ft Start Loc 0.000 ft
DL @ Right 415.00 #/ft LL @ Right 678.00 #/ft End Loc 3.500 ft
#2 DL @ Left 84.00 #/ft LL @ Left 280.00 #/ft Start Loc 3.500 ft
DL @ Right 84.00 #Ift LL @ Right 280.00 #/ft End Loc 5.000 ft
Point Loads
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 3.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 6.OOft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin
Max Stress Ratio 0.829: 1
Maximum Moment 5.0 k-ft Maximum Shear * 1.5 3.7 k
Allowable 6.0 k-ft Allowable a.9 k
Max. Positive Moment 5.00 k-ft at 3.024 ft Shear: @ Left 3.31 k
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.12 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.048 in
Max. M allow 6.03
Reactions... @ Right O.000in
fb 725.63 psi fv 70.84 psi Left DL 1.50 k Max 3.31 k
Fb 875.00 psi Fv 170.00 psi Right DL 1.13 k Max 2.12 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.032 in -0.061 in Deflection 0.000 in 0.000 in
...Location 3.000 ft 2.952 ft ...Length/Defl 0.0 0.0
...Length/Dell 2,265.5 1,178.77 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.048 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
• Cascade Residential Desig
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Beams
LStress Calcs
~~, Title
Dsgnr:
Description
Job #
Date: 5:54PM, 7 MAY 04
Scope
General Timber Beam
Page 2
2194-2.ecw: Calculations
Bending Analysis
Ck 31.260 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2
Cf 1.000 Rb 0.000 CI 3306.895
Max Moment Sxx Read Allowable fb
@ Center 5.00 k-ft 68.61 in3 875.00 psi
@ Left Support 0.00 k-ft 0.00 in3 875.00 psi
@ Right Support 0.00 k-ft 0.00 in3 875.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 3.70 k 3.17 k
Area Required 21.772 in2 18.667 in2
Fv: Allowable 170.00 psi 170.00 psi
Bearing @ Supports
Max. Left Reaction 3.31 k Bearing Length Req'd 0.962 in
Max. Right Reaction 2.12 k Bearing Length Req'd 0.615 in
~~
Cascade Residential Design, inc.
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-2_84-3183
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Beam6
Title
Dsgnr:
Description
Scope
General Timber Beam
Job #
Date: 12:51 PM, 12 MAY 04
Page 1
[General InformatlOn Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined ~
Section Name 5.125x9.0 Center Span 8.OOft .....Lu 0.00 ft
Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.000 in Right Cantilever ft .....Lu 0.00 ft
Member Type GluLam Douglas Fir, 24F - V8
Fb Base Allow 2,400.0 psi
Load Dur. Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 1,700.0 ksi
Trapezoidal Loads
#1 DL @ Left 427.00 #/ft LL @ Left 718.00 #/ft Start Loc 0.000 ft
DL @ Right 427.00 #/ft LL @ Right 718.00 #/ft End Loc 4.000 ft
#2 DL @ Left 84.00 #/ft LL @ Left 280.00 #/ft Start Loc 4.000 ft
DL @ Right 84.00 #/ft LL @ Right 280.00 #/ft End Loc 8.000 ft
Point Loads
Live Load Ibs
...distance 4.000 ft
1 Summary ~
Ibs Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft 0.000 ft
Span= 8.OOft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin-Pin
Max Stress Ratio 0.639: ~
Maximum Moment 8.8 k-ft
Allowable 13.8 k-ft
Max. Positive Moment 8.84 k-ft at 3.936 ft
Max. Negative Moment 0.00 k-ft at 8.000 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Maximum Shear" 1.
Allowable
Shear:
Camber:
Max. M allow 13.84 Reactions...
fb 1,533.02 psi fv 118.90 psi Left DL 2.06 k
Fb 2,400.00 psi Fv 240.00 psi Right DL 1.38 k
Deflections
Center Span... Dead Load
Deflection -0.093 in
...Location 3.904 ft
...Length/Deft 1,028.8
Camber (using 1.5 * D.L. Defl) ...
@ Center 0.140 in
@ Left 0.000 in
@ Right 0.000 in
-0.180 in ~v -Deflection
3.872 ft ...Length/Deft
532.38 Right Cantilever...
Deflection
...Length/Deft
Ibs Ibs
0.000 ft 0.000 ft
Beam Design OK
5.5 k
11.1 k
@ Left 4.50 k
@ Right 2.94 k
@ Left O.000in
@ Center 0.140in
@ Right O.000in
Max 4.50 k
Max 5
2.94 k
0.000 in 0.000 in
0.0 0.0
0.000 in 0.000 in
0.0 0.0
L..'~
'Cascade Residential Design, ,; c.
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
----
Rev: 580000
User: KW-0605873, Ver5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Beam6
Bending Analysis
Ck 21.584 Le 0.000 ft
Cv 1.000 Rb 0.000
Max Moment
@ Center 8.84 k-ft
@ Left Support 0.00 k-ft
@ Right Support 0.00 k-ft
Shear Analysis @ Left Support
Design Shear 5.48 k
Area Required 22.852 in2
Fv: Allowable 240.00 psi
Bearing @ Supports
Max. Left Reaction 4.50 k
Max. Right Reaction 2.94 k
Title
Dsgnr:
Description
Scope
General Timber Beam
Job #
Date: 12:51 PM, 12 MAY 04
Page 2
2194-2. ecw: Calculations
Sxx 69.188 in3 Area 46.125 in2
CI 4498.998
Sxx Read Allowable fb
44.19 in3 2,400.00 psi
0.00 in3 2,400.00 psi
0.00 in3 2,400.00 psi
@ Right Support
4.00 k
16.682 in2
240.00 psi
Bearing Length Req'd 1.351 in
Bearing Length Req'd 0.882 in
~~
Cascade Residential Desi;
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Beam?
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10 Center Span 5.OOft .....Lu 0.00 ft
Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir -Larch, No.2
Fb Base Allow 900.0 psi
Load Dur. Factor 1.000 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,600.0 ksi
l Trapezoidal Loads
#1 DL @ Left 138.00 #/ft LL @ Left 460.00 #/ft Start Loc 0.000 ft
DL @ Right 138.00 #/ft LL @ Right 460.00 #/ft End Loc 0.000 ft
#2 DL @ Left 108.00 #/ft LL @ Left 360.00 #/ft Start Loc 0.000 ft
DL @ Right 108.00 #/ft LL @ Right 360.00 #/ft End Loc 0.000 ft
Beam Design OK
~c.
Span= S.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin
Max Stress Ratio 0890: 1
Maximum Moment 3.3 k-ft Maximum Shear * 1.5 2.s k
Allowable 3.7 k-ft Allowable 5.8 k
Max. Positive Moment 3.33 k-ft at 2.500 ft Shear: @ Left 2.66 k
Max. Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.66 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.014 in
Max. M allow 3.74
Reactions... @ Right 0.000 in
fb 800.92 psi fv 85.94 psi Left DL 0.61 k Max 2.66 k
Fb 900.00 psi Fv 180.00 psi Right DL 0.61 k Max 2.66 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.009 in -0.041 in Deflection 0.000 in 0.000 in
...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0
...Length/Deft 6,406.1 1,478.34 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.014 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
~ Stress Calcs
'~
Bending Analysis
Ck 34.'195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2
Cf 1.000 Rb 0.000 CI 2664.999
Max Moment Sxx Reo'd Allowab~fb
@ Center 3.33 k-ft 44.42 in3 900.00 psi
@ Left Support 0.00 k-ft 0.00 in3 900.00 psi
@ Right Support 0.00 k-ft 0.00 in3 900.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 2.78 k 2.78 k
Area Required 15.457 in2 15.457 in2
Fv: Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max. Left Reaction 2.66 k Bearing Length Req'd 1.218 in
Max. Right Reaction 2.66 k Bearing Length Req'd 1.218 in
Title
Dsgnr:
Description
Scope
General Timber Beam
Page 1
2194-2. acw: Calculations
Job #
Date: 5:54PM, 7 MAY 04
7~
. Cascade Residential Des.
102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
- _ _ ---
Rev: 580000
User: KW-0605873, Ver 5.8,0, 1-Dec-2(
,nc. Title
Dsgnr:
Description
Scope
General Timber Beam
Job #
Date: 5:54PM, 7 MAY 04
Page 1
2194-2. ecw: Calculations
Description Beam8
General InfOrmatlOn __ _ _ Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6x8 Center Span 4.OOft .....Lu 0.00 ft
Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 7.500 in .Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir -Larch, No.2
Fb Base Allow 875.0 psi
Load Dur. Factor 1.000 Fv Allow 170.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,300.0 ksi
Full Length Uniform Loads
Center DL 110.00 #/ft LL 90.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 4.OOft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin
Max Stress Ratio o.1os : 1
Maximum Moment 0.4 k-ft Maximum Shear'' 1.5 0.4 k
Allowable 3.8 k-ft Allowable 7.0 k
Max. Positive Moment 0.40 k-ft at 2.000 ft Shear: @ Left 0.40 k
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.40 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.004 in
Max. M allow 3.76
Reactions... @ Right 0.000 in
fb 93.09 psi fv 10.01 psi Left DL 0.22 k Max 0.40 k
Fb 875.00 psi Fv 170.00 psi Right DL 0.22 k Max 0.40 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.003 in -0.005 in Deflection 0.000 in 0.000 in
...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0
...Length/Deft 19,043.5 10,473.91 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.004 in ...Length/Defl 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
- - -
~ Stress Calcs
Bending Analysis
Ck 31.260 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2
Cf 1.000 Rb 0.000 CI 400.000
Max Moment Sxx Reo'd Allowable fb
@ Center 0.40 k-ft 5.49 in3 875.00 psi
@ Left Support 0.00 k-ft 0.00 in3 875.00 psi
@ Right Support 0.00 k-ft 0.00 in3 875.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.41 k 0.41 k
Area Required 2.428 in2 2.428 in2
Fv: Allowable 170.00 psi 170.00 psi
Bearing @ Supports
Max. Left Reaction 0.40 k Bearing Length Req'd 0.116 in
Max. Right Reaction 0.40 k Bearing Length Req'd 0.116 in
~1
Cascade Residential Desic tc.
102 South 26th Street
Tacoma, WA 98402
- ~ Te1:253-284-3170
Fax: 253-284-3183
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Title
Dsgnr:
Description
Job #
Date: 5:54PM, 7 MAY 04
Scope
General Timber Beam
Page 1
2194-2. ecw: Calculations
Description Beam9
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 3.5x11.875 Center Span 14.00 ft .....Lu 0.00 ft
Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Truss Joist -MacMil lan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Load Dur. Factor 1.000 Fv Allow 290.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 2,000.0 ksi
Full Length Uniform Loads
Center DL 132.00 #/ft LL 440.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary , Beam Design OK
Span= 14.OOft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.705: 1
Maximum Moment 14.0 k-ft Maximum Shear' 1.5 5.2 k
Allowable 19.9 k-ft Allowable 12.1 k
Max. Positive Moment 14.01 k-ft at 7.000 ft Shear: @ Left 4.00 k
Max. Negative Moment 0.00 k-ft at 14.000 ft @ Right 4.00 k
Max @ Left Support 0.00 k-ft Camber: @ Left O.000in
Max @ Right Support 0.00 k-ft @ Center 0.175 in
Max. M allow 19.88
Reactions... @ Right 0.000 in
fb 2,044.37 psi fv 124.85 psi Left DL 0.92 k Max 4.OOk
Fb 2,900.00 psi Fv 290.00 psi Right DL 0.92 k Max 4.00 k
Deflections
Center Span...
Dead Load
Total Load ----
Left Cantilever... -
Dead Load
Total Load
Deflection -0.117 in -0.506 in Deflection 0.000 in 0.000 in
...Location 7.000 ft 7.000 ft ...Length/Deft 0.0 0.0
...Length/Deft 1,438.4 331.93 Right Cantilever...
Camber (using 1.5 ` D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.175 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
LStress Calcs ~
Bending Analysis
Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2
Cf 1.000 Rb 0.000 CI 4003.998
Max Moment Sxx Reo'd Allowable fb
@ Center 14.01 k-ft 57.99 in3 2,900.00 psi
@ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi
@ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 5.19 k 5.19 k
Area Required 17.894 in2 17.894 in2
Fv: Allowable 290.00 psi 290.00 psi
Bearing @ Supports
Max. Left Reaction 4.00 k Bearing Length Req'd 1.760 in
Max. Right Reaction 4.00 k Bearing Length Req'd 1.760 in
~~
CASC~E
- Residential Design, Inc.
_ __ _..
IO1 `x>uUi .~htn SI. • I;u-urrr~,WA 9£3901
253.~~34 317th L`>3.1 ~'1 3 I f3~3 fax
eniaii:c~a,~ ul~~~r>ix.n~~tcorri.<<rrn
Job Name -r ~=~~---±i ~ _ - _---------- -__ - ---__-----
-~~- -------------- ------_ Job Number -----
Location ----- ~~ Ap ~j~~ ~- ----~--~.~-~~ -- ~~'- -~ --- --- --------- Sheet -- ~~ - -_ - -- of --- --
~`t. r" ~.- -- --.._ .. -- -___
' i 7..
Technical Representative - ----- --- -_____ _ --------- ..-..----- --- - -- BY -~-~-U~ ~- _ ~~_'__ Date ~~ ~ •~- ~" '~'_'
~cade Residential Design, Inc. Title
. _~ South 26th Street Dsgnr:
7-~ Tacoma, WA 98402 Description
• ~j.1 1.~~i.L l.L+~, Tel: 253-284-3170 Scope
f°~gt~~ft?!~ ~~t`~i~11,It~C. Fax: 253-284-3183
Job #
Date: 11:53AM, 5 NOV 04
KeV: StfUUUS
User: KW-0605873, ver 5.8.0, 1-Dec-2003 General Timber Beam
1c11983-2003 ENERCALC Engineering Software
Description Beam10
------ Page -1.
2194-2.ecw:Calculations
General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowablesare user defined
Section Name MicroLam: 1.75x11.87 Center Span 10.OOft .....Lu 0.00 ft
Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft
Member Type Manuf/So.Pine Truss Joist -MacMillan, MicroLam 1.9 E
Fb Base Allow 2,600.0 psi
Load Dur. Factor 1.000 Fv Allow 285.0 psi
Beam End Fixity Pin-Pin Fc Allow 750.0 psi
E 1,900.0 ksi
Fult Length Uniform Loads
::.
Center DL 112.00 #/ft LL 40.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
:::; ,.
Summary
Beam Design OK
Span= 10.OOft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.213 : 1
Maximum Moment 1.9 k-ft Maximum Shear * 1.5
Allowable 8.9 k-ft Allowable
Max. Positive Moment 1.90 k-ft at 5.000 ft Shear: @ Left
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right
Max @ Left Support 0.00 k-ft Camber: @ Left
Max @ Right Support 0.00 k-ft @ Center
Max. M allow 8.91
Reactions... @ Right
fb 554.35 psi fv 44.32 psi Left DL 0.56 k Max
Fb 2,600.00 psi Fv 285.00 psi Right DL 0.56 k Max
0.9 k
5.9 k
0.76 k
0.76 k
0.000 in
0.081 in
0.000 in
0.76 k
0.76 k
Deflections
Center Span... Dead Load Total Load
Deflection -0.054 in -0.074 in
...Location 5.000 ft 5.000 ft
...Length/Deft 2,209.5 1,628.09
Camber (using 1.5 " D.L. Defl) ...
@ Center 0.081 in
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le 0.000 ft Sxx
Cf 1.000 Rb 0.000 CI
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
Max Moment
1.90 k-ft
0.00 k-ft
0.00 k-ft
@ Left Support
0.92 k
3.232 in2
285.00 psi
0.76 k
0.76 k
Left Cantilever... Dead Lvad Total Load
Deflection 0.000 in 0.000 in
...Length/Deft 0.0 0.0
Right Cantilever...
Deflection 0.000 in 0.000 in
...Length/Deft 0.0 0.0
41.130 in3
760.000
Sxx Read
8.77 in3
0.00 in3
0.00 in3
@ Right Support
0.92 k
3.232 in2
285.00 psi
Bearing Length Req'd
Bearing Length Req'd
--
~ _ .. ~ ~.
Area 20.781 in2
Allowable fb
2,600.00 psi
2,600.00 psi
2,600.00 psi
0.579 in
0.579 in
Cascade Residential Desiy.., Inc.
102 South 26th Street
- Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
Rev 580000 - ---
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
fc11983-2003 ENERCALC Enoineerinc Software
Title
Dsgnr:
Description
Job #
Date: 1:01 PM, 12 MAY 04
Scope
General Timber Beam
Page 1
2194-2. ecw: Calculations
Description Beam12
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 3.5x11.875 Center Span 16.00 ft .....Lu 0.00 ft
Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft
Member Type GluLam Truss Joist -MacMillan, Parallam 2.0E
Fb Base Allow 2,900.0 psi
Load Dur. Factor 1.000 Fv Allow 290.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 2,000.0 ksi
LTrapezoidal Loads
#1 DL @ Left 17.00 #/ft LL @ Left 52.00 #/ft Start Loc 0.000 ft
DL @ Right 17.00 #/ft LL @ Right 52.00 #/ft End Loc 14.000 ft
#2 DL @ Left 231.00 #/ft LL @ Left 277.00 #/ft Start Loc 14.000 ft
DL @ Right 231.00 #!ft LL @ Right 277.00 #/ft End Loc 16.000 ft
Point Loads ___ . _ --~
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 14.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary Beam Design OK
- Span= 16.OOft, Beam Width = 3.500in x Depth = 11.875in, E nds are Pin-Pin
Max Stress Ratio 0.644 : 1
Maximum Moment 10.3 k-ft Maximum Shear'' 1.5 7.s k
Allowable 19.9 k-ft Allowable 12.1 k
Max. Positive Moment 10.30 k-ft at 13.952 ft Shear: @ Left 1.22 k
Max. Negative Moment -0.00 k-ft at 16.000 ft @ Right 5.66 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.473 in
Max. M allow 19.88
Reactions... @ Right 0.000 in
fb 1,502.13 psi fv 186.76 psi Left DL 0.78 k Max 1.22 k
Fb 2,900.00 psi Fv 290.00 psi Right DL 4.82 k Max 5.66 k
~_Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.315 in -0.405 in Deflection 0.000 in 0.000 in
...Location 9.088 ft 8.832 ft ...Length/Deft 0.0 0.0
...Length/Deft 608.8 473.54 Right Cantilever...
Camber (using 1.5 " D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.473 in ...Length/Dell 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
~!
Cascade Residential Desi nc.
^ 102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
r Rev: 580000
User: KW-0605873, Ver 5 8.0, 1-Dec-2003
lc11 98 3-2 00 3 ENERCALC Enaineerino Software
Title
Dsgnr:
Description
Job #
Date: 5:54PM, 7 MAY 04
Scope
General Timber Beam
Page 1
2194•Z.ecw: Calculations
Description Beam11
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6x10 Center Span 6.00 ft .....Lu 0.00 ft
Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir -Larch, No.2
Fb Base Allow 875.0 psi
Load Dur. Factor 1.000 Fv Allow 170.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,300.0 ksi
Full Length Uniform Loads
Center DL 206.00 #/ft LL 320.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 6.OOft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin
Max Stress Ratio 0.392 : 1
Maximum Moment 2.4 k-ft Maximum Shear * 1.5 1.8 k
Allowable 6.0 k-ft Allowable 8.9 k
Max. Positive Moment 2.37 k-ft at 3.000 ft Shear: @ Left 1.58 k
Max. Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.58 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.018 in
Max. M allow 6.03
Reactions... @ Right O.000in
fb 343.34 psi fv 33.70 psi Left DL 0.62 k Max 1.58 k
Fb 875.00 psi Fv 170.00 psi Right DL 0.62 k Max 1.58 k
Deflections
--
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.012 in -0.030 in Deflection 0.000 in 0.000 in
...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0
...Length/Deft 6,123.3 2,398.09 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.018 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
~._. __
Bending Analysis
Ck 31.260 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2
Cf 1.000 Rb 0.000 CI 1577.999
Max Moment Sxx Reo'd Allowable fb
@ Center 2.37 k-ft 32.46 in3 875.00 psi
@ Left Support 0.00 k-ft 0.00 in3 875.00 psi
@ Right Support 0.00 k-ft 0.00 in3 875.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 1.76 k 1.76 k
Area Required 10.359 in2 10.359 in2
Fv: Allowable 170.00 psi 170.00 psi
Bearing @ Supports
Max. Left Reaction 1.58 k Bearing Length Req'd 0.459 in
Max. Right Reaction 1.58 k Bearing Length Req'd 0.459 in
~~
- Cascade Residential Desiy.., Inc.
102 South 26th Street
_ Tacoma, WA 98402
Tel: 253-284-3170
Fax:253-284-3183 _
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCAIC Engineering Software
Desc...._....
Stress Calcs
Title
Dsgnr:
Description
Job #
Date: 1:01 PM, 12 MAY 04
Scope
General Timber Beam
Page 2
2194-2. ecw: Calculations
Be••~• 12
Bending Analysis
Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2
Cf 1.000 Rb 0.000 CI 1219.375
Max Moment Sxx Reo'd Allowable fb
@ Center 10.30 k-ft 42.61 in3 2,900.00 psi
@ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi
@ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 1.73 k 7.76 k
Area Required 5.964 in2 26.767 in2
Fv: Allowable 290.00 psi 290.00 psi
Bearing @ Supports
Max. Left Reaction 1.22 k Bearing Length Req'd 0.536 in
Max. Right Reaction 5.66 k Bearing Length Req'd 2.489 in
~~
-Cascade Residential Des;,-., Inc.
102 South 26th Street
- Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-284-3183
Rev: 580000
User: KW-0605873, Ver 5.8.0, 1-Dec-2003
Title
Dsgnr:
Description
Job #
Date: 1:20PM, 12 MAY 04
Scope
General Timber Beam
Page 1
2194-2. ecw: Calcu lations
Description Beam13
[General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 5.125x18 Center Span 20.00 ft .....Lu 0.00 ft
Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft
Member Type GluLam Douglas Fir, 24F - V8
Fb Base Allow 2,400.0 psi
Load Dur. Factor 1.000 Fv Allow 240.0 psi
Beam End Fixity Pin-Pin Fc Allow 650.0 psi
E 1.700.0 ksi
- - --
Trapezoidal Loads
#1 DL @ Left 141.00 #/ft LL @ Left 395.00 #/ft Start Loc 0.000 ft
DL @ Right 141.00 #/ft LL @ Right 395.00 #/ft End Loc 5.500 ft
#2 DL @ Left 206.00 #/ft LL @ Left 370.00 #/ft Start Loc 5.500 ft
DL @ Right 206.00 #/ft LL @ Right 370.00 #/ft End Loc 20.000 ft
Point Loads ~r
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 5.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 20.OOft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin-Pin
Max Stress Ratio o .ss5 : 1
Maximum Moment 46.2 k-ft Maximum Shear * 1.5 13.4 k
Allowable 53.4 k-ft Allowable 22.1 k
Max. Positive Moment 46.22 k-ft at 7.360 ft Shear: @ Left 9.70 k
Max. Negative Moment -0.00 k-ft at 20.000 ft @ Right 7.30 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.683 in
Max. M allow 53.41
Reactions... @ Right 0.000 in
fb 2,004.27 psi fv 145.22 psi Left DL 5.88 k Max 9.70 k
Fb 2,315.91 psi Fv 240.00 psi Right DL 3.58 k Max 7.30 k
---_
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.456 in -0.773 in Deflection 0.000 in 0.000 in
...Location 9.360 ft 9.600 ft ...Length/Dell 0.0 0.0
...Length/Deft .526.8 310.52 Right Cantilever...
Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in
@ Center 0.683 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
J
Cascade Residential Design, Inc.
' 102 South 26th Street
• Tacoma, WA 98402
Tel: 253-284-3170
Fax: 253-2_84-31_83
Rev: 580000
User: KW-D605873, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Desc...~.....~_.
Stress Calcs
L---
Title
Dsgnr:
Description
Job #
Date: 1:20PM, 12 MAY 04
Scope
General Timber Beam
Page 2
2194-2. ecw: Calculations
Bey..
Bending Analysis
Ck 21.584 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2
Cv 0.965 Rb 0.000 CI 9702.748
Max Moment Sxx Reo'd Allowable fb
@ Center 46.22 k-ft 239.51 in3 2,315.91 psi
@ Left Support 0.00 k-ft 0.00 in3 2,315.91 psi
@ Right Support 0.00 k-ft 0.00 in3 2,315.91 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 13.40 k 9.70 k
Area Required 55.818 in2 40.424 in2
Fv: Allowable 240.00 psi 240.00 psi
Bearing @ Supports
Max. Left Reaction 9.70 k Bearing Length Req'd 2.913 in
Max. Right Reaction 7.30 k Bearing Length Req'd 2.191 in
~~
~~ ~ ,~...
AVGEyerhaeuser Business
TJ-Beam(TM) 6.10 Serial Number: 7003013791
004 5'43'31 PM
beam14
11 7/8" TJI® 230 @ 16" o/c
User.2 5!1/2
Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
4 2
is~
Product QBgram is Concefatual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length LivelDead/UpliftlTotal
1 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555
2 Stud wall 3.50" 2.25" 427 / 128 / 0 1 555
Detail Other
A3: Rim Board 1 Ply 1 114" x 11 7/8" 0.8E TJ-Strand Rim Board®
A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board®
-See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 540 -534 1655 Passed (32%) Rt. end Span 1 under Floor loading
Vertical Reaction (Ibs) 540 540 1157 Passed (47%) Bearing 2 under Floor loading
Moment (Ft-Lbs) 2105 2105 4015 Passed (52%) MID Span 1 under Floor loading
Live Load Defl (in) 0.214 0.390 Passed (0872) MID Span 1 under Floor loading
Total Load Defl (in) 0.279 0.779 Passed (0671) MID Span 1 under Floor loading
TJPro 47 35 Passed Span 1
-Deflection Criteria: STAN DARD(LL:U480,TL:L/240).
-Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
PROJECT INFORMATION:
plan 2194-2
OPERATOR INFORMATION:
Mark Myers
Cascade Residential Design
102 South 26th Street
Tacoma, WA 98402
Phone : (253) 284-3170
Fax :(253)284-3183
mmye rs@cascaderd. com
Copyright ~; 2003 by Trus Joist, a Weyerhaeuser Business
TJIIti) and TJ-Beamc~ are registered trademarks of Trus Joist. /^
e-I JoistTM, Pro° and TJ-ProTM are trademarks of Trus Joist.
Y: \TDM\CASCADE\COmpany Files\2003 IBC Cal cs\Suondbuilt\2194-2\beaml4.sms Gstjy
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' Residential Design, Inc.
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102 S~xal-i'i 1E,Ih St. I ~roni,i,W/~ 9ES4~))
253.284.3170 25 .2f39.31f;31ax
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---
- ~~--~,--~~---~Z-- ----
-----------------
Job Number
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Technical Representative-- -- - ---- - ---- ---_- - t~ {~'
By -~ ~-`~~ ~~-- ~-~__ Date _t'-~J "~'`~" "'._~~_ P
Cascade Residential Desi~'""' inc.
r 102 South 26th Street
Tacoma, WA 98402
Tel: 253-284-3170
F_ ax: 253-284-3183
I Rev: 580000
Ver 5.8.0, 1-Dec-2003
CALC Engineering Software
Title
Dsgnr:
Description
Job #
Date: 4:38PM, 12 MAY 04
Scope
General Timber Beam
Page 1
2152-3. ecw: C a Icu la f io n s
Description Beam15
General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft
Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft
Member Type Sawn Douglas Fir -Larch, No.2
Fb Base Allow 875.0 psi
Load Dur. Factor 1.000 Fv Allow 170.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1, 300.0 ksi
Full Length Uniform Loads
Center DL 254.00 #/ft LL 580.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 4.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin
Max Stress Ratio 0 .458: 1
Maximum Moment 1.7 k-ft Maximum Shear * 1.5 1.5 k
Allowable 3.6 k-ft Allowable 5.5 k
Max. Positive Moment 1.67 k-ft at 2.000 ft Shear: @ Left 1.67 k
Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.67 k
Max @ Left Support 0.00 k-ft Camber: @ Left O.000in
- Max @ Right Support 0.00 k-ft @ Center 0.007in
Max. M allow 3.64
Reactions... @ Right O.000in
- fb 401.03 psi fv 47.61 psi Left DL 0.51 k Max 1.67 k
__ Fb 875.00 psi Fv 170.00 psi Right DL 0.51 k Max 1.67 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.005 in -0.016 in Deflection 0.000 in 0.000 in
...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0
...Length/Deft 9,845.8 2,998.61 Right Cantilever...
Camber (using 1.5 " D.L. Deft) ... Deflection 0.000 in 0.000 in
@ Center 0.007 in ...Length/Deft 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
~ Stress Calcs
Bending Analysis
Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2
Cf 1.000 Rb 0.000 CI 1667.999
Max Moment Sxx Reo'd Allowable fb
@ Center 1.67 k-ft 22.88 in3 875.00 psi
@ Left Support 0.00 k-ft 0.00 in3 875.00 psi
@ Right Support 0.00 k-ft 0.00 in3 875.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 1.54 k 1.54 k
Area Required 9.066 in2 9.066 in2
Fv: Allowable 170.00 psi 170.00 psi
Bearing @ Supports
Max. Left Reaction 1.67 k Bearing Length Req'd 0.763 in
Max. Right Reaction 1.67 k Bearing Length Req'd 0.763 in
~Z
~.~ `~~
a~>
'i'J-Beam(TM) 6.,0 Serial Number: 7003013791
User 2 5!712004 &41'47 PM
beaml6
9 1/2" TJI®110 @ 16" o/c
Paget EngineVersi°n: ,., o.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
1 7
b 12. 2"
Product Diagram is Canceptusl.
LOADS:
Analysis is for a Joist Member.
Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/UpliftfTotal
1 Stud wall 3.50" 2.25" 324 / 97 / 0 / 422
2 Stud wall 3.50" 2.25" 324 / 97 / 0 / 422
Detail Other
A3: Rim Board 1 PIy 1 1/4" x 9 1/2" 0.8E TJ-Strand Rim Board®
A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ-Strand Rim Board®
See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 407 -402 1220 Passed (33%) Rt. end Span 1 under Floor loading
Vertical Reaction (Ibs) 407 407 1018 Passed (40%) Bearing 2 under Floor loading
Moment (Ft-Lbs) 1197 1197 2380 Passed (50%) MID Span 1 under Floor loading
Live Load Defl (in) 0.146 0.294 Passed (U967) MID Span 1 under Floor loading
Total Load Defl (in) 0.190 0.587 Passed (L/744) MID Span 1 under Floor loading
TJPro 47 35 Passed Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:U240).
-Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
PROJECT INFORMATION:
plan 2194-2
Copyrigh[ O 2003 by Trus Joist, a Weyerhaeuser Business
TJI~ and TJ-BeamSV are registered trademarks of Trus Joist.
e-I Joist°, ProTM and TJ-Pro° are trademarks of Trus Joist.
Y:\TDM\CASCADE\Company Files\2003 IBC Calcs\Suondbui It\2194-2\beaml3. sms
~~
OPERATOR INFORMATION:
Mark Myers
Cascade Residentia- Design
102 South 26th Street
Tacoma, WA 98402
Phone : (253) 284-3170
Fax :(253)284-3183
mmyers@cascaderd.com