BLD-05-0544I F *Ne Ci of Yel Permit No: BLD-05-0544-YL
~ ty m
$ rp Community Development Department Issue Date: 05/02/2006
~e (VJOrk must be startetl within 180 days)
Builtling Division
Phone: (360)458-640] Receipt No:
YELM Fax: (360)4584140
Applicant
Name'. Lantlshapes NW, Inc. Phone: 253.53].63]0
Address. 1151E 111th Street City: Tacoma State: WA Zip 95/4$
Property Information:
/y~jG3 mr /,•.~; G~y sip
Site Atltlress:
~ ~ a DD ~ ZOr D
Assessor Parcel Nc
~ $ubtlivision: L
f
.
,n o
. 2
Contractor Information:
Name'. Lantlshapes NW Contact Lubbesmeyer, JOhn Phone: 253-53]-6370
Address. 1151 East 112th Slree[ CRy: Tacoma State: WA Zip: 98446
Contractor License No: LANOSN1965MT Expires: 08113/06225 Business License: 16]3.0
Project Information:
Project. Country Vista Estates
Description of Work: Single Family Model Home
Sq. Ft. per Ooor: (1st) 0 (2nd) 0 (3rtl) 0 Garage 0 Basement 0
Heal Type (Electric, Gas, Other):
Fees:
Item Item Fee Base Amt Unit F ee Unit Rate No. UnAS Unit Desc
Builtling Permit 100-SOOk 1,419. 91 993.]5 426. 16 5.6000 7fi 1000 $1,000
Builtling Plan Review 599. 91 0.00 0. 00 0.0000 0.0000
Mechanical Permit 78 .25 0.00 0. 00 0.0000 0.0000
Plumbing Permit 111 .00 20.00 91. 00 ].0000 13.0000 Fixture
Sewer Inspection 145 .00 000 145. 00 145.0000 1.0000 ERU
WaterERU 1,500 .00 0.00 1,500. 00 1,500.0000 1.0000 ERU
Water Meter (SFD1 300 .00 300.00 0. 00 0.0000 0.0000
Water Deposit 40 .00 a0.00 0 .00 0.0000 0.0000
Traffic Facilities Charge ]57. 50 0.00 ]9. SD ]50.0000 1.0100 Peak PM Trip
Sewer Deposit 50. 00 50.00 0. 00 0.0000 0.0000
State Builtling Fee 4. 50 4.50 0. 00 0.0000 0.0000
Fire District Impact Fee 511. 49 0.00 511 69 0.2160 2.3fi8.0000 square foot
Sewer ERU 5,569. 00 0.00 5,569. 00 5,569.0000 1.0000 ERU
TOTAL FEES: E11,086 .56
Applicant's Affadavit
I certify that I have reatl antl examinetl the information containetl within the application and know the same OFFICIAL t1$E ONLY
ro be true antl correct I also certify that [he proposed sWCture is in conformity with all applicable City of p Sets of Pdnts:
Velm regulations including those governing zoning antl /antl subtlivisioa antl in atlditign, all covenants,
easements and restrictions of recortl. If applying as a contractor, I futher cediry that I am currently
registered in th State of ashirgt ll Final Inspection:
~. Dat
SignaWre Dale ~
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Firm ).d0i~ ~~ By.
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l" = 20'
lq'
92'
10' j
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ROAD
LAr~t~~ A4~~5 NV~1 I n1C
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25~-53~-~1v~'7~
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C'~cce" COUO!~-
PIERCE ~OUINTY 200 WA. STATE ENERGY
f ~ DEVELOPM,,ENT CENTER CODE INFORMATION
t-1-1~[~1t1~~1~E'`~>~~t H1N~~) Application No. Dale:
PLEASE COMPLETE THE FOLLOWING:
Glazine area calculation: Heat system sizing calculation:
sf + ]~?i0 sfl= ~(~. % ]83l') x 20 = ~De~DOO b[u's
Window area > Heated floor areal = % of glazing Heated floor area x btu per sq. fr. =total system output
Refer to the table below to determine yom coin Hance paW. Divide me system oalpul by the equipment efficie¢'cy rating to delertmine
the total Btu N ut allowed.
)OB TYPE: OCCUPANCY: COMPLIANCE PATH: HEAT SYSTEM SIZE:
ew
[ ]Remodel Single Family
[ ]Multi-family ~Pre~scri rive Ch. 6 (circle one)
I +` l III p(f Btu input ~.~
Efficiency ra[ing'.
~
"/o
[ ]Addition [ ]Component Performance Ch. 5 .
_
[ ] WgTTS
[ ]System amalysis Ch. 4 HSPF rating
FUEL TYPE: HEAT TYPE: ELEC. UTILITY PROVIDER:
[ ]Electric ~eJ Forced Air Futnace [ ]Tacoma Ctryl Light
,)j~ Nat. Gas [ ]Heat Pump [ ]Puget Sound Energy
[ ]Propane [ ]Radiant Heat 9
ystem (baseboard, wall cadet [ ] Penimsula Power
[ ]Oil, wood ~
[ ] Hydronics syst, m
.'Other
[ ]Gas or Wood Stove
VENTIl,ATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check orie)
'
Ventilation Opti om: [ ] A
[ ] B ~.C [ ] D [ ] AAHX
System Size:__j~ ofin [~ Intermittently operating [ ]Continuous operating
PRESCRIPTIVE REQ UIl2EMENTS°' FOR GROUP R OCCUPANCY
C],IMATE ZONE 1-ALL FUEL TYPES
OPlihh Glazing
to Glazing4(b fr Qoor9 Cell '
ing- Vaa1tN. Wall <
Well; mt.
WeI1
eM
°
Floor[
sfa6
Area
°a°famr UNalbe ceding Abovea~ C216w ,
.,
Oddw tle
~
on
gaae grade yaae
vi:niml ovemeae ~,
L 12% 0.35 0.58 0']IO R-}g R-30 R-IS R-r5 R-10 1i-30 R-10
m.• IS% Od0 0,58 020 R-38 R-3o R-21 R-21 R-10 R-30 R-10
Ill. Unlimited O40 0.58 020 R-38 R-30 R-11 R-21 R-10 R-30 R-10
GrouFR-3
nauPa°cy
ONy
Refere nce Case
nomnul R-values arc (or wootl fame assemblies oNY or assembliu built m acwrtlance with Section 601.1
oMinimum rryuirements 6r each option lisletl. For ewnple, ifa proposttl d¢sigJl has a glazing mlio N me contlitione0 ^nor area of 13%, it snail coinDly with all
omplieace by Cname~d or s°ofNe W~Se for higneq. Roposetl designs which ra~mol meet theslreaifc requvements ofalistNOpri°u above may enlcolare
Regnuement
ly m single mRer orj~
rviat N eidrcr on Ne e
gale wana anau ne a
5. Floors over cowl spnca or expose
6. Requhetl slab perimeter insulation:
). Int. denotes sundartl Laming 16 m~
D. Uoors, including al fve tloors
shall
10. ,
Whet<a madmum glazing area isl
equol io inat valor Ovuneatl gloat
II. (Nerhma gla>ing shall have U-fact
13. Log and solitl timber walls wim a n
vaulted ttilings.
ceilings. '
minimum level ofR-10, or on the iamrior to are same level as walls aMve gmtle. 4ixlerior
ant mmaial, manafacwretl r r im mmnaea °u, ana immued according m me manor <mrera
mm mmm~el, man°facfNrM for its intmtled use, and insmlletl xcortling ro manutacmmr's specifications.
headers insuletM wiN a minimum ofR-5 huvlanon.
U-factors from Tabl< 10-6C.
ng eru (wmy'med veni®I plus overnead) as a percem of gross conditioned Moor area snail M Less Than or
fU~dO or less is not bmludetl mglazing arealimitauorls.
cortlance with NFRC 100 oral sDecifiM in section 50].13.
g thmkness af3 5 inches are ewnpt from Nis irtvulatinn re°unement.
CITY OF YELM
RESIDENTIAL BUILDING PERMIT APPLICATION FORM
Project Address ++ Parcel #.~~~1_'~~~Q-~~~
Subdiv'~sion:~4~ Lot#:~ Zoning;
New Construction D 11Re-Model / Re-Roof /Addition ^ Home Occupation Sign
Plumbing ^ Mechanical ^ Mobile /rManufactured Hom~ie Placement ^ Other
Project Description/Scope of Wgrk'.~Q-"1Y91~1~~ ~'Y1l y1PI ~Q(~'JP
Building Area (sq. ft) 1° Floor~_ 2n0 Floor_ Garage Deck
Basement CarportPatio
# Bedrooms # Bathrgoms~i ~ Heating: ~S THER 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 OWNER NAME -~
ADDRESS ~ L ~ 2 ~ "" EMAIL
CITYT(-~Ci )nlf> STATE_;~j~Zl m TELEPHONE p r-- _ 31
CITY
PLUMBING CONTRACiOR tSS ELEPHONE'" -
ADDRESS J LJ MAIL
CITYC~(RHHHf)1 STATE ZIP'~FAX
CONTRACTOR'S LICENSE # fi Sri EXP DATE CITY LICENSE #
MECHANICAL CONTRACTOR iAtZE HEAIIAIC~ TELEPHONE F3 l-QO 5
ADDRESS ~ y^i 'E G EMAIL
CITY`a'gNRWft~I STATE ZIP FAX 2°i-vl ti~1."I-}25515
CONTRACTOR'S LICENSE #QkNkU1N01Fi f:Z. EXP DATE CITY LICENSE#
Copy of mitigation agreement with Yelm Community Schools, if applicable.
I hereby certify that the above Infprmation Ia ttrtect and that the wmtrucaon on, end the ottupanry antl the sae of the
above tleacribetl property will bo in acGprtlance with the laws, rotas antl regulallone of the state of Washlnpton antl the
CI[y oiY 1 '`O--'
Applicant's Signatu Date
Owner /Contractor /Owner's Agent / ContrauYOYs Agent (Please circle one.)
All permits are non-transferable and will expire if work authortzed by such permit Is not begun
within 7g0 daysof issuance, or it work is suspendetl or abantloned for a period oT 180 days
t05 Yelns Avenue Weet (360) }58-3835
PO Box 4]9 (360) d58-3t46 FAX
Yetm, WA 98599
ururm y¢im.wo.ue
L'
YELM Ca11A1NITY SCIXmLS
PO BOX 47fi
YELM, MA 98597
Clerk: Croy
Terminal: 1
Receipt: 23773
Manual Receipt:
NLUBBESMEYER
NCONSTAUCTION
LU88ESMEYER, CONS (RUCTION
i
7/16/2006 1:26 PM
!, Oty Item Price
~ 1 CPF2900 13375.00
MITIGATION
COUNTRY VISTA - 06-013 -LOTS 1,2,3,4,5
Subtotal: 13375.00
Tax: 0.00
Total: 13315.00
Check 13375.00
4233
Change Due: 0.00
THAKK YW1
CITY G _ ' ab° ia[°4, ~\ Cty Hphone 458-3244
YELM ~ Velm Municipal COUrt
_ Phone 958-3242
P.O. BOx 479 Police Department
Yelm, WA 98597 YELM -phone4sa-5~ot
Sewer Department
-Phone 458-8410
Date: _J ".,~ - i • (-
To: G-' _ _~ I r .ti-~_ -~-.
`-
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Ghv OFYFI_i~
CITY OF
YELM
Ye~mO, WAx 9659) RECEIPT No. 41 8 5 O
360-656-8403
R~~~1R.EVEN THOUSAND EIGHTY SI% DOLLARS 6 56 CENTS
RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
LANDSHAPES NW 05/03/06 41850 11,086.56 CHECK 3705
1151 E 112TH ST
TACOMA WA 98445 BUDGETARY
NO SITE ADDRESS SEE GARY
MODEL COUHTRY VISTA ESTATES _
JANINE
145, WTR ERU1500, HTR300, DEP90, TAAFFAC757.50,BC4.50, FIRE511.49,SWRERU5569
City of Yelm Permit Fees Sched~ile
Community Development Departrnent PAID pennN No: BLD-05-0541-YL
Building Dtvislon
Phone: (780) ISBd407 MAY - 2 2006
Faa: (sfia) asea711 CITY OF YELM
~
Name: landshalNn NW, Inc. Phone: 257.537.6770
Adtlroas: 7757E 117th Stroal Ciry: Tacoma State: WA Zip 93145
Prdject IMonnation: 1 r. - ...
- _ _
Project: Country Vieb EsMW
Description of WOrk: Single Famly Modal Noma
Site Atldross: Assessor Parcel No.
- ~
Item ACp Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Deac
Building Permtl 100.500k 032 001-322-10-00 1,d19.97 99J.]5 128.18 5.6000 78.1000 51,000
Building Plan Review 100001-315.83-00 599.91 0.00 0.00 0.0000 0.0000
Mechanical Perna 031001J22-70-00 ]8.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 032007J12-70-00 111.00 20,00 91.00 ].0000 13.0000 Fixturo
Sewer lnapac0on 805112J43$0-00 115.00 0.00 1d5.00 1d5.0000 1.0000 ERU
Water ERU 775401-31380-02 1,500.00 0.00 1,500.00 7,500.0000 1.0000 ERU
Water Mater (SFD) ]12401-31380-01 300.00 300.00 0.00 0.0000 0.0000
Water Depose 740101-339-00.00 d0.00 10.00 0.00 0.0000 0.0000
Traffic Fatilaias Charge 420 120.345.85-00 757.50 0.00 ]57.50 750.0000 1.0100 Peak PM Tnp
Serer Depose 742 d02-339-01-00 50.00 50.00 0.00 0.0000 0.0000
Stale Building Fee 160001-388-0000 1.50 1.50 0.00 0.0000 0.0000
Fire Oiatdcl lmpad Fee 705001-3/5A5-00 511.49 0.00 511.19 0.2160 2,388.0000 eRUare fool
Sewer ERU 802112J13.50-01 5,589.00 0.00 5,589.00 5,569.0000 1.0000 ERU
TOTAL FEES: 577,088.58
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NOT VALID UNTIL FEE IS PAID ~ ~
L?tABEBMEY_E.R, PA1JL~
' IS HEREBY LICENSED 10 OPERATE
LADiL~SHAPFS NORTHWEST, IIQC
11.51 E 1's ::TH ST
TArpMA WA ~ 98445
AT Z Oi_1'C ~OF TOWN
This ^ceivo muss ha pnspetl In o conspicuous ploc~ai fhe Buslnew lowtlon -
LICENSE /
NUPABER -0°~-HID lf~.~
• REGISTERED AS PROVIDED BY LAW AS
CONST CONT GENERAL ?lease Remove
REGIST. # EXP.DATE And Sign
CCO1 LANDSN1965MT 08/13/2006 Ides CiiicaCion
EFFECTIVE DATE 08/13/2004 Card 3e(ore
LANDSHAPES NORTHWEST,. INC: ?!acing In
1151 EAST 112TH STREET 3111fO1d
TACOMA WA 98445
Sig~emre -_
Issued by DEPARTMENT OF LABOR AND INDUSTRIES)
Pfi]sIl52Rdo welt
- Demob end Di..pi+. r.,vLens - --
ENGINEERING ANALYSIS
FOR: LUBBESMEYER CONSTRUCTION
SITE: ~
YELM, WA 98597
6~
~®®®~ ^^
~- ~ r- ~ ~- ~ 017
~~r-~~ DD
r- ter- ~ ~
ORIGINAL STAMP I
MUST BE RED I
TO BE VALID
~~/
8r/~
o',Z
wrt M1wN UUUeca I, rnarxc uoa>rwesr
EN62NEEPINS INC. xi.I.+ s
1~~'j~ij~ ~ ~~'~
4-28-2005 LU88ESMEYER 1830 +'~~""~,°"t~;Y°.....w +IjTilj~~ ~ ~ 11
ENGINEERS ,PACIFIC NORTHWEST ENGINEERING INC.
~~ I I
i
The eri~ losed documents are to be used in conjunction with ~he house plans referenced
on theMOVer. It is essential that the contractor study the eng'neering requirements and
required changes to the architectural plan prior to start of work. Changes may include
additio'' np~al foundations~or footings, beam size changes, siding changes etc.
Sconeof EI gineeringl; Engineering analyses and design to esist lateral and gravity
loads iri accordance with the 2003 IBC have been performed and incorporated into
stamped "S" sheets. All analyses and calculations are included in this engineering
report~ll Engineering assumptions are listed below. If these conditions are not present at
the site~these calculations are void and Papifc Northwest E ~gineering Inc. must be
contacted irnmediately.
I
LOADING CRITERIAI
Building Cdde I 2003 International Building Co e
Seismic Design Category Dz
Ss ~ 1.30
S1 ~~ ( i 0.48
Response Mod Factor 6.5
Site Classy j D
Basicl~~ind Speed I 85 mph Exposure B
LIVE LOADS (psf) U.N.O
- Uninhabitable attics without storage 10
' - Unin~i~abitable attics with storage 20
-Habitable attics and'sleeping areas 30
- All otFi~er areas except balconies and decks 40
- Balconiesland Decks 60
i
DEAD~OADS (osFl U:N.O
- Roof; with Composition Asphalt 15
-FIaoI~~ I ~ 10
SNOWdLOADS (psfl U.N.O.
- Sno i ~I~ I ~I 25
SOILSICRITERIA
Soils Consultant ~ None
Soils Report # I None
Bearing Pressure Req'd 1500 psf
Bearing Depth 1 12"
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PACIFIC NORTHWEST ENGINEERING INC.
4928 109'" ST SW; SUITE B
LAKEWOOD, WA. 98499-3733
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LUUUESM EYER
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FOR WOOD DESIGN
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25' 3b' 3~' 4D'
IS SOFTWARE FOR WOOD DESIGN
WootlWOrks495hearwalls 2004
LUBBESMEYER iS~OSHEAR.wsr I Aug. 2, 200574:78:35
Project information
rnenoevv eun
Com an I II I I Pro act I
Pacific Northves Engi neering In c. LUBBESMEYER 1830
4928 109th St EW~ 4~
La Y.ewood WA 9049 ,~
12531 509-3265 ]
DESIGN SETTINGS IId
Desi gn Cod e Wind S[andartl Salsmic Slantlartl
IEF ,~2003 I A9CE-] 98 ASCE-] 90
YJind Capacily 'Increase ) : Load Combinations BuilEing COtla Capacity Ratludlon
Shear hBC Panels 0 .]0 Seismic Wintl Selamlc
I
1.90 11.60 1 .00 Nina 1.00 1.00
Nall Withdra wal Motlification Ma: Shearwall OHSet [(t]
Duration ~ Temperature MoisWre Content Plan ElavaOOn
Far.;or ~
Range Fabrication Serviw within sto
( ry) (be[wa¢n stories)
1.00 T<=100F pry Dry 4.00 1.6'1
i
tl Maximum Heighlto-width Ratio
Plywo I Fiberboard Lumbar Gypsum
Wintl ~ ~~ Seismic Wind Seism ic Blocked Unblocketl
3.5
She arwall Rotative Rigidity: Designetl capaeiey using flexible dls tribution
[ ~; HoltlEOwn FO7ees: Based o applied shearline force
e
] ~) Seismic Mateilals: Include
gypsum o exterior walls ~
SITF INF(1RMATIO.U' II
q IBC Occupancy
Ce ASCE-l Equivalent
Ca gory II - n11~ others C ategory II -nil othezs
I v
I~ Wind I ~ Seismic
dSG:-] 98 Gen rat a nalytic me thod for all bldgs ASCE-] 98 E quivalent lateral Eozce procedure
Ucsi9n Wind Speed 85mph II Use Group I
Exposure ( ~ E
i xposure of Design Category 0
G:+JOSUre i
qq E ncloses 11 Slle Protila Class o
To pogra phic Informa tion [tt] Spectral Response Acwlerallon
Shape I Height . Length 51:0.4009 Ss: 1.3009
~ - I - funtlamental Patloil E-W NS
Site Location:
i l TUSed 0.100s O. iBOs
_ Approximate Ta O. 100s 0. 180s
I ~ MaximumT 0.216s 0. 216s
Response Factor R 6.50 6.50
I ~
I
I~ Di Biocx
rnensions h
I.
Face Rool Panels
T Slo Ovarhan ft
ulockl p 2 S COxy N-6 Ritlge
Location X,V= I i
`
~~ - 0.50 12.00 Norlh Hip 30.0 O. BB
Extent %V = I
1 2 9.50 3"1.50 South Nip 30.0 0.88
RiC9eX LOCalion, O(lse l 1 4.25 p.00 East Sitle 26.9 1.00
ee Re~~a"on, Hei li tj 2 9.00 9.50 West Sitle 26.9 1.00
II:acx: 1 9 [oxy N-9 Ritlge
Luca GOn X,Y =
i~ - 0.50 -2.00 Nar1h J oined 90.0 1.00
=~L.^:%Y= 2 3.00 14.00 South Hip 30.0 0.54
I; :p: :: LOCalion, Offse t 1 1.00 O.OC East I9itle 1].3 1.00
IC ne clevalion. Heiglil ~ 1 6.1fi 3.99 Was( Sitle 1].3 1.00
i 2
~- - -
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
K<TER14L5
Wall ~~ Sheathing [in]
~ Fasteners Spcg [In] ~ Framing Members [in] Apply
Cry Surt Materlal Thkk Orlenl Size T a Etl FIE Blk 5 atlas G 5 c Notes
f f
1 Ent ES i ol. 058 7/16 Vect Bd Nail 4 8 yes Hem-Fiz 0.93 16 1,3
2 Ex[ 55 i ; ~1. S8 7/16 Vert Bd Nall 6 12 yes Hem-Fiz 0.93 16 1,3
Notes: '~] ~ 1
t. Capacity has been reCUCed.accoMing to IBC specific gravity adjustment.
3. Samar capacity ror cuiien( design has been increased to the value ror 75r32'sheafhing with same nailing because stud spacing is 16"max. or
pm:cl criantalion is hor[zontaL
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
SH EARLIN E, WALL
N or:'n-S OUth [[ ryry Type Wall Location Exten[[k] Length FHS Height
5 hearlines I 7 I ~ Grou s % k Start End k k k
Line t
Level 2
Line 1, Level 2 Seg I 2 0.00 12.00 8.00 36.00 29.50 8.00
wall 1-1 Seg 2 0.00 12.00 98.00 36.00 29.50
Opening 1 28.50 31.50 3.00 ].00
Opening 2 39.00 92.50 3.50 ].00
Level 1
Line 1, Level 1 Seg 2 -0.50 -2.00 98.00 50.00 39.50 9.00
Wall 1-2 Seg 2 -0.50 12.00 98.00 36.00 25.50
Opening 1 25.00 30.00 5.00 ].00
Opening 2 35.00 90.50 5.50 ].00
wall 1-1 Seg ' i 2 -p.50 -2.00 12.00 19.00 19.00
Line 2 i
Leve! 1 t
'-~ a~e c_1 1
~
~ Nsw 18.00 48.00 {9.50 1.50 0.00 9.00
wa11
2-, NSW 18.00 98.00 99.50 1.50 D.DD
Line 3
r 1
. 3, Level 2 I NSW 22.50 -2.00
6.00 18.00 0.00 8.00
:;all 3-1 NSW 22.50 12.00 16.00 9.00 9.00
Lc/cl 1
L ina 3, Level 1 '. seg 2 22.50 -2.00 99.50 51.50 14.00 9.00
wall 3-1 seq 2 22.50 -2.00 12.00 19.00 19.00
t ~cn
~
Leval 2
Line 9, Level 2 - Seg 2 29.00 16.00 B .00 32.00 32.00 8.00
wa;l 9-1 seg 2 29.00 16.00 98.00 32.00 32.00
Lavcl I
Li;:e 4, Level 1 '~ Seg I 2 29.00 12.00 99.50 3].50 33.50 9.00
Gall 9-I I, Seg ~ 2 29.00 12.00 99.50 3].50 33.50
Opening 1 ~ 31.50 35.50 4.00 ].00
~~ ~ Ih ~ Type I: Wall Location Extent [ft] ~ Length FHS Heigh[
Sly:,+rfnes I Grou s V k Start End fl ft ft
l ;^; q I i
vnl t
ie A, Level 1 seg 1 -2.00 -0.50 22.50 23.00 ].00 9.00
_: A-1 Seg 1 -2.00 -0.50 22.50 23.00 ].00
Opaoing 1 3.00 ))9.00 16.00 ].00
Line F. I
cl 2 I
s, Lavel z sag z lz.DO o.Da 2z.5o zz.sD lz.so b.oD
a!1 ¢-l seg ' ~ 2 12.00 0.00 2.50 ~ 22.50 12.50
my 1 ~. I 3.00 ~g.00 5.00 9.00
1~-~g z ls.DO 3a.DD s.DD ].DD
bit e-L NSW 16.00 22 50 ~9. 00 6.SD 0.00
- ing 1
~aen 24.00 28.00 4.00 ].00
v=_l 1
~ Nsw 12.00 0.00 219.00 29.00 0.00 9.00
w 11 NSW 12.00 22.50 9.00 6.50 0.00
o'~~ c z4.oo e.oo 4.00 ].oo
I
Level 1
'.
seg
z
zz.DD -D.sD z9.aD z9. sD lD.sD
9.DD
.
... ~! c-1 seg 2 22.00 -0.50 1,10.00 10.50 10.50
]
t :..0
i. ~.i ,
¢, Level 2 '~ seg 2 98.00 0.00 29.00 29.00 23.50 8.00
... i D-1 Seg 2 98.00 0.00 29.00 29.00 23.50
. :o in ~: 1
~ 19.00 29.50 5.50 7.00
1
1
0 ~. v, :a vet 1 ' Seg 1 48.56 -0.50 2
9.00 29.50 13.00 9.00
5; lll ¢-1 seg 1 98.00 -0.50 1~8 .00 18.50 ].00
':r-_a ing 1 3.50 ~9 .50 5.00 ].00
- 11.50 1].50 6.00 ]. 00
seq 1 99.50 18.00 29.00 11.00 6.00
_-- ~ ~ ~ - 21.00 2,6.00 5.00 ]. 00
i~_
V•r'ood Works® SliearWalls LUBBESMEN ER 1830 SHEAR.wsr Aug. 2, 2005
_ t i ~ t a' ~ 14: 18:35
~ ~
~
~ Loads
warn s'
~ caW LoaD ~ ~.
t°°'"~= j{ ~ Magnitutla Trib
R rx'a FI ~
Ele ment I Loatl Wnd Surt Prof Loea tlon [ftj [Ibs,plf,psf7 Ht
1 ~ Case Dir Dir 5 1aH End Stall End fl
w
E1oU: w->E wintl Line ll . l2 12.00 0.0 0.5
Oloc%: '_ W w->E Wintl Line 12 .00 24.99 32.5 40.1
El ttO ! W, , W->E Wintl Line 24 .99 36.51 40.1
O1^~: ~- 1 ~'
~
~ W->E Wintl Line 36 . Sa
l 4E .00 90.1 33.9
L'--= '- W ~ W->E tVi ntl Line 90 i
.00 50.38 1.9 0.0
ei u.k 1 C. w->E Lee Line 11 .11
2 12.00 0.0 2.]
Ll c,:k 1 EI
' W->E Lee Line 12 1
.00 16.00 24.3 36.6
Plw pk 1 e
~. w->E Lee Line 16 .00 29.99 36.6 69.3
Ol cck 1 5'. w->e Lee Line 24 .99 36.51 64.3
Sock 1
' E'.
' w->e Lee Line 36 . S1 40.00 64.3 28.9
c
.=ck 1 e
. ' ~ w->E Lee Line 98 .Oi0 50.38 ].3 0.0
al ock 1 W~, ~ a->W Lee Line 11 .12 12.00 0.0 2J
" ~~ok 1 r5 ',
~ E->w Lee Line 12 .Oi0 29.99 29.3 69.3
u:,%ck W
'~ E->w Lee Line 24 .99 36.51 69.3
+..-k 1 W' E->W Lee Line 36 .51 48.00 fi9.3 20.9
.k 1 W~ E->W Lee Line 90 .09 50.30 ].3 0.0
°'r,:k 1 E', E->w wind Line 11 .1'2 12.00 0.0 0.5
131 cck 1 E a->W Wind Line 12 .00 16.00 32.5 34.8
' c_k 1
L E E->W Wintl Line Sfi .0i0 24.99 34.8 40.1
. :k 1 5 E->W wind Line 29 .9 36.51 90.1
e E->w Wintl Line 36 .5 98.00 40.1 33.4
-_k E E->W Wintl Line 48 .0 50.38 1.9 0.0
_k ~ $ S >N Wintl Line -L S 0.00 0.0 1.9
ck 1 S 5 >N Wintl Line 0 .0~ 19.25 33.4 46.3
c:k 1 S 5->N Wintl Line 14 .2,$ 22.50 46.3 30.8
ock 1 S. s->N Wintl Line 22 .5 29.00 38.0 32.9
_.~ck 1
!~ 5->N Wintl Line 29 .09 30.00 0.9 0.0
ack 1 ' I 5->N Lee Line -L 5 0.00 0.0 9.1
.2k 1 N 5->N Lee Line 0. 0~ 19.25 23.3 62.0
.ck 1 N S->N Lee Line 19. 25 29.00 62.0 21.9
:.k 1 H 5->N Lee Line 29. OAP 30.00 2.] 0.0
~~_k 1 S N->s Lee Line -1. 50 0.00 0.0 4.1
.ak 1 S N->s Lee Line O. Ob 19.25 23.3 62.0
.k 1 w->S Lee Line 19. 2,5 22.50 62.0 39.6
e .a 4k 1 0 N->s Lee Line 22. 5b 29.00 39.6 21.9
Lack i S N->s Lee Line 29. OP 30.00 2A 0.0
.~ek 1 p. N->S wintl Line -1. Sp 0.00 0.0 1.4
o~'k 1 1i N->s Wintl Line 0. 00 14.25 33.9 46.3
t 9 3
:L ak I
tl
[, I N->s Wintl Line 29. 00 30.00 0.9 0.0
1. -+el7
44
m
y
~ Magnitude Trib
.%':~zk I
F 1
~
I Ele
~ ent {I Load Wnd Surf Praf Location [0] [Ibs,pO,psQ H[
___ I ~ I I Case Dir Dir Starf Entl Start Entl fl
W ~ ~ W->E Wintl Line 12. OP 48.00 51.6
E W->E Lee Line 12. 0 49.50 91.6
W E->W Lee Line 12. OP 98.00 41.6
I E->W Wintl Line 12. 00 99.50 5].6
s s->N wind Line 22. 50 23.52 58.1 57.6
.,. m. 5'' ~ N->5 Lee Line 22. 50 23.52 38.5 3].1
erk 1 Wl ~, W->E wintl Point 12. 00 12.00 1583
_ k 1 W ~ W->F. Wintl Line 40. OP 49.50 57.6
~.:k 1 w '~ E->W Lee Line 98. OP 99.50 41.6
.~k 1 e'i
~ e->w wind Poine 12. 00 12.00 1583
n_k 1 tsi S->N Lee Line -0. 5 18.00 37.1
mk i N ''. S->N Lee Line 18. 00 29.00 37.1
ck 1 1v '. N->5 Wintl Line -0. 50 18.00 5].6
mk 1 Nei N->5 Wind Line 18. Oi 29.00 5].6
ock 2 W' w->E wintl Line -2. 53 -2.00 0.0 -1.5
•ck 2 w'
' W->E Wind Line -2. 00 9.05 31.3 14.1
ck 2 w
~ w->E wind Line 9. Ob 12.00 14.1
: ok 2 e~'.. ~ w->e Lee Line -2. 53 -2.00 0.0 1.3
: ak 2 G; W->E Lee Line -2. 00 4.05 16.5 31.5
:k 2 E. '. w->E Lee Line 9. 05 12.00 31.5
- -:k 2 W'~ I E->w Lee Line -2. 53 -2.00 0.0 1.3
IJI
1830 SHEAR.wsr Aug. 2, 2008
14:18:35
!i', eck 2 W ' E->W Lee Line -2 .0 9 .05 16.5 31. 5
ock 2
~
L W E->W Lee Line 4 .05 12 .00 31.5
'
+
:c': 2 FJ E->W Wintl Line -2 .53 -2 .00 0.0 -1. 5
Clock Z E '. e->w wind Line -2 .00 4 .05 31.3 19. 1
G ~:ack 2 E I ~ E->W Wintl Line 9 . Oi5 12. 00 14
1
Blcck 2
~
I S->N Wintl Line -I . SI2 -0. 50 .
0.0 0. 5
Hl.ock 2 ~, 5->N Wintl Line -O .SO 11. 00 33.2 38. 6
H1 ;ck 2 S ' S->N Wintl Liee 11 .00 22. 50 38.6 33. 2
BlUCk 2 S ', S->N Wind Line 23 .52 29. 00 51.6
BlUCk 2 $ '~ N->9 Lee Line -1 .52 -0. 50 0.0 1. 4
C LUCk 2 S '. N->E Lee Llne -0 . 5~
0 11 00 21
9 38 0
91GCk 2 5 '
~ i. N->E Lee Line 11 i
.00 .
22. 50 .
38.0 .
21. 9
01 ock 2 ; '. N->5 Lee Line 23 . SI2 29. 00 31.1
SheanNalis LUBBESME i ER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
WIND C&C LOADS
Block Bu
F ilding
ace Level Magnitutle [psf]
Interior End Zone
Block 1
W I
est
2
19.1
17.4
Block 1 f ast 2 14.1 1].4
B10ck 1 S outh 2 19.1 1].9
Block 1 N bi,th - 2 14.1 1].4
dock 1 W est 1 14.1 1].9
!!1 oc Y. 1 E ast
~ 1 14.1 11.9
dock 1 S OUhh 1 14.1 17.4
Block I N P[th 1 19.1 1'1.4
Bloc Y. 2 Ol est 1 19.1 1i.4
Olock 2 t 1 14.1 17.4
Block 2 S uth ~ 1 19.1 17.4
18305HEAR.wsr Aug. 2, 2005
14:18:35
e UIL PING MASSES
Level2 ~q Magnitude Trib
Force I
Ouiltling J lj Block Shear Prof le Location [ft] [Ibs,plf,Paf] Widlh
Dir Element
1 , 1
6 Line Start End Start End ft
I
F,->W Roof el ock 1 1 Line 11.12 50 .38 15].5 15].5
E->w Roof Block 1 4 Line 11.12 50 .38 15].5 15].5
N->s Roof Block I B Line -1.50 30. 00 39fi.3 196.3
N->5 Roo[ sl ock 1 Line -1.50 30. 00 19fi.3 196.3
All Wall 1-1 '' ~ n/a Line 12.00 48. 00 80.0 80.0
All N'rll 3-1
~ i n/a 3 Line 12.00 16. 00 00.0 80.0
A11 Wall 9-1 ~ n/a 9 Line 16.00 90. 00 00.0 80.0
611 wall B-1 i n/a B Line 0.00 22. 50 00.0 80.0
All Wall B-2 I. n/a Line 22.$g 29. 00 00.0 80.0
All Wall D-1 n/a D Line 0.00 29. 00 00.0 80.0
""*I t ~ Magnitude Trib
':¢e
r Roiltling
I
~
I ~ Block Shear Profile Location [ft] [Ibs,plf,pslJ Witlth
D~ L'ic meal Line Start ~ Entl Start Entl ft
F.->W P,oof
I B`l ock 2 1 Line -3.00 12. 54 125.0 125.0
Y.->w Roof
-, Block 2 3 Line -3.00 12. 54 125.0 125.0
E->w Floor D1 q '. n/a 1 Line -2.00 12. 00 115.0 115.0
F,->W Fl.oor B2! I n/a I Line 12.00 98. 00 19].5 14].5
F->W Floor D3 n/a 2 Line 98.00 49. 50 55.0 55.0
E->w Floor DL! ;
n/a 3 Line -2.00 12. 00 115.0 115.0
Y.->W Floor OT ' f n/a 4 Line 12.00 40. 00 19].5 14].5
E->w Ftoox D3 ' ' i n/a 9 Line 40.00 49. 50 55.0 55.0
::->3 C.a~f
~ ell ock 2 A Line -1.50 23. 50 ]5.4 ]5.4
N->5 foof Block 2 B Line -1.50 23. 50 80.0 00.0
N->s kl oox D1
'~ n/a A Line -0.50 18. 00 250.0 250.0
~~->3 Floor D2. n/a A Line 10.00 22. 50 25].5 25].5
'- -' k'l ooc D3'~ n/a B Line 22.50 29. 00 18].5 18]
5
'. >s F't oox Dl4 i n/a D Line -0.50 10. 00 .
250.0 250.0
N->s ~= 02,i - n/a Line 10.00 22. 50 25].5 25].5
H->3 Floor D3i 'i
~ n/a Line 22.50 29. 00 10].5 10].5
A11 Wo 11 1-1~
'~ ~ n/a 1 Line -2.00 12. 00 90.0 90.0
?.11 c:,11 1-2.
~ n/a 1 Line 12.00 48. 00 90.0 90.0
e;.11 2-1
', n/a 2 Line 98.00 49. 50 90.0 90.0
a.tl r-.11 3-1 ~ n/a 3 Line -2.00 12. 00 90.0 90.0
?Ql Wa11 4- n/a 4 Line 12.00 49. 50 90.0 90.0
A.i'. `,a 1i A n/a A Line -0.50 22. 50 90.0 90.0
-1 n/a B Line 22.50 29. 00 90.0 90.0
:~.11 t.. 11 D-1 ''. n/a D Line -0.50 18. 00 90.0 90.0
!.'.1 .'.1.1 D-2 '. n/a Line 10.00 29. 00 90.0 90.0
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
S EiS MIC LO AOS
Lm-ol 2
V
l~
Farce !'ro/ile I'y 1 Locatlon [kj Meg [Ibs,plt,psf]
olr 1 4 Start ~ . End Start End
E->lu Line 11.12 12.00 58.8 58.8
f. >W Point 12.00 12.00 168 168
e->w Li+e 12.00 16.00 66.3 66.3
e->W 'Dint 1fi.00 ~ 16.00 99 49
e->W Line 16.00 198.00 ]3.B ]3.0
~
>W Point 98.00 ~. 98.00 21] 21]
E->W .,>
I 48.00 ~ 50.38 $B.B SB.B
I
I+->S Line -1.50 + 0.00 ]3.3 ]3.3
Y->5 Voint I
" 0.00 ( 0.00 269 269
N->s iine '. 0.00 , 22.50 08.3 08.3
N->5 Line
~ 22.50 29.00 88.3 88.3
- Dint : 29.00 29.00 239 239
......:. , ' e
.. .., _m 29.00 ~ 30.00 )3.3 ]3.3
Level I
~
Po: re Pr ofile ~ ~ ~ eation
~ pbs,plf.P
[ft
~l Slart End Start
End
->4
~ -3.00 -2.00 29.6 24.6
->W tnt
~ -z.ao '~ ~ -z.ob loz 1oz
->W :
i ne
~ -2.00 12.00 56.1 56.1
',->w Point
~ 12.00 ~ 12.00 1099 1099
':->W koinc 12.00 12.00 89 89
!:->w Line 12.00 12.54 56.9 66.4
s.->W 12.54 ~ 16.00 41.0 41.0
is->W Ib int 16.00 16.00 26 26
c->~+ 16.00 90.00 45.8 45.0
c->:+ Point ', 40.00 90.00 196 196
- 4A.00 49.50 9.0 9.0
~. -... joint 49.50 99.50 99 49
LL+e -1.50 -0.50 ].4 ].4
- ^,lnt
w i -0.50 -0.50 221 221
ine
- I
~ -0.50 ~ 0.00 65.5 65.5
-S ,in[ 0.00 0.00 192 142
- 0.00 118.00 )3.3 ]3.3
!' >s - 18.00 22.50 ]4.0 ]4.0
- Dint
~ 22.50 i t 22.50 62 62
'
4 _ 22.50 ~ 23.50 38.2 38.2
'.I->3 23.50 i 29.00 30.0 30.0
"~->S rho in[ 29.00 ' ~ 29.00 292 292
rvr ~ aoc ememe „
area by program are specified (unlacfored) loads. The
loads before tlishlbuting them [o fhe sheadines.
1
a load /actor of 0. ]0 end
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Flexible Diaphragm Wind Design
S hIEgR RESULTS
~b rth-South W [ For ~ ~ Shear Force [pIQ Allowable Shear [plt] Crit.
earlines G Dir Ltl. Cas e V Ibs V/L VIFHS Int Ext Co C Total V Ibs Res .
Lin . 1 I
L^•~el 2
Lnl, Lev2 2 aoth 1200 33.3 40.1 339 1.00 5 339 9986 0.12
Lev all
Ln1, Le vl 2 5->N 2039 40.0 51.6 339 1.00 5 339 13372 0.15
2 N-is 220] 99.1 55.9 339 1.00 5 339 133]2 0. 1]
wall 1-2 2 5->N 131] 40.9 51.6 339 1.00 339 9fi32 0.15
2 I N-is 1925 49.1 55.9 339 1.00 339 8632 0.17
wall 1-1 2 5-iN 723 40.8 51.6 339 1.00 339 4739 0.15
2 N-S 082 99.1 55.9 339 1.00 339 4]39 0.10
Line J
Ln3, Le vl 2 '.S->N 1198 22.3 82.0 339 1.00 5 339 9]39 0.29
2 ~N-is 1315 25.5 93.9 339 1.00 S 339 4]39 0.28
U^~4
12
L:-. ;. Lev2 2 j Both 1189 31.0 31.0 339 1.00 5 339 10833 0.11
L• 11
Levl 2 IBOth
I 1492 39.8 49.5 339 1.00 5 339 11340 0.13
[ast '•/c st W WI I For ~ ' Shear Force [plf) ~ Allowable Shear [plt] Crit.
_ _ -:mines Gp Dii Ltl. Cas e V Ibs VIL VIFHS . Int Ext Co C Total V Ibs Ras .
L^; el 1
Li.h, Levl 1 BO[h '. ~ 1329 5].6 189.2 ~ 495 1.00 5 495 3463 0.38
L.^~ (3
Leval 2
Ln^, Lev2 2 OoU I 1583 ]0.4 126.6 i 339 1.00 5 339 4232 0.3]
-c
leoel 1
L'.'[, Levl 2 eoth 3212 108.9 305.9 339 1.00 5 339 3554 0.90
p
12
Lev2 2 Bo[h 1636 56.9 69.6 339 1.00 5 339 '1955 0.21
'.J9 ~ ~ i
L.:!, Lev1 1 ! Bo[h 304] 103.3 234.9 995 1.00 S 995 6432 0.9]
~~ t1 0~l 1 ~ Both ' 1641 103.3 239.4 ~ 991 1.00 995 3463 0.4]
_. ,-_ 1 Both ~ 1406 103.3 234.9 995 1.00 995 2969 0.9]
t,- is r::ih,ng
S- Strongest only; X-
~ 10
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
rc-esrrur a!~D
. e14
Linen ail
Positi
W
~
on on
all I Locatio n [H] Holddown Force [Ibs] Dragstrut
~roa:I O~yO enln X V Ltl. Casa Shear Dead U Ilfl Cmb'd Forca Ibs
.r
~ [la I I
1
-1 Left Wa11 Ena ~
-0 .50 -2 .00 ~ 5P3 503
1-1 flight ,+Wall Entl -0 .50 12 .00 1331 1331
1-2 Lefc dpeni ng 1 I -0 .50 25 .00 503 503 31]
Line 1 ve rt. 'Element 0 .00 28 .50 325 325
1-2 Aighc lope ni ng 1 -0 .50 30 .00 S~P3 503 96
Line 1 ve rt. 'Element 0 .00 31 .50 3¢5 325
1-2 Lsf[ ~pe ning 2 -0 .50 35 .00 Spa 503 155
Line 1 _. element 0 .00 39 .00 325 325
1-2 flight Opening 2 -0 .50 90 .50 503 503 BB
e 1
Li
n Vezt. element
' 0 .00 42 .50 3415 325
l
2 AighC
Wall End -0 .50 48 .00 020 828
~~•~' ~
-1 I,O [t
11 Etl
~~ 22 .50 -2 .00 896 846
]-1 Aighe
,'a11 End 22 .50 12 .00 896 846 958
r.: I I ~~d
S Le EC ahl Entl 29 .00 12 .00 401 401
~.. 9 :'e rt.~El ement 29 .00 16 .00 296 296
-1 i.e ft Opening 1 29 .00 31 .50 901 901 93
~:-L 9ht Opening 1 29 .00 35 .50 901 901 67
Li nu 9 ert. Eleme n[ 29 .00 48 .00 296 296
~I-1 EiyhC l4a11
ntl 29 .00 49 .50 91 901
,e ,, I
o
-I L::fc aall ena -0 .50 -z .oD no3 no3
.\-L Lefc O'~e ni ng 1
o 3 .00 -2 .00 1703 1]03 461
L-L i~::h[ ~
gening 1 19 .00 -2 .00 1103 1703 461
:~ l
' n _'n[ T7Wall Entl
f
e 22 .50 2 .00 1703
i 1]p3
= E v
rc. jElemec D .oo lz .DD lo
3 1013
e A ver [. jEl emenc 3 .00 12 .00 1013 1013
....= A verc. 'El emenc 8 .00 12. 00 1013 1013
A '..:r L. Elemenc 15 .00 12. 00 1013 1013
e A verc, Element
~ 20 .00 12. 00 1013 1013
.• A I~lemenc
verc I
~ 22 .50 1Z D0 1013 1013
-- V
1°fc Wall End -0 .50 22. 00 2]59 2]54
:- ,~t 'will End
~ 10 .00 22 .00 2]59 2]54 20fi9
r' i+ pp
~
~~
C
1
- t
a
11 E
d I -0 .50 90. 00 2109 2109
_ .~ p R.a.~El amen[ ! 0 .00 9B. DD 55] 557
B LeE: Opening 1 ~ ~ 3 .50 98. 00 2109 2109 529
-i HS n'ut opening 1 8 .50 90. 00 2109 2109 B
0-'. elt Opening 2 11 .50 98. 00 2109 2109 901
'.-,-^ ]s::': W~11 End 18 .00 99. 50 2109 2109
L i::^ D verc. FElemenc 19 .00 90. 00 55] 557
'.:2
~ Le_t' Opening 1 21 .00 99. 50 2109 2309 123
-_
0 tcs. ESemenc
~.. 29 .50 48. 00 551 55]
c-2 ~1i 5'oc Opening 1 26 .00 99. 50 2109 2109 393
it-. 1' Oh[ x:~ll Ena 29 .OD 99. 50 2
66 2666
6
P o sll]i
o
W
ll
on
n
a L ocatio n [K] Holtldown Force [Ibs] Dragstrut
_ _ 2i40 coin X Y Ld. Case Shear Dead U lift Cmb'd Force Ibs
~ ~a
].afC l E~a 0. 00 12. 00 3F5 325
-- _, d ?~~ni ng 1 0. 00 28. 50 325 325 121
- •;bc ~ C4 eninq 1 0. 00 31. 50 325 325 21
Left O p'n4, ning 2 0. 00 39. 00 325 325 ]6
-L aigac Olpe ning 2 0. 00 42. 50 323 325 40
_-t I2icSt ~ tS;a 11 End 0. 00 48. 00 3425 325
:n p
-1 ,nc W 1
,;11 ena 29. 00 16. 00 296 296
i ~ =gym 1Sa 11 End 29. 00 98. 00 2
6 296
~ ~ E ~
'3
1 ac W a11
ntl 0. 00 12. 00 1013 1013
- 1 f[ o pening 1 3. 00 12. 00 1013 1013 169
-_ :d%hp Gpeni ng 1 0. 00 12. 00 1013 1013 183
- Ic.c O pening 2 I 15. 00 12. 00 1013 1013 211
ei qhC ~tening 2 I 2D. OD 12. 00 1013 1013 141
' "rht ,tlal End 22. 50 12. 00 1013 1013
--- __.-__ ~. _ .--- --1 = - - -- 11---
L CGS^lOfkS®$~lQdl'Wd~~S LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
LL~~ 14:18:35
t._ RUT:' _!1'Ol`OOWN FORCES (flexible wintl tlesign, continuetl)
i,- ~ wall ena p.op 4a.oo ss ss]
I v Op ~mg 1 19.00 49.00 55] 557 251
n r,Opening 1 24.50 SB.pp 55] 55] 59
Ii 9~ciw 11 entl 29.00 48.00 5~] 55]
L_ .u ~ J COl11ll......_P (p COR16l/Ietl /OIOB IS /dnMlPd Av i 00 lnatl rnmFim hnn l<rlnr
12
\I
Wind Suction Deslgn
C G M1IPON BUTS AHD CLADDING by SHEAR LINE
1830 BHEAR.wsr Aug. 2, 2008
14:18:38
Korth-5 ouch
Shearlines
,I
~ Shea
IFbrte thing [psQ
I~Cap Forcel Fastener W
Force C ithtlrawal [Ibs]
ap Force/Cap Servka Contl
Factors
Une Lev Gr Ca Entl Inc ~ End
Inc
Tem Moist
I
1 1 2
2 2
2 2
3 1 2
2
S 1 2
2 2 1"1.4 ,
1].4
1].4
1].4
1].9
1]A
1"1.9 90.0 0.36
90.0 0.36
90.0 0.36
98.0 0.36
190,0 0.36
190.0 p.36
48.0 0.36 23 19
23 19
23 19
23 19
23 19
23 19
23 19 60 0.39 0.20
60 0.39 0.20
68 0.39 p.20
68 0.39 0.28
68 0.39 p.20
68 0.34 0.28
60 0.34 0.28 1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 S.pO
1.00 1.00
1.00 1.00
Gast-Wes[ { Shea thing [psf7 Fastener Wi thtlrawal [Ibs] Servlca Contl
Shearlines II I
Force 'Cap Forcel Force Ca p Forca/Cap Factors
line Lev Gr i ~ Ca Entl Inc Entl Iht Tam Moist
0 2 2 f{I11
1 ~ ~ ~ 114. ~I40~0 036 Y3 19 6B 0.39 0.20 i.00 1.00
73
1830 SHEAR.wsr Aug. 2, 2005
14:18:35
S ELSMIC
Flexible Diaphragm Seismic
B
Ma h
s iltling'i Area
s Ibs s ~.ft Story Shear [Ib8]
E-W NS Shear
E-W Ralio Rmax
~ NS Reliability Factor p
E-W NS
Level2 1]410] 4010 3252 3252 0.305 0.1]3 0.3] -1.62
Levels 26641 .1401 2621 2621 0.340 0.124 0.93 -2.30
S truct o ra 4d048 ~- 58]3 SB]3 - - 1.00 1.00
~., : ~.- ,.. . ..,. .,-„
•.. v ,c.-m ,~~
:FI,'. AR RESiI LiS ~ ~ '
t~0i ii~~50u.h W J For HIW Fect. Shear Force [plg
S hc.~.:anes G > Oii Int Ext V Ibs V/L VIFHS
Line 1
Level 2
i.n 1, Le v2 2 Both 1.0 Lf0 1161 32.3 39.9
Lcv el t
Lnl, Levl 2 Both 1.0 110 200] 90.1 50.8
wa 11 1-2 2 BOTh 1.0 140 1295 40.1 50.8 ~
wall 1-1 2 Both 1.0 140 Al 90.1 50.8
I -...,
~
-,
Levl 2 Both ].0 l0 ]15 13.9 51.1 '
~
~: _, f
Le.'eh1 ~ I
tcN. Ivv2 2 Both 1.0 1
~0 1115 39.8 39.8
Lev ei t
Ln 1, [wl 2 poth
i 1.0 1.0
i 1390 3].1 41.5
Far HIW Fact Shear Force [pll]
~•a Dir Inl E
zt V Ibs VIL V/FHS
1
1
.` I
.:
I
.e' I~
... levl 1 ~BOth 1.0 .70 894 38.9 12].]
L
1
vrl 2
~ I
Le v2
~ 2 Both 1.0 63 1094 48.6 3].5
., r I
. I ~
c
Levl 2 ~ Both 1.0 1
.0 1336 45.3 12].3
l
~ ~
L
av2 2 ', aot
h 1.0 1
.0 1182 40.8 50.3
I
~ 1 Both 1.0 .6] 1]60 59.9 136.0
i'•. ~ '- Both 1.0 /6] 952 59.9 136.0
c '.~ _ Both 1.0 :~6] 816 59.9 136.0
~ 14
--__. __ . . J.. _ _..
242 1.00 5 292 ]133 0.16
292 1.00 5 292 9551 0.21
292 1.00 242 6166 0.21
242 1.00 292 3385 0.21
292 1.00 S 292 3385 0.21
292 1.00 5 242 ]]30 0.14
242 1.00 5 242 8100 0.1]
2]5 1.00 5 2]5 1924 0.46
151 1.00 5' 151 2614 0.50
242 1.00 5 242 2539 0.53
292 1.00 5 242 5682 0.21
236 1.00 5 236 33]] 0.50
236 1.00 236 1963 0.58
236 1.00 236 1914 0.50
fER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
AND
I. r-t
r~ i ~
I
Lin v- Po
lion on Wall Locallon [k] Holtl EOwn FOfcB [Ibsj Dragstrut
P~,i
- r0 enin f X Y Shear ~Deatl U iik Cmb'd Force ba
W
~
1-1 Left
~
11 End -0 .50 -2 .00 95] 459
1-1 hight~Wall Entl -0 .50 12 .00 1229 1229
1-.'. Lef: Ob~ening 1 ~ -0 .50 25 .00 95] 459 280
Line 1 vut. Element 0 .00 20 .50 315 315
1-' Right })penrng 1 -0 .50 30 .00 45] 45] Bt
Li r.. 'JerL F lemen[ 0 .00 31 .50 315 315
-
~ S^f[ ing 2
~' -p .5a 35 .00 95'! 451 141
Lin=
1 ~~r
1 emev[ 0 .00 39 .00 315 315
1-2 Rig h[ pening 2 -0 .50 90. 50 459 951 Bo
Lice 1 Vert. dement
~ 0 .00 42 .50 315 315
1-2 Right
a 11 Entl -0 .50 98 .00 9]2 "192
pl WW
P
E
"-1 Le Et 'r,
11
ntl 22 .50 -2 .00 460 460
''-1 Rig ht 11 Entl
a 22 .50 12 .00 460 460 521
n ~
~ cefc W111 Entl 29 .00 12 .00 373 393
.. a
9
~ Ve_[.!'l emenc 29 .00 16 .00 2]9 2]9
a-1 Left p~'eni n'g 1 ! 29 .00 31 .50 393 3]3 06
9-l S~.ht ing 1
'd 29 .00 35. 50 313 3]3 62
Lin,: 9 ac[.
ement 29 .00 40. 00 299 ' 299
L-: yNC + 11 Entl 29 .00 99. 50 393 3"13
~
E
:~-L W
11
ntl -0 .50 -2. 00 1150 1150
-- - e ~'a ni ng 1 ! 3 .00 -2. 00 1150 1150 311
- q''. ~.C ing 1 ~ 19 .00 -2. 00 1150 1150 311
- a ~a11
Entl 22 .50 -2. 00 1150 1150
ii (
-~ B Vert. ~l ement 0 .00 12. 00 "100 ]00
_ _~ p
~
~
- vecL Element 3 .00 12. 00 900 ')p0
i
,
~,
.~ e va rc. eiemenc e .oo xz. oo 900 lpp
L _, ~.: u v,:: ~~lemenc 1s .pa 12. 00 ]po 900
.: E vert. clement zp .ap 1z. oo ]oo lop
E verc- IE~l ement I 22 .50 12. 00 ]00 900
' I - W
phl Entl -0 .50 22. 00 1196 1146
C- y
{
''~
11 Entl 10 .00 22. 00 134fi 1x46 861
h 1
E- f
~j,l Entl
a -0 .50 90. 00 1229 1224
l
! 1
nt 0 .00 90. 00 402 902
-t p 'g 1 3 .50 90. 00 1229 1229 309
~
1 hg 1 0 .50 90. p0 1229 1229 5
- y
5
~g 2 11 .50 50. 00 1224 1229 233
A
AIY 1 Entl 10 .00 99. 50 1229 1224
I '', D ilemen[
' 19 .00 90. p0 902 402
.- ] t
g 1
1 21 .00 99. 50 1229 1224 11
'.. D 1
1 nh 29 .50 48. Op 902 402
'-2 R ~ntl ing 1 26 .00 99. 50 1224 1224 220
b R t ~I:11 iEnd ~ 29 .00 99, 50 162] 1621
r ff1 I
~ P3 %l s
I
E
on on Wall J Locatio n [k] Holtl own Force [Ibs] Dragstrul
_ ___~".O enin ! X Y Sheai ~ Deatl U lik Cmb'd Force bs
-n e
~~
l
1 t W 11 Entl I ~ 0. 00 12, 00 315 315
g 1
~
-
~ 0. 00 20. 50 315 315 11]
~
.t
~:oe ning 1 0. 00 31, 50 315 315 21
> ning 2 0. 00 39, 00 315 315 ]4
- L 4_ening 2 I 0. 00 42. 50 315 315 39
c,11 !end 0. 00 90, 00 315 315
E
!
nd 29. 00 16. 00 279 2]9
~. c 11 End
- 29. 00 48. p0 279 279
rF.
~
!-~-1 1:
rt F'
11 End 0. 00 12, 00 900 9pp
- L-'.~ pPUnirig 1 3. 00 12. 00 ]00 ]00 Ill
-- P!°Im~t:;:e ning 1 ~ 0. 00 12. 00 ]00 900 126
L::fL 0 =ning 2 15. 00 12. 00 9D0 ]00 146
Ri gat~oening 2
~ 20. 00 12. 0!1 ]00 ]00 91
_' '_h
•,;11 End 22. 50 12. 00 ]00 ]00
--- -~~. - 1 - -- - i - 15 - --
IN I
~- W ~ ot~ ~~ lo~rks
_ i
1_ ,_ _,,~. ^ ~ N F
f. ~
n-! i:cc ~2 1 ena
-~-1 ~! [ eni g 1
u-. ~_uhc~d'a 11 End
Ki ble seismic tlesign
0.00 48.00
19.00 48.00
24.50 48.00
29.00 48.00
'ER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
902 402
402 402
402 402
902 402
181
43
16
'S LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
17
COMPANY PROJECT
' Pacific NoMwest Engineering LUBBESMEYER 1830
® W®ot&Works (253)509-3285 Bi
Aug. 2, 2005 14:31:21
Design Check Calculation Sheet
Sizer 2004
LOADS: (lbs, psi, pr plf I
Load TYPe Distribuf ion Magnitude Location [ft] Patiern
scant ena stave ena Loaaa
LOatll Oe ad Full UDL 200.0 No
Loaa2 Live ' Full UDL 800.0 No
Loaaa Dead Full UDL 00.0 No
MAXIMUM READ TIONS (Ibs) and BEARING LENGTHS (In)
e~F~~
Dead 990 9q0
Live P6p0 2600
Total 590 3590
Bearz n
:
g '
LC numbez ~ 2 2
Len [h 1.6 1.6
Lumbersoft, D.Fir-L, No.2, 4x12"
Self Weight of 9.35 pif automatically included in lOatls;
Lateral supPOrt top= at supports, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE Nos~29of:1 stress=DSi. and in 1
Czi to zi on Anal s s value Desi n value Anal sis/pesi n
Shear fv 96 Fv' - 180 fV Fv' 0 .53
0entli ngl+) fb = 935 eb' = 9t] fb/eb' 0 .96
Live Defl'n 0.05 - ¢/999 0.22 L/360 0 .22
Total Defl'n D.pl = <L/999 0.32 L/240 0 .23
ADDITIONAL DATA:
FACTOFS: F CD CM Ci CL CF Cfu CS Cf Ci Ci Cn LCX
Fb'+ 900 1.00 1.00 1.00 0.907 1.100 1.00 1.00 1.00 1.OO - 2
FV' 100 1.00 1.00 1.00 - - - - 1,00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Gentling +l: LGN 2 D+L, M 5753 lb3-ft
sheaz LCD` 2 = p+L, V - 3540, V design = 2519 IDs
Def section: Lc 2 p+L EI= 669.99e06 16-in2
To[al Def lectl pn = L50(pead Loaa Deflec[ionl + Live Loaa Oefle coon.
(D=dean L=lyve 5-snow w=wind I=impact c=constzucti on CLd°concent sates)
(All LC's a[~ lla[ed in the Analysis outpuCl
DESIGN NOTE:
1. Please verity that ~Ihe default tle0edion limits are appropriate for your application.
2. Sawn lumber beetling members shall be laterally supported accortling to the provisions of NOS Clause 4.4.1.
COMPANY PROJECT
Paci(c Northwest Engineering LUBBESMEVER 1630
® W®od Works (253)589-3265 g2
Aug. 2, 2005 14:3]:31
Design Check Calculation Sheef.
Sizer 2004
LOADS: 1 Ibs, pst, or plt i
Load Type pistributi on Magni[utle Location [ffl eateexn
start ena start ena Load'+
Load1 Deatl E1,11 DOL 1 .0 No
Loatl2 Live Full UDL 53.0 No
Load3 Deatl eoint 120 6.00 No
Loatl4 Live L eoint 980 6.00 No
Dea 95
tl 155
Li 332 5]2
Total 92] ]2]
6 9
LC number 2
2
Length S .O
Lumber-soft, D.Fir-L, No.2, 2x10"
Spacetl at 16" do Self Weight of 3.3 pH automatically inclutletl in loatls;
Lateral support: topJat supports, botlom= at supports; Repetitive factor: applietl where perrnitled (refer to online help); Loatl combinations:
ICC-IBC;
SECTION vs. O~$IGN CODE ND5-260t (stress=psi and In )
Criterion I Anal s s value Desi n value Anal srs/Desi n
Ehear Ev ]3 Fv' 180 fv/FV' = 0.40
Gentling(+l fb - ]38 Fb' 821 fb/Fb' = 0.90
Live pefl'n' 0.0] _ <L/999 0.2] = L/360 0.26
Total Def 1'm. 0.10 = L/980 0.40 L/240 0.24
ADDITIONAL D ATA:
FACTORS: £ CD CM CC CL CF Cfu Cf Cfri Ci Cn LCN
Fb'* 900 1.00 1.00 1.00 0.]21 1.100 1.00 1.15 1.00 1.00 - 2
rv' leD i .pp l.pD l.aD - - - - l.oD l.aD l.op z
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
e' 1.6 mi llion 1.00 1.00 - - - - 1.00 1.00 - 2
Eentli ngl+): LCG 2 D+L, M = 131fi lbs-f[
Shed[ LCp 2 D+L, V ]2], V tlesign 6"14 lbs
Oefle[tion: LCp 2 = D+L EI= 158 .29e06 lb-in2
Total Oefle c[io n = 1.50 (Deatl Loatl Deflection) + Live Loatl Deflection.
ID=dead L=l ive 5=snow W=wind I=impact C=constnucti on CLd=con centratetll
iAll LC's are listetl in the Analysis oufputl
DESIGN NOTES:
7. Please verify that the default defletlion limits are appropriate for your appliwtlon.
2. Sawn lumber bending members shall De laterally supported according to the provisions of NDS Clause 4.4.1.
Pacifc
® WoodWorks® '253'5
Aug. 2,
LOADS: 1 Ibs,
Design Check Calculation
6izer 2009
Loatl Type ~ Distribution ' Magnitude Location [f tl Pa ttern
I Sta[t Entl bta[t Entl Lo atl'+
Loatll Oeatl 8011 UDL 90.0 No
Loatll Snow ~ FUll UDL 150.0 No
MAXIMUM
LENGTHS
PROJECT
LUBBESMEVER 1830
R1
~ ~ ~
Totlal ]3e ]98
eea[in
:
g
LC numbe[ ~ ~
2 2
Len th .l 0 1.0
Lumber-soft, D.Fir-L, No:2, 4x8'
Self Weight of 6.03 plf automatically inclutled in I ads;
Lateral support: top=1 full, odour= at sup arts; Load combinations ICC-IBC;
SECTION vs. DESIGN CODE NDS~1dst (stress=psi, ana an
c[ieecion 111 Anai sis value Des value Anal sis/Deli I
Sentling(+) Ifb - 933 ~ ~ n 20i fv/FV' _ '0.19
Live Defl'n 0.02 <L/999 0.20 L/360 0.12
Total De E1'n~ ~ 0.05 = <L/999 Oe30 = 1L/240 fb/~ 0.16
ADDITIONAL DATA:
FACTORS: F 'CD CM Ctl CL CF CfU C[ Cf Y[ Ci Cn LCr
Fb'+ 900 IRS. 15 1.00 1.00 I. 000 1.300 1.00 1.00 1.00 1.00 - 2
Fv' lea lls l.oo l.oo - - - - l.DD l.oo I.oo 2
FcP' bzs ~'- l.DO l.DO - - - - l.oo l.oo - -
E' 1.6 m ~3ion 1.00 1.00 - - - - 1.00 1.00 - 2
sending(+): LC12 I D+S, M 110] lbs-ft
shear LC k2 =~ D+s, v - ]30, v tlesign = sB9 Ibs
De Ele cti on: LC k~.2 ~ D+S EI='~1 ]].83e06 16-in2
Total Deflection = d.50 (Dead Load Deflection) + Live Loatl Deflection.
(D=dead L=11've 5=snow W=wintl I=impact C=construction CLtl=concentrated)
(All LC's afe~ iistetl in the~'Analggis outpui)
DESIGN NOTES': ~ ~,
1. Please verify that (he default tlegection', limits are appropriate for your application.
2. Sawn lumber benEing members shall be laterally supportetl according to the provisions of NDS Clause 4.4.1.
COMPANY
® W
OO J\A/0 f.1-5 Pacihc Nodhwest
(253)589-3265
li 6~ V Y IC Au9~2, 2005 14:;
wh Design Check Calculation
g Sizer 2004
LOADS: 1 Ibs, pst, or plt )
Loatl Type ' + Distribution Ma gnitutle Location Iftl Pat tern
tt SLarC Entl St dL[ Entl Loa d'+
Loadl De atl j Full OEL fi0.0 N o
Loatl2 Snow 1 FUll DEL 100.0 N o
MAXIMUM REgCT10NS (Ibs) and BEARING LENGTHS (in)
PROJECT
LURBESMEVER 1830
R2
1F'
Eeatl 1555 . 555
LSve
Total 000
1355 ~
' 000
1355
Bearing:
LC number 1 r
1~
2 I 2
Len th I . 0
1.0
Lumber-soft, D.Fir-L, No.2, 4x1:
Self Weight of A35 plf automatically iodutled in
Lateral support: tap-~i~ull, bottom= at supports: Loatl Combinations: ICC-IBC;
SECTION vs. DESIGN CODE Nos-zoad: f stmas-eei_ ana m I
Criterion 1 19 Anal s s Value Ees4 n value Anal sis/Desi
6hear fv 46 ~ Fv' = 207 fv Fv' _ 0.22
Bendi ng(+) ~ ~ 'fb 361 Fb' 1130 fb/Fb' _ ' 0.]]
Live Oefl'n 0.22 L/865 0.53 L/360 0.92
Total Oefl'n 0.'45 L/429 0 80 = L/290 0 5]
FACTORS: F ICD CM Ct CL CF Cfu CL Cf CT Ci Cu LCp
Eb'+ 900 }1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2
Ev' 180 1I~L15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 IF 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 m ?-lion 1.00 1.00 - - - - -1.00 1.00 - 2
eentli ngl+): LC ~I2 =~ E+s, M = ~ 5419 lbs-Et
Sheaz LC~'2 ~ p+5, v 1355, V design = 1196 lbs
Oeflecti on: LC qV2 ~ D+E ei='664.49e06 16-in2
Total uefle cCion ;.50 (Deatl Loatl Deflection) + Live Loatl Oefleco on,
(D=tle ad 1-live 5=snew W=wind I=impact C=COn3 CLOCilOp CLtl=concenCZated)
(A11 LC's aie?listetl in ChelAnalysis output) f
DESIGN NOTES 11
1. Please verify that the default tleflec[ien~limits are appropriate for your eppliwtion.
2. Sawn lumber bending members shall Ce laterally supported according to the provisions of NDS Clause 4.q,1.
COMPANY PROJECT
Pacifc Northwest Engineering LURfiESMEYER 1030
® WooalWorks (253)569.3265 SF1
Aug. 2, 2005 14:38:42
Design Check Calculation Sheet
Sizer 2004
LOADS: l lbs, psf, or plF )
Load Type Dis tribuf ion Magnitutle
Etdit End Location (ft7
Sf dCt End Pat Ce rn
LOdtl?
Loatll Deatl Full UDL 100.0 No
Loatll Live FU11 UDL 400.0 No
Load3 Deatl Full UDL 60.0 No
Load4 Snov Full UDL 100.0 No
LoatlS Deatl Full UDL 00.0 No
Deaa X2]5 12]5
Live X2000
~ 2000
Total ~~32]5 32]5
9
LC number 2 2
Len th 1.0 1.0
7imher-soft, D.FIr-L, No.2, 6x12"
' Self Weight of 15.02 plf automatically includetl in loads;
lateral support: top=. full, bottom= at supports; Load combinations: ICC-IOC;
SECTION vs. DESIGN CODE NDS-zo6e )stress=psl, and m )
Criterion ~ pool s s value Desi n value Anal sis/pesi
Shear fv fi3 Fv' 170 fv/FV' 0.3]
Bending(+) fb = 010 Eb' = B]5 fb/Fb' = 0.93
Live Def 1'n ~ 0.10 <L/999 0.33 L/360 0.30
Total Def 1'n 0.19 L/61] 0.50 = L/240 0 39
ADDITIONAL DATA:
FACTORS: F ICD CM C[ CL CF CfU Cr Cf Z[ Ci Cn LCM
eb'+ e]5 i.00 l.ao l.DO 1.000 1.000 1.00 l.pp l.o0 1.00 - z
ems' 1]p .oa l.aa l.DO - - - - l.op l.oD l.po z
Fcp' 625 ~- 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - I.00 1.00 - 2
Bending(+): LCA 2 = D+L, M 0108 1b5-ft
Shear LCY 2 D+L, V 32]5, V design 264] lbs
Detl action: LCk 2 - D+L EI= 906.]Je06 lb-in2
Total Deflection = 1.50 (Deatl Loatl Def lectioN + Live Loatl Deflection.
(D=dead L=live 5=snow W=wind I=i1M1pdCt C=COnet NCti On CLd=cOn cent w [etl)
(All LC's a e listetl in [he Analysis oU[pnq
DESIGN NOTES:
1. Please veriy that khe tlefault deFledion limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported aaording to the provisions of NDS Clause 4.4.1.
GOmr+arvY ~ PROJECT
Pacifc Northwest Engineering LUBBESMEYER 1830
® Woodworks (253)589-3265 SF3
11.,, Aug. 2,2005 14:39:112
{~~ ( Design Check Calculation
91 Sizes 2009
LOADS: 1 Ibs, p t, or plt )
Loatl Type ~ Discxibution
f Magnitude
snag eaa Location [ft]
scaxc eaa Pa
Lo ttern
am
Loatll Dead FUll' UDL 50.0 NO
Loatll Live FUlll UDL 200.0 No
Loatl3 Deaa ~ ,
FUlll UDL 30.0 No
Loatl4 Snow FUlll ODL 50.0 No
LoatlS Oeatl FUl ll ODL 80.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
I ~„
~
~ Z 2
0
Total p 55 8
5
ee aring:
LC number I
~
{
2
t
I
2
Len ch i 2 1.2
II9 I Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x15"
', Setf Weight of 17.7 plf automatically included in loatls;
Lateral support: tops `ull, bottom= at supports; Loatl combinations ICC-IBC;
SECTION vs. DESIGN CODE NDS-1001: (stress=psi, and In )
Cxiteci on (II Anal s s Value Des value Anal sis/Oesi n I
Shear fv ]2)I Fv'a= 290 fv/FV' _ 0.30
Re VernDefl'n O.~qb - 1L/649 0 03 2L/360 Eb/Fb' = 0.55
Toial Defl'n~ ~ 0.95 = L/278 1.10 = L/240 O.a6
ADDITIONAL D ETA:
FACTORS: F ~:CD CM CC) CL CV Cfu Cr C$C NO[e Cn LCN
Eb'+ 2400 111.00 1.00 1.00 1.000 0.993 1.00 1.00 1.00 1.00 - 2
Fv' 290 11.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 (,[- 3.00 3.00 - - - - 1.00 - - -
E' 1.B m1I13ion 1.00 1.00 - - - - 1.00 - - 2
Dending(at: LC k~ 2 O+L, M 22851 lbs-ft I
Shear LC 2 D+L, V l~' g155, V design 3683 lba '
Oefle coon: LC ~n2 D+L EI=2594.49e06 16-in2
Total Deflec[i ~1 .50(Dead tioatl Deflection) + Live Load Deflection.
(D=tle ad L=live 5=snow W=wintl I=impact C=construction CLtl=concenf rated)
(A11 LC's asglistetl in [heAnal ysis output)
DESIGN NOTESI~
1. Please verily that ~lhe tlefault tleFlectiori limits are appropriate for your application.
2. Glulam design values are for materials bonfonning to AITC 117-2001 antl manufactured in accoMance with ANSI/AITC A190.1-1992
3. GLULAM', bxtl =actual tireatlth x actual tlepth.
4. Glulam Beams shztl be laterally suppodetl accoMing to the provisions of NDS Clause 3.3.3.
5. GLULAM. bearing,length basetl on smaller of Fcp(tension), Fcp(comp'n).
® W®odWorks
i
LOADS: (lbs, psf, or plf )
COMPANY
Pacific Nodhwest Engi
(253)569-3265
Aug. 2, 2005 19:39:23
Design Check Calculation Sheet
skier zooa
PROJECT
LUBBESMEYER 1830
SF3-PSL
Load Type Dist ci buti on Magnitude
Start Entl Location jftj
Start End Pattern
Loatl
Loadl Deatl I Fpll ODL 50.0 No
LDdtl2 Live ' Full UDL 200.0 No
Loatl3 Deatl i FUll UDL 30.0 No
Load4 snow I FUll UDL 50.0 No
Loabs Deatl ~. Full ODL 00.0 NO
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
22'
Deatl 2013 2013
Live 2200 2200
Total ,9213 4213
ae aci ng:
LC number 2
X 2
Len th 4.1 1.1
PSL, 2.OE, 2900Fb, 5-114x14"
Self weight of 22.9] plf automatically includetl in loads;
Lateral supPOdaop= full, bottom= al supports; Loatl wmbinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2007:1 Ibs, Ibs-n, ar In )
Criterion Anal s s Value Des
n value Anal sis/Desi n
shear fv ]] Fv'
= 205 fv Fv' 0 .2]
Be ntling µ) fb = 1621 Fb' 2051 fb/Fb' 0 .51
Live Oef 1'n 0.99 = L/601 0.73 L/360 0 .60
Total Def 1'n 1.09 = L/253 1.10 L/240 0 .95
ADDITIONAL DATA:
FACTORS: F 'CD CM CC CL CV Cfu C[ Cfit Ci Cn LCA
Fb'+ 2900 1.00 - 1.00 1.000 0.90 - 1.00 1.00 - - 2
F„' zes j.DO - 1.oD - - - - 1.90 - l.oo z
Fcp' ]50 i- - 1.00 - - - - 1.00 - - -
E' 2.0 mi .lion - 1.00 - - - - 1.00 - - 2
Bevtli vql+) LCh 2 D+L, M = 231]0 lb9-fT
Shear LC) 2 D+L, v = 4213, v tlesign 3]66 lbs
Deflection: LCR 2 D+L EI=2400.9fie06 lb-i n2
To[al Defle ctipn = 1.50(De ad Loatl Defle ctionl + Live Load Def lec[ion,
ID=tleatl L=live 5-snow w=wind i=impact c=cons[ructi on ccd=c on c e ntxatetl)
(All LC's aee lis ted in the Analysis out pail
DESIGN NOTES:
t. Please verify that the default tle0ection limits are appropriate for your application.
2. SCL-BEAMS (S Wctural Composite Lumberj: the attachetl SCL selection is for preliminary tlesign only. For (nal member design wntact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changetl in the tlatabase editor.
COMPANY
Pacific Northwest Eng
J
® W
~UW~tk$ (253)569-3265
Q Aug. 2, 2005 14:39:4]
Design Check Calculation Sheet
Slzer 2004
LOADS: (lbs, psf, or plf )
Loatl Type gist ribution Ma gnitutle Location [ft7 Pattern
start entl Start Entl Load
Loatll Dead I FUll DpL 10.0 No
Loatll Live Full ODL 90.0 No
Loatl3 Dead Point 220 16.SD No
MAXIMUM
PROJECT
LU BBESMEYER 1830
SF4
peal ~', 139 306
Live 13]0
" 3]0
Total i 504 6]6
Woist, generic, low stg., 1-714x71-7/S" ,
Spacetl at 12" dc; Self Weight of 1.88 plf automatically indutletl in loatls;
SECTION vs. DESIGN CODE Nos-zbm: f lee. m..a. ~r In t
criterion i Anal sis value pes
n value Anal sis/Desi n
shear v = 6"Ifi Vr
= 990 v Vr 0. 68
Bentling (+( M 2449 Mr = 4525 M/Mr 0. 59
Live Defl'n
~ 0.3T L/600 0.96 = L/980 0. 80
Total Defl'n
I 0.62 = L/358 0 92 L/290 0 6]
FACTORS: F CD CM Ct CL CF CfU Cr Cf [t CS Cn LCk
Fb'* n/a 1.00 1.00 1.00 1.000 1.000 1.OD 1.15 1.00 1.00 - 2
eu' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
£' n/a 1.00 1.00 - - - - 1.OO 1.00 - 2
Bending l+f; LC@ 2 = D+L, M = 2999 lbs-ft
Shear LGk 2 D+L, v 676 lbs
Defleciian: LCX 2 D+L EI- 285.OOe06 1b-in2
Total Deflects Pn L50(De ad Load DeflectioN + Live Load Deflection,
(D=dead L-Slue 5=snow W=wi ntl I=impact C=construction CLtl=concentratetl)
(All Lt's a[¢ listed in the Andl ysis output)
DESIGN NOTES:
1. Pfease veriy that the tlefault tleFlection limits are appropriate for your application.
2. I-JOISTS'. the atteEhetl I-joist selection is for preliminary tlesign only. For 5nal member design contact your local IJOist manufaaurer.
COMPANY
Pacifc Northvre
® Wood Works (253)5893265
1 m ~ ......ew Aug. 2, 2005 14
LOADS: 1 Ibs,
Design Check Calculation Sheet
Sizar 2004
Loatl Type I {Distiibufion MagniCUtle LOCati On [f [] Pa t te [n
W St a[[ End Start Entl LOa d°
LOatll Oeatl Full UDL 13.0 No
Loatl2 Live FUll UDL 53.0 No
Loatl3 Dead ieoint 220 16.50 No
MAXIMUM REACTIONS (Ibs):
PROJECT
LURBESMEVER 1830
SF5
Dead :133
Live ~ (450 450
Total 583 pgp
d
Loatl combinationsaljCC-IBC;
SECTION vs. DESIGN CODE
IJoist, generic, low stg., 1.314x11
16" dc; Self Weight of 1.88 plf automatically i
1lbs. Ibs-h, Orin)
Cri to [i on f ' Anal s s Value pas Value
n Anal sis/pesi n
n
I ~
I M/Mr
D I
S
otal
Defl'n O.
L/396 O.85
L/2g0 0.61
has been i
ADDITIONAL
FACTORS: F
Fb'+ n/a
eV' n/a
e' n/a
Eenain9l+):
Shear
Deflection:
Total Defl ec
(D=dead i
(All LC's
DESIGN NOT
1. Please verl(y 8
2.1-JOISTS ahe.
.a ..~.. im.~c .a w um euVPau
per NDS 13.9.3. 1
in Icads;
D CM Cti CL CF Cfu C[ Cfrt Ci Cn LC$
00 1.00 l.oo; l.ooo l.ooo l.oo l.u L oa l.oo - z
00 l.oo l.oa. - - - - LDa Lao LDD z
Loo 1.00 - - - - l.oo Loo - 2
2 D+L, M 250"1 lbs-ft
2 D+L, V J90 lbs
2 = D+L EI= 2BS.OOe06 lb-i n2
= 1.50(Oeatl Load Deflection) + Live Load Deflection.
5=snow W=wind I=impact C=consiru c[ion CLtl=coneen[ca tetll
listetl in the lAnalysis output)
are appropriate (or your application.
preliminary design only. For final member design contact your local I-Joist manufacturer.
CITY OF YELM -BUILDING DEPARTMENT
RESIDENTIAL CERTIFICATE OF OCCUPANCY
Building Adtlress 14963 Mountain View Ct. SE
Owner Name
Owner Address
Landshaoes NW
1151 E112~St. SE
Building Permit Number BLD-05-0544-YL Plan Number Plan 1830
Areas
Special
Building Official: G. Carlson Date: February 15 2007
This structure is in compliance with the International Residential Code (Chapter
51-51 WAC) as adopted by the Washington State Building Code Council pursuant
to Chapters 19.27 and 70.92 RCW, effective July 1, 2004