BLD-05-0277
~~~~~~~~~~~~~~~ -COMM. JOURNAL- ~~~~~~~~~~~~~~~~~~~ DATE MAY-16-2006 ~~~~~ TIME 23'41 ~~~~~~~~
MODE =
MEMORY TRANSMISSION
START=MAY-16 23:41
END=MAY-16 23:41
FILE NO.=633
STN
No.
COMM.
KEY NAME STATION NAME/EMAIL ADDRESS/TELEPHONE NO. PAGES
DURATION
001
OK
[Landshapes NW ] Landshapes NW 001/001
00:00:15
-Yelm CDD
360 458 3144- ~~~~~~~~~
~~~~~ DP-3520 ~~~~~~~~~~~~~~~~~~~~~~ -Yelm CDD
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Cli'{ Of '{E\.foJl _ BUILOING OEP ARitJIENi
RESIOENilAL CERilflCAiE Of OcCUPANC'{
Building permit Number
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Building p..ddress
Plan Number
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owner Name
owner p..ddress
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Nla\J 1.7 2006
Remar\<..s
p...reas Inspected
special conditions
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_ _ 'nlelnaliona' Residential Code (Chapler
ThiS slNClule is in compl,.nce ~~~~: Ion Slale Building Code Council pUlSuanl
5"\-5"\ \Np..C) as adopted bV tn.; d"10 ~2 RCIN elleelive July \.2004
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FROM YELM SEWER DEPT
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FAX
NEW CONSTRUCTION
WATER INSPECTION
DATE:~lo
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DEVELOPMENT
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COMMENTS?G-OLDGA-J O\2.A&D..vy ~ 1'3
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ot legible please call (360) 458~8411
...* If you do not receive all copies or any copy is n ,
as soon as possible.
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CITY OF YELi\1INSPECTION LOG
7~/tJYJ JY'JO
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PER.\llT NU!\1BER (J Y - Cd 7 7
./ 07) '7 If f11/a >>1/ #/j
PROJECT
LtJ-/{)
5'f: SC
-\DDRESS
SET BAChS D:1te
Front
Rear
Side Flarlmg
Side
\\' -\LL
~ 6"
D 8"
D other
FOOTING
31 ~ 1 T
4l.t 0 16"'
If} CJ other
i 0 // :J required \ ents
~'''~\\'~LLR[B~R ./ D,"
ti-,tJjJt?j tV
FOOTl'\GREB-\R
CC'!"!"l.!'!:ents
CO\l11I;\[D FRA \lE/ L\.TERIOR SHE.-\R \\' -\LL I'\SPECTIO'-'
Hold downs :J Shear ~adlng -
Frame :::J fb.-v-' Gas'Propane ~d- Ih,/~U
J1urubng 6 ~1ech3.nlcal j t' /
Comments ~fIoli.- 0~((
I'\SlLATIO'" /0~s
~rF 03.m and Seal
J/ v~Jo11
SHEET ROCrSHEAR \Y UL ~ ~I~
Comments ~11l't jIlt
Comments
J Electflc
~ \':;ror blTler ;Z'- P\'-\
jJcp' ~.
,
~ Other
OTHER
Comments
FI '" -\ L
u Se\\ er F:nal
::J -\dJress
J CI\ 11 FIn::1
o SIte DrJIllJ!;e "I
1J Electncl!
1] Insubtlon
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Slde\\ 311-.
Comments
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City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax; (360)458-3144
Permit No
BLD-05-0277 - YL
Issue Date 09/20/2005
(Work must be started within 180 days)
Receipt No
38289
Applicant:
Name: Landshapes NW, Inc.
Phone:
253.537.6370
Address. 1151 E 112th Street
City' Tacoma
State: WA Zip 98445
Property Information:
Site Address 10717 Umatanum S1. SE
Assessor Parcel No 32660001000
Subdivision, Autumn Hill, phase II
Lot: 10
Contractor Information:
Name, Landshapes NW
Contact: Lubbesmeyer, John
City' Tacoma
Phone: 253-537-6370
Address 1151 East 112th Street
State. WA Zip 98445
Contractor License No. LANDSN1965MT
Expires. 08/13/06225
Business Licen.se. 1673.0
Project Information:
Project: Autumn Hill, phase II
Description of Work: 1830 sf SFR, Lot 10
Sq. Ft. per floor' (1st) 894
(2nd) 936
(3rd) 0
Garage 0
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 1 399 19 993.75 405 44 5.6000 72.4000 $1,000
Building Plan Review 591 15 000 000 o 0000 0.0000
Mechanical Permit 78,25 0.00 000 o 0000 0.0000
Plumbing Permit 111 00 20.00 9100 7 0000 13 0000 Fixture
Sewer ERU 5,41700 000 5 417 00 5,4170000 1 0000 ERU
Sewer Inspection 145.00 000 145.00 145 0000 1 0000 ERU
Water ERU 1,500.00 000 1,500.00 1,500 0000 1 0000 ERU
Water Meter (SFD) 300 00 300 00 0.00 0.0000 0.0000
Water Deposit 4000 4000 000 0.0000 o 0000
Traffic Facilities Charge 757 50 0.00 757 50 750 0000 1 0100 Peak PM Trip
Sewer Deposit 5000 5000 000 o 0000 o 0000
State Building Fee 4.50 450 000 o 0000 o 0000
TOTAL FEES $10,393.59
AppliC:~l1t'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 r cord, If a lying as a contractor, I futher certify that I am currently
registered in th t of a in ...
OFFICIAL USE ONLY
# Sets of Prints:
Final Inspection:
Date.
By'
.
. .
. .. I:'
-.1:11 ;,. . ". :.... ..1'1
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RECEIPT No.3 8 2 87
RE9!;lV~H mJ UnllC: 1\11''''
. w.., . 1.l..JV.......-l ...t1.;
THREE HG~DFED NINETY THREE DOLL~RS
& 59 CSNTS
RECEIVED FROM
LANDSHAPES NW INC
11.351 E 112 ST
TACOHA, VIA 92445
B L D - 05 - 02 77,- YL
SITE 10717 U~!ATANU}f ST BE
DATE REC. NO.
09/20/05 38287
AMOUNT
10,393 59 CHSCK
REF NO.
2772
BUDGETARY
DTANA
BLDFHliT13:l:j 19, PLNFEV5:;1 15, l!EC'HFPIIT78 ;:c:-, FLIIBF'PlITlll. SEPU5417
S / INS P 1 4 ~, \-l / E F U 1 5 <'1 (l, H / 11 T R 300, VI ! DE P 40, T P p,:r F 7 5 7 50, S' DE P 50, S T FEE :! 5 0
RECEIPT No 38288
RE9F~F.pEN THOUS~ND
ONE HUNDPED
THIrTY ONE
[L=" II Lt'!R ~3 tt.
10 CENTS
RECEIVED FROM
LAND SHAPES NW INC
1151 E 112TH 5T
TACONA, I'lA 98445
BLD-05-0~78-YL
SITE, 10713 UlITF>.NUt,! ":'1' SE
DATE REC. NO.
09/20/05 38288
AMOUNT
10,131 10 CHECK
REF NO.
2772
BUDGETARY
DIANA.
BLDFRHT1233 99, PLNPE '521 -'=, ![[r'HFRIIT71 I:, PLlIBFFillT30, S 'ERU5417,
S/INSF145, H/EPU1500, \'idITI'3JO, \'['DEF40, TRArF757 50, ~ 'DEF50,3TFEE4 50
.
RECEIPT No.3 8 289
RECEIVED
.**-TEN THOUSAND THREE HUNDRED NINETY THREE DOLLARS & 59 CENTS
RECEIVED FROM
LNADSHAPES NW INC
1151 E011~TH ST
TACOMA, WA 93445
BLD-05-0276-YL
SITE 10721 UMATANUM ST SE
DATE REC. NO.
09/20/05 38289
AMOUNT
10,393 59 CHECK
REF NO.
2772
BUDGETARY
DIANA
ELDP~lfT13'=:~::j L9, FLNFE'.jSql 1.:', IIECHPFHT78 :'5, PLIlBPRlI'I'lll, S/ERU~417
.3 II N.3 F 1 4:, H! E R U 1 500, H It! T R ~ 0 J. IL DE r 4 (;, T}( A F r 7 S 7 5 ~3, S [1 E F 50, S T r E E 4 50
Applicant:
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
o
Name: Landshapes NW, Inc.
Address. 1151 E 112th Street
Project Information
Project: Autumn Hill, phase II
Description of Work: 1830 sf SFR, Lot 10
Site Address. 10717 Umatanum S1. SE
Fees:
Item Acct Code
Building Permit 100-500k 032001-322-10-00
Building Plan Review 100001-345-83-00
Mechanical Permit 032001-322-10-00
Plumbing Permit 032001-322-10-00
Sewer ERU 802412-343-50-01
Sewer Inspection 805412-343-80-00
Water ERU 715401-343-80-02
Water Meter (SFD) 712401-343-80-01
Water Deposit 740402-389-00-00
Traffic Facilities Charge 420120-345-85-00
Sewer Deposit 742402-389-01-00
State Building Fee 160001-386-00-00
TOTAL FEES.
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Permit Fees Schedule
Permit No BLD-05-0277-YL
Phone:
253.537.6370
City' Tacoma
State: WA Zip 98445
321# UCObl D l)D
Assessor Parcel No .~138766
Item Fee Base Amt Unit Fee Unit Rate No Units Unit Desc
-------------
1,39919 993.75 405 44 5.6000 72.4000 $1,000
591 15 000 000 0.0000 o 0000
78.25 000 000 o 0000 o 0000
111 00 2000 9100 7 0000 13.0000 Fixture
5,41700 000 5,41700 5,4170000 1 0000 ERU
145.00 0.00 145.00 145.0000 1 0000 ERU
1,50000 0.00 1 500 00 1,5000000 1 0000 ERU
300 00 300 00 000 o 0000 o 0000
4000 4000 000 o 0000 0.0000
757.50 0.00 757 50 750 0000 1 0100 Peak PM Trip
50.00 5000 000 0.0000 0.0000
450 450 000 o 0000 o 0000
$10,393.59
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Yelm Community Schools
PO Box 476
Yelm, WA 98597
Clerk
Terminal
Receigt
Manual Receipt
Cray
1
3941
NTACOMA
NMITIGA TIONS
LANDSHAPES, NORTH WEST INC
9/20/2005 10:56 AM
Qty Item
Price
1 CPF2900 6420 00
MITIGA TION
MITIGATION FEES FOR AUTUMN HILL LOTS 9,10,
11
Subtotal
Tax'
Total
Check
2771
6420.00
o 00
6420 00
6420 00
Amount Due,
0,00
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I!!nlhw~$r" m~C. 1151 East 112th Street, Tacoma, WA 98445
Office 253537,6370 ' Fax 253537-9163
To Whom It May concern.
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InfiltratIOn as deSIgned on the engmeered plat shall be located m the rear yard of each lot
t;l
tl'2smeyer
President
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CiTY OF YElM
RESIDENTIAL BUILDING PERMIT APPUCA TION FORM
$E Parcel #. 2.21 '2x0) "7.>0 I ()O
lot #. \()
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SEP 0 7 Z005 (\1
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Project Address' 10
Subdivision I\vtu(\\n Ihll ]1
Zoning;
JY New Construction 0 Re-Model / Re-Roof / Addition 0 Home Occupation Sign
D Plumbing D Mechanical 0 Mobile / Manufactured Home Placement 0 Other
Project Description/Scope of W~rk. c:.)\ 'I \t.:)\t~. f(\! 11 \ \~j
Project Value. \C\ D, 00 0
I
Building Area (sq. ft) 1st Floor B C1 t~ 2nd Floor~LP Garage 53 ~ Deck 2L.p
Basement Carport Patio
# Bedrooms 3 # Bathrooms 2 5 Heating ~~):)THER or ELECTRiC (Circle One)
Are there any environmentally sensitive areas located on the parcel? 1\.)0 If yes, a
completed environmental checklist must accompany permit application
BUILDING QWNERNAME.
ADDRESS \ le:,;\ 'E\ i'2_hl ":.':' r
CITy'THC')rnP\ STATE hfA zlptN'lyq&;~
ARCHFfECT/ENGINEERDp-; i I ':/1\..\ '~)Er~\} If F~) LICENSE #
ADDRESS LD020 ~\ ~J\{EET ' EMAIL
CITY'Tf'\C:)H111 STATE iN.j\ ZIPCt'{)'-iO{) TELEPHONE~3/475'\;~;Lr.)2
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GENERALCONTRACTOR', ,:S ,~)i.: f ~..:;:~ I V, J
ADDRESsli 1~5 ~. E \ \2. 1-1, 5 T ,. EMAIL
CITY TI1\ )rn(~ STATE\'\!f"l. ZIP l..i'N.ILj~~) FAX 2~)::)1 \:~~~l" tj ! I /)3
CONTRACTOR'S LICENSE # U\'Nns\\\pi:!lltlSlI'lIEXP DATE CITY LICENSE #
PLUMBING~CON.TRACT-OR, RfHt:.:)S() ",' . t' '!\f'lv.lELEPH ONE '25'y> '6L -,3' D
ADDRESS Pi) B))( .~~ 5 ,~) EMAIL I
CITYCI~~nHtin l STATE r\li\ Zlpq~3:3c0 FAX
CONTRACTOR'S L1CENSEjf PROt-EPsrj~hBG EXP DATE CITY LICENSE #
MECHANICAL CONTRA
ADDRESS 2'Yl (Y..t; '2 - ,
CITY<::Rl\\~l\\fvfty I ^11'1 U ----
CONT CTOR'S L1CE- -ll~ ~
Copy of mitig-:AP-P--lLCt.ttrdb-i -. . .rr.1SlSE , A.L
I hereby certify that the a~ . EY'\~ V' --- ----LUJ. l(J
a~ove described property- _.-tl..~LIll{.' ')hpelU . .I - - ____
City of Yelm. 3 . "'I ~~C
--.:.. ;-<5Lte_R1ans ~~
Applicant's SiQnatr-.:11ty_\lCtl\ ~ V
Owner I COl1tracto -.:..~. ~ -~___
. --..: -'IltSS l'rfl;'~^ ,./
All permits are no . l J,.l..' . - '-"'Cl.L
within 180 days o~Vf.Lt1POJ1t1'n
-2. ~;~t '
--tt\4In..~-s /
105 Yelm Avenue West
PO Box 479
Yelm, WA 98597
() \~l \ l UmtvJl UXY\
20-02 WA. STATE ENERGY
CODE INFORMATION
PIERCQCOUNTY
DEVELOPMENT CENTER
t.J\MrDHAPe5 \\\ORT &H~t:)l Application No
PLEASE COMPLETE THE FOLLOWING:
Date
Glazmg area calculatIOn. {6 Heat system sIZmg calculation. ~.OtloOO
\C\1 A '\ iO~(J sf = \0 % \~ 3(") X 20 = btu's
Window area -;- Heated floor area = % of glazmg Heated floor area x btu per sq ft. = total system output
Refer to the table below to detetmine yom' compliance path, Divide the system output by the equipment effictency rating to detenrune
the total Btu input allowed.
JOB TYPE OCCUPANCY COMPLIANCE PATH. HEAT SYSTEM SIZE
JXrNew 1><f Single FamIly P<tPre6f)tive Ch. 6 (cIrcle one) D<1 Bm input '.L<1. LQf}
[ ] Remodel [ ] MultI-family I ,n III EffiCIency ratmg ~() %
[ ) Addition [ ] Component Performance Ch. 5 [ ] WATTS
[ ] System analysis Ch.4 HSPF rating
FUEL TYPE HEAT TYPE ELEe UTILITY PROVIDER.
[ ] ElectrIc 1>4 Forced Air Furnace [ ] Tacoma CIty LIght
..1><I Nat. Gas [ ] Heat Pump [ ] Puget Sound Energy
[ ] Propane [ ] Radiant Heat System (baseboard, wall cadet [ ] Pemnsula Power
[ ] Oil, wood [ ] Hydromcs system MOther
[ ] Gas or Wood Stove
VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one)
VentilatIOn OptIOn. [ ]A [ ]B J;><l C [ ]D [ ] AAHX
System SIze' 100 cfm D<l IntermIttently operating [ ] Contmuous operatmg
PRESCRIPTIVE REQUIREMENTSO.1 FOR GROUP R OCCUPANCY
CLIMA TE ZONE 1- ALL FUEL TYPES
Option Glazing GlllZinglJ"factor Door 9 0 Vaulted 'Wall 'Willl;int.4 4 5 Slab
<Deiling - WaU,ext", Floor
Area 10 U"vlllue ceiling 3 Above 12 b~lo\v below,grade 4,
on'
%,bfflobr grade grade grade
Vertical Overhead
1. 12% 0.35 0.58 020 R"38 Rc30 R45 Rel5 R"IO R-30 ReTO
II, · 15% 040 058 020 Rq8 R"30 Rc21 R"zi R"IO R.30 R-IO
IlL Unlimited 0,40 058 ,0:20 R"38 R~30 R.21 R"21 R"ro R~30 Rcl'O
GrotipR"3
. Qccupancy
0rily
· Reference Case
o Nominal R-values are for wood frame assemblies only or assemblies buill in accordance with Section 601 I
1 Minimum requirements for each option listed, For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all
of the requirements of the 15% glazing option (or higher), Proposed designs which cannot meet the specific requirements of a listed option above may calculate
compliance by Chapters 4 or 5 of the W,S,E.C
2, Requirement applies to all ceilings except single rafter or joist vaulted ceilings,
3 Requirement applicable to only to single rafter or joist vaulted ceilings,
4 Belowgrade walls shall be insulated either on the eJ..1erior toa minimum level ofR-1O or on the interior to the same level as walls above grade Extenor
msuJaUon mstalled on below grade walls shall be a water reStstant matenal, manufactured for its intended use, and installed according to the manufacturers
specifications,
5 Floors over crawl spaces or exposed to ambient air conditions,
6, Required slab perimeter insulation shall be a water resistant material, manufacftured for its intended use, and installed according to manufacturer's specifications,
7 Int denotes standard framing 16 inches on center with headers insulated with a minimum ofR-5 insulation,
9 Doors, including al fife doors, shall be assigned default U-factors from Table 10-6C
10 Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or
equal 10 that value Overhead glazing WIth a U,factor ofU=O 40 or less is not included in glazing area limitations,
II Overhead glazing shaH have U,factors determined in accordance with NFRC 100 or as specified in Section 502,1.5
12. Log and solid ttinber walls with a minimum average log thickness of 3,5 inches are exempt from this insulation requirement.
o
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After recordinB return to:
Yelm Community Schools Di.stru:t No.2
P O. Box 476
Yelm, WA 98597
Ann: Erling M. Birkland
MITiGATION AGREEMENT
Reference No;
Autumn Hill, SUB~04-0036- YL, Yelm, W A
Grantor:
John Lubbesmeyer
Landshmpe5 Nortbwest, Inc.
1151 E. 1\2111, Tacoma. WA 98445
Graj)tee:
Yelm Community Schools District No.2
LegaJ Deicriptiolll:
A 30-17-2E S2 NE NW SE LESS RD
-)
~ c J 3 0 7 C(.~
Assessor's Property Tall Parcel Number/Account Number: ~13M2'lHOO ;<;l7 J .
THIS MIT!GATION AGREEMENT ("Agreemem") is made this2!1~ mIL,,; ,2005,
between the YELM COMMUNITY SCHOOLS DISTRICT NO 2, Yelm) Washington (tlle hDislrict")
and Landshapes Norbtwest., Inc.. (the wDeve1oper").
RECITALS
A. The Developer has submitted an application to Thurston COUllty for the construction of a
24 lot subdivision "Autumn Hill U" Yelm, Wash. (the "Project"). The Project is located on property that
hes within District boundaries, more particularly described 011 Exhibit A. attacbed hereto and
incorporated herem by reference.
B. The State Environmental Policy Act. Chapter 43.21C RCW ("SEPA"), provides
proeesses and procedures whereby major actiOns by stare and local agencies. including, but not limited
to. plat or pun approval or the issuance of building permits, may be reviewed to determine the nature
and extent of theiJr impact on the environment Impacts on public services. including schools, are
environmental unpacts for the purposes of SEPA. SErA requU'cs the mitigation of adverse
envllonmen'lal impacts.
C. The District's student population md gyowth projections indicate that the Project will
have an impact On the District, wben cumulative impacts of other projects are considered.
D. RCW 12.02.020 authorizes the Dimicr to enter into a voluntary agreement with the
Developer for payment to mitigate the impact of the Developer's Project.:
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E. Pursuant to Resolutiolll No. 12-16-93-05. it is the polic)'I of the District to recommend that
the direct impact of development be voluntarily mitigated by the payment of fees and/or other mitigatIOn
measures where appropriate.
F The Developer has agreed to mitigate. on a voluntary. basis, the adverse impact of the
Project on the District.
AGREEMENT
NOW, THEREFORE, in consideration of the above recitalii and the mutual promIses and
covenants below, tbe District and the Developer agree as follows:
I The Developer acknowledges and agrees that there is at direct impact on the Distnct as a
result of the Developers Project and that dus Agreement is necessary asia result IOfmat impact.
2. The Developer acknowledges and agrees that in order to mitigate the direct Impact of the
Project, the Developer has offered to pay the Dlstnct the following sum of money: Two Thousand One
Hundred Forty and noli 00 Dollars ($2140.00 for each 101 in the subdivision or the total sum of Fifty One
Thousand Three Hundred Sb:ty and no/l00 Dollars ($51,360.00) (!he i'Mitigation Payment") for the 24
lots of the subdivision. The amount referenced by this paragraph IS subject to change pursuant to
paragraph 4 below
3 Any extenSion, renewal. modification or amendment !to the Project that results m an
adjustment in the number of lots shall result in II corresponding pro tata adjustment in the Mitigation
Payment.
4 The Developer agrees that the payment of the full Mitigation Payment (in the amount of
Two Thousand One Hundred Forty and oolJOO Dollars ($2,140.00)1 per dwelling unit or Fifty One
Thousand Three Hundred Si>..'t)i and no/lOO Dollars ($51,360.00) for t~e proJec~ shall be a condition of
building permit ISsuance for ea.ch smgle family dwelling In the projecti lfbuilding pennl~ issuance does
not occur within Five (5) years from the date of this Agreement, the anioun! due for mitigation. as stated
in paragraph :2 above., shall be modified to the amount reflected in i the then most recent m.itigation
agreement to which the District is a pany A copy IOf sucb agreement shall be made available to
Developer upon request. ,
5 The District I'I.gTee5 to record this Agreement after it ba51 been executed by the parties.
6. The Developer acknowledges and agrees that the Mitig~tion Payment IS authorized to be
used for capital improvements to the following facilities: Southworth Elementary School, Mill Pond
mtennediate School. Yelm Middle School, and/or Yelm High School and/or a.ny other facilitIes that may
be affected by the Project and/or the purchase of portable facilities and/or school buses.
7 The Developer agrees that the District has five (5) yearl; from the payment date to spend
tbe Mitigation Payment for the capital improvements or expenditures kleseribed in paragraph 6. In the
event that the Mitigation Payment is not expended within those five years, the moneys wiBJ be refunded
with interest at the rate applied to judgments to the property owners of record at the time of refund;
however. if the Mitigation Payment IS not expended within five years due to delay which is attributable
to the Developei', the Payment shall be refunded WIthout mterest.
8. The Developer waives and relinquishes its fight to protest or challenge the payment of
the Mitigation Payment pursuant to this Agreement and hereby covenapts a.nd undertakes that it forever
refrains and desists from institutmg. assening, filing or bringing any lawsuit, litigation, claim. or
challenge Or proceeding ao challenge this Agreement, claim any repayment or reimbursement of fuods,
perfonnance or Improvements provided for therein, or any of its terms and conditions, on any ground or
basis whatsoever.
9 The District hereby waives any objection to the Project as presently proposed.
10. The District and the Developer agree that the Mitigation Payment will be full and
complete mitigation for the impact of the PrOject as presently proposed ~ID the District.
II This Agreement shall be binding upon and inure to th!e benefit of the heirs, executors,
administrators, successors. and assigns of both of the Developer and theiDistrict:.
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12. Rfan action must be brought to enforce the terms ofthi$ Agreement, such action shall be
brought ill Thurstolll CounIy Superior Court. The prevailing party shall be en[itled [0 payment of its costs
and reasonable attorneys' fees.
13 This Agreement constitutes the entire agreement beliwveen the parties iUld any other
agreement either wrinen or OFal shall be 0111I1 and void.
EXHIBIT A
bfJ. LEGAL DESCRIPTiON
IDi31
General Location~ Vancil Rd.. Yelm. WA
Section 30 T OWi1ship 17N Range 2E
Land Area 5.94 acres
TaxParceINumber'22G&4~Glee- ~13013DIDO ~:
Description: Subdivision of 5.94 acres into 24"silnl!le family building lots ..
~
YELM COMMUNITY SCHOOLS DISTRICT N . 2
DATED:
r - ') 7- 0 r
Lh~ G~
By' Alan Burke
Its Superintenden;
STATE OF WASHINGTON )
}SS
COUNTY Of THURSTON }
I cCl1ifY that I know or have satISfactory evidence that Alan ~urke is the person who appeared
before me, and said person acknowledged that he signed this instrument, on oath stated that he was
authorized to execute the instrument and acknowledged it as the Superintendent of the Y dm Community
Schools DisO'iet No, 2 to be the free and voluntary /let of such party fOF the uses and purposes mcntJoned
in the instrument. I.J.._
GIVEN under my hand! and official seal this r- day of 2005
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ington, residing at Ve./iY1
My Commission Expires( b-11-~
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DATED' ~~;r-
STATE Of WASHINGTON )
)SS
COUNTY OF THURSTON )
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. John Lubbesmeyer
Its t//CC.- ,Pj~//J~
I certify that II Imow or have satisf!I.C'tory evidence that John I Lubbesmeyer is the person who
appeared before me. iIlmd said person acknowledged that he signed thisiinstnlmclllt, on oath stated iliaa he
was authonzed to eXeCI.BKe the instrument and acknowledged it as the applicant for tins subdnrisJOC! gO be
the free lIDd voiunuvy act of sl.Ich party for the uses and Pu!poses mentiOned in the instrument
GWEN under my hand llnd official seal this ~ay of ' 2005
1\1 for the State of
ngton. ~siding at VdyY1
My Colmms$~n Expires. I' 10- J q -O?l
TOTAL P 05
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Please Remove
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Card Before
JPlacmg In
B:dlfold
REGISTERED AS PROVIDED BY LAW AS
00NST GONT GENERA1,J
'REGIpT # .. I?XP
LANDSNT96SMTOS/.1
DATE 0811
LANDSHA:t:JESNORTHWEST;~NC
1151 EAST 112TR STREET
TAGOMA WA 98445'
lSignature j
Iss~~d by DEPARTMENT OF LABOR AND INDUSTRIES.
Detach And Displav C'rlificate
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ENGINEERING ANALYSIS
FOR: LUBBESMEYER CONSTRUCTION
SITE: 10717 UMTANUM STREET SE
YELM, W A 98597
12
E8 E8 E8 E8 n SS
IIIII UOO
IIIII
IIIII
ORIGINAL STAMP
MUST BE RED
TO BE VALID
SHEET DATE
PLAN NUMBER:
1ft
PACIFIC NORTHWEST
ENGINEERING INC,
~~~:~~JH 8 ~ 1
~~~~fb~~ s ~11~
Ili!dH! SS !"I
]~~~Hh hi
4-28-2005
LUBBESMEYER 1830
4928 I09th St. SW. Suite B; Lakewood. W.... 98499
Phone I fox (253) 589-3Z65
CONSULTING~ c=)
PACIFIC NORTHWEST ENGINEERING INC.
ENGINEERS
The enclosed documents are to be used in conjunction with the house plans referenced
on the cover It is essential that the contractor study the engineering requirements and
required changes to the architectural plan prior to start of work. Changes may include
additional foundations or footings, beam size changes, siding changes etc.
Scope of Enqineerinq Engineering analyses and design to resist lateral and qravitv
loads in accordance with the 2003 IBC have been performed and incorporated into
stamped "S" sheets All analyses and calculations are included in this engineering
report. Engineering assumptions are listed below If these conditions are not present at
the site these calculations are void and Pacific Northwest Engineering Inc. must be
contacted immediately
LOADING CRITERIA
Building Code
Seismic Design Category
Ss
S1
Response Mod Factor
Site Class
Basic Wind Speed
2003 International Building Code
O2
1 30
048
65
o
85 mph Exposure B
LIVE LOADS (pst) U.N.O.
- Uninhabitable attics without storage 10
- Uninhabitable attics with storage 20
- Habitable attics and sleeping areas 30
- All other areas except balconies and decks 40
- Balconies and Decks 60
DEAD LOADS (pst) U.N.O.
- Roof with Composition Asphalt 15
- Floor 10
SNOW LOADS (pst) U.N.O.
- Snow 25
SOILS CRITERIA
Soils Consultant
Soils Report #
Bearing Pressure Req'd
Bearing Depth
None
None
1500 psf
12"
PACIFIC NORTHWEST ENGINEERING INC
4928109TH ST SW, SUITE B
LAKEWOOD, W A. 98499-3733
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SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 1830 SHEAR.wsw
WoodWorks@ Shearwalls 2004
June 2, 2005 15:57"15
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LUBBESMEYER 1830 SHEAR.wsr
Aug. 2, 20051418:35
Project Information
COMPANY AND PROJECT INFORMATION
Companv Project
Pacific Northwest Engineering Inc LUBBESMEYER 1830
4928 109th St SW
Lakewood WA 98499
(253 ) 589-3265
DESIGN SETTINGS
Design Code Wind Standard Seismic Standard
IBC 2003 ASCE-7 98 ASCE-7 98
Wind Capacity Increase Load Combinations Building Code Capacity Reduction
Shear C&C Panels 0 70 Seismic Wind Seismic
1 40 1 60 1 00 Wind 1 00 1 00
Nail Withdrawal Modification Max Shearwall Offset [ft]
Duration Temperature Moisture Content Plan Elevation
Factor Range Fabrication Service (within story) (between stories)
1 60 T<=100F Dry Dry 4 00 1 67
Maximum Height-to-width Ratio
Plywood Fiberboard Lumber Gypsum
Wind Seismic Wind Seismic Blocked Unblocked
3 5 3 5 - - - - -
Shearwall Relative Rigidity' Designed capacity using flexible distribution
Hold-down Forces. Based on applied shear line force
Seismic Materials. Include gypsum on exterior walls
SITE INFORMATION
IBC Occupancy ASCE-7 Equivalent
Category II - All others Category II - All others
Wind Seismic
ASCE-7 98 General analytic method for all bldgs ASCE-7 98 Equivalent lateral force procedure
Design Wind Speed 85mph Use Group I
Exposure Exposure B Design Category D
Enclosure Enclosed Site Profile Class D
Topographic Information [ft] Spectral Response Acceleration
Shape Height Length S1 o 480g Ss. 1 300g
- - - Fundamental Period E-W N-S
Site Location. - T Used o 180s o 180s
- Approximate Ta o l80s o 180s
- Maximum T o 216s o 216s
Response Factor R 6 50 6 50
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
141835
Structural Data
STORY INFORMATION
Ceiling
Level 2
Level 1
Foundation
Story
Elev ft
21 50
12 67
2 83
2 00
Floor/Ceiling
De th in
10 0
10 0
10 0
Wall
Hei ht ft
8 00
9 00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions fftl Face TVDe SloDe Overhana rftl
Block 1 2 Story N-S Ridge
Location X,Y = -0 50 12 00 North Hip 30 0 0 88
Extent X,Y = 29 50 37 50 South Hip 30 0 0 88
Ridge X Location, Offset 14 25 o 00 East Side 26 9 1 00
Ridge Elevation, Height 29 00 7 50 West Side 26 9 1 00
Block 2 1 Story N-S Ridge
Location X,Y = -0 50 -2 00 North Joined 90 0 1 00
Extent X,Y = 23 00 14 00 South Hip 30 0 0 54
Ridge X Location, Offset 11 00 o 00 East Side 17 3 1 00
Ridge Elevation, Height 16 16 3 49 West Side 17 3 1 00
2
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
MATERIALS by WALL GROUP
Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply
Grp Surf Material Thick Orient Size Type Eda Fld Blka Soecies G Spc Notes
1 Ext SS inc1 OSB 7/16 Vert 8d Nail 4 8 yes Hem-Fir 0 43 16 1,3
2 Ext SS inc1 OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0 43 16 1,3
Notes.
1 Capacity has been reduced according to IBC specific gravity adjustment.
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal.
3
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2,2005
14 18 35
SHEARLlNE, WALL and OPENING DIMENSIONS
North-South Type Wall Location Extent [ft] Length FHS Height
Shearlines Group(sl X [ft] Start End rftl [ft] [ft]
Line 1
Level 2
Line 1, Level 2 Seg 2 0 00 12 00 48 00 36 00 29 50 8 00
Wall 1-1 Seg 2 0 00 12 00 48 00 36 00 29 50
Opening 1 28 50 31 50 3 00 7 00
Opening 2 39 00 42 50 3 50 7 00
Level 1
Line 1, Level 1 Seg 2 -0 50 -2 00 48 00 50 00 39 50 9 00
Wall 1-2 Seg 2 -0 50 12 00 48 00 36 00 25 50
Opening 1 25 00 30 00 5 00 7 00
Opening 2 35 00 40 50 5 50 7 00
Wall 1-1 Seg 2 -0 50 -2 00 12 00 14 00 14 00
Line 2
Level 1
Line 2, Level 1 NSW 18 00 48 00 49 50 1 50 0 00 9 00
Wall 2-1 NSW 18 00 48 00 49 50 1 50 0 00
Line 3
Level 2
Line 3, Level 2 NSW 22 50 -2 00 16 00 18 00 0 00 8 00
Wall 3-1 NSW 22 50 12 00 16 00 4 00 4 00
Level 1
Line 3, Level 1 Seg 2 22 50 -2 00 49 50 51 50 14 00 9 00
Wall 3-1 Seg 2 22 50 -2 00 12 00 14 00 14 00
Line 4
Level 2
Line 4, Level 2 Seg 2 29 00 16 00 48 00 32 00 32 00 8 00
Wall 4-1 Seg 2 29 00 16 00 48 00 32 00 32 00
Level 1
Line 4, Level 1 Seg 2 29 00 12 00 49 50 37 50 33 50 9 00
Wall 4-1 Seg 2 29 00 12 00 49 50 37 50 33 50
Opening 1 31 50 35 50 4 00 7 00
East-West Type Wall Location Extent [ft] Length FHS Height
Shearlines Group(sl Y [ft] Start End rftl [ft] [ftl
Line A
Level 1
Line A, Level 1 Seg 1 -2 00 -0 50 22 50 23 00 7 00 9 00
Wall A-I Seg 1 -2 00 -0 50 22 50 23 00 7 00
Opening 1 3 00 19 00 16 00 7 00
Line B
Level 2
Line B, Level 2 Seg 2 12 00 0 00 22 50 22 50 12 50 8 00
Wall B-1 Seg 2 12 00 0 00 22 50 22 50 12 50
Opening 1 3 00 8 00 5 00 7 00
Opening 2 15 00 20 00 5 00 7 00
Wall B-2 NSW 16 00 22 50 29 00 6 50 0 00
Opening 1 24 00 28 00 4 00 7 00
Level 1
Line B, Level 1 NSW 12 00 0 00 29 00 29 00 0 00 9 00
Wall B-1 NSW 12 00 22 50 29 00 6 50 0 00
Opening 1 24 00 28 00 4 00 7 00
Line C
Level 1
Line C, Level 1 Seg 2 22 00 -0 50 29 00 29 50 10 50 9 00
Wall C-l Seg 2 22 00 -0 50 10 00 10 50 10 50
Line D
Level 2
Line 0, Level 2 Seg 2 48 00 0 00 29 00 29 00 23 50 8 00
Wall 0-1 Seg 2 48 00 0 00 29 00 29 00 23 50
Opening 1 19 00 24 50 5 50 7 00
Level 1
Line D, Level 1 Seg 1 48 56 -0 50 29 00 29 50 13 00 9 00
Wall 0-1 Seg 1 48 00 -0 50 18 00 18 50 7 00
Opening 1 3 50 8 50 5 00 7 00
Opening 2 11 50 17 50 6 00 7 00
Wall 0-2 Seg 1 49 50 18 00 29 00 11 00 6 00
Opening 1 21 00 26 00 5 00 7 00
4
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
1418.35
Loads
WIND SHEAR LOADS
Level 2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,pst] Ht
Case Dir Dir Start End Start End [ft]
Block 1 W W->E Wind Line 11 12 12 00 0 0 0 5
Block 1 W W->E Wind Line 12 00 24 99 32 5 40 1
Block 1 W W->E Wind Line 24 99 36 51 40 1
Block 1 W W->E Wind Line 36 51 48 00 40 1 33 4
Block 1 W W->E Wind Line 48 00 50 38 1 4 0 0
Block 1 E W->E Lee Line 11 12 12 00 0 0 2 7
Block 1 E W->E Lee Line 12 00 16 00 24 3 36 6
Block 1 E W->E Lee Line 16 00 24 99 36 6 64 3
Block 1 E W->E Lee Line 24 99 36 51 64 3
Block 1 E W->E Lee Line 36 51 48 00 64 3 28 9
Block 1 E W->E Lee Line 48 00 50 38 7 3 0 0
Block 1 W E->W Lee Line 11 12 12 00 0 0 2 7
Block 1 W E->W Lee Line 12 00 24 99 24 3 64 3
Block 1 W E->W Lee Line 24 99 36 51 64 3
Block 1 W E->W Lee Line 36 51 48 00 64 3 28 9
Block 1 W E->W Lee Line 48 00 50 38 7 3 0 0
Block 1 E E->W Wind Line 11 12 12 00 0 0 0 5
Block 1 E E->W Wind Line 12 00 16 00 32 5 34 8
Block 1 E E->W Wind Line 16 00 24 99 34 8 40 1
Block 1 E E->W Wind Line 24 99 36 51 40 1
Block 1 E E->W Wind Line 36 51 48 00 40 1 33 4
Block 1 E E->W Wind Line 48 00 50 38 1 4 0 0
Block 1 S S->N Wind Line -1 50 0 00 0 0 1 4
Block 1 S S->N Wind Line 0 00 14 25 33 4 46 3
Blocy 1 S S->N Wind Line 14 25 22 50 46 3 38 8
Blocy 1 S S->N Wind Line 22 50 29 00 38 8 32 9
Block 1 S S->N Wind Line 29 00 30 00 0 9 0 0
Block 1 N S->N Lee Line -1 50 0 00 0 0 4 1
Block 1 N S->N Lee Line 0 00 14 25 23 3 62 0
Block 1 N S->N Lee Line 14 25 29 00 62 0 21 9
Block 1 N S->N Lee Line 29 00 30 00 2 7 0 0
Block 1 S N->S Lee Line -1 50 0 00 0 0 4 1
Block 1 S N->S Lee Line 0 00 14 25 23 3 62 0
Block 1 S N->S Lee Line 14 25 22 50 62 0 39 6
Block 1 S N->S Lee Line 22 50 29 00 39 6 21 9
Block 1 S N->S Lee Line 29 00 30 00 2 7 0 0
Block 1 N N->S Wind Line -1 50 0 00 0 0 1 4
Block 1 N N->S Wind Line 0 00 14 25 33 4 46 3
Block 1 N N->S Wind Line 14 25 29 00 46 3 32 9
Block 1 N N->S Wind Line 29 00 30 00 0 9 0 0
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,pst] Ht
Case Dir Dir Start End Start End rftl
Accurn W W->E Wind Line 12 00 48 00 57 6
Accum E W->E Lee Line 12 00 49 50 41 6
Accum W E->W Lee Line 12 00 48 00 41 6
Accum E E->W Wind Line 12 00 49 50 57 6
Accum S S->N Wind Line 22 50 23 52 58 1 57 6
Accum S N->S Lee Line 22 50 23 52 38 5 37 1
Block 1 W W->E Wind Point 12 00 12 00 1583
Block 1 W W->E Wind Line 48 00 49 50 57 6
Block 1 W E->W Lee Line 48 00 49 50 41 6
Block 1 E E->W Wind Point 12 00 12 00 1583
Block 1 N S->N Lee Line -0 50 18 00 37 1
Block 1 N S->N Lee Line 18 00 29 00 37 1
Block 1 N N->S Wind Line -0 50 18 00 57 6
Block 1 N N->S Wind Line 18 00 29 00 57 6
Block 2 W W->E Wind Line -2 53 -2 00 0 0 -1 5
Blocy 2 W W->E Wind Line -2 00 4 05 31 3 14 1
Block 2 W W->E Wind Line 4 05 12 00 14 1
Block 2 E W->E Lee Line -2 53 -2 00 0 0 1 3
Block 2 E W->E Lee Line -2 00 4 05 16 5 31 5
Block 2 E W->E Lee Line 4 05 12 00 31 5
Block 2 W E->W Lee Line -2 53 -2 00 0 0 1 3
5
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WoodWorks@ Shearwalls
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
WIND SHEAR LOADS ( continued)
Block 2 W E->W Lee Line -2 00 4 05 16 5 31 5
Blocy 2 W E->W Lee Line 4 05 12 00 31 5
Block 2 E E->W Wind Line -2 53 -2 00 0 0 -1 5
Block 2 E E->W Wind Line -2 00 4 05 31 3 14 1
Block 2 E E->W Wind Line 4 05 12 00 14 1
Block 2 S S->N Wind Line -1 52 -0 50 0 0 0 5
Block 2 S S->N Wind Line -0 50 11 00 33 2 38 6
Bloc} 2 S S->N Wind Line 11 00 22 50 38 6 33 2
Block 2 S S->N Wind Line 23 52 29 00 57 6
Block 2 S N->S Lee Line -1 52 -0 50 0 0 1 4
Block 2 S N->S Lee Line -0 50 11 00 21 9 38 0
Block 2 S N->S Lee Line 11 00 22 50 38 0 21 9
Blocy 2 S N->S Lee Line 23 52 29 00 37 1
6
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
WIND C&C LOADS
Block Building Level Magnitude [pst]
Face Interior End Zone
Block 1 West 2 14 1 17 4
Block 1 East 2 14 1 17 4
Block 1 South 2 14 1 17 4
Block 1 North 2 14 1 17 4
Block 1 West 1 14 1 17 4
Block 1 East 1 14 1 17 4
Block 1 South 1 14 1 17 4
Block 1 North 1 14 1 17 4
Block 2 West 1 14 1 17 4
Block 2 East 1 14 1 17 4
Block 2 South 1 14 1 17 4
7
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14 18 35
BUILDING MASSES
Level 2 Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,pst] Width
Dir Element Line Start End Start End [ft]
E->W Roof Block 1 1 Line 11 12 50 38 157 5 157 5
E->W Roof Block 1 4 Line 11 12 50 38 157 5 157 5
N->S Roof Block 1 B Line -1 50 30 00 196 3 196 3
N->S Roof Block 1 Line -1 50 30 00 196 3 196 3
All Wall 1-1 n/a Line 12 00 48 00 80 0 80 0
All Wall 3-1 n/a 3 Line 12 00 16 00 80 0 80 0
All Wall 4-1 n/a 4 Line 16 00 48 00 80 0 80 0
All Wall B-1 n/a B Line 0 00 22 50 80 0 80 0
All Wall B-2 n/a Line 22 50 29 00 80 0 80 0
All Wall D-l n/a D Line 0 00 29 00 80 0 80 0
Level 1 Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,pst] Width
Dir Element Line Start End Start End [ft]
E->W Roof Block 2 1 Line -3 00 12 54 125 0 125 0
E->W Roof Block 2 3 Line -3 00 12 54 125 0 125 0
E->W Floor Dl n/a 1 Line -2 00 12 00 115 0 115 0
E->W Floor D2 n/a 1 Line 12 00 48 00 147 5 147 5
E->W Floor D3 n/a 2 Line 48 00 49 50 55 0 55 0
E->W Floor Dl n/a 3 Line -2 00 12 00 115 0 115 0
E->W Floor D2 n/a 4 Line 12 00 48 00 147 5 147 5
E->W Floor D3 n/a 4 Line 48 00 49 50 55 0 55 0
N->S Roof Block 2 A Line -1 50 23 50 75 4 75 4
N->S Roof Block 2 B Line -1 50 23 50 80 0 80 0
N->S Floor Dl n/a A Line -0 50 18 00 250 0 250 0
N->S Floor D2 n/a A Line 18 00 22 50 257 5 257 5
N->S Floor D3 n/a B Line 22 50 29 00 187 5 187 5
N->S Floor Dl n/a D Line -0 50 18 00 250 0 250 0
N->S Floor D2 n/a Line 18 00 22 50 257 5 257 5
N->S Floor D3 n/a Line 22 50 29 00 187 5 187 5
All Wall 1-1 n/a 1 Line -2 00 12 00 90 0 90 0
All Wall 1-2 n/a 1 Line 12 00 48 00 90 0 90 0
All Wall 2-1 n/a 2 Line 48 00 49 50 90 0 90 0
All Wall 3-1 n/a 3 Line -2 00 12 00 90 0 90 0
All Wall 4-1 n/a 4 Line 12 00 49 50 90 0 90 0
All Wall A-l n/a A Line -0 50 22 50 90 0 90 0
All Wall B-1 n/a B Line 22 50 29 00 90 0 90 0
All Wall D-l n/a D Line -0 50 18 00 90 0 90 0
All Wall D-2 n/a Line 18 00 29 00 90 0 90 0
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14 18 35
SEISMIC LOADS
Level 2
Force Profile Location [ft] Mag [Ibs,plt,pst]
Dir Start End Start End
E->W Line 11 12 12 00 58 8 58 8
E->W Point 12 00 12 00 168 168
E->W Line 12 00 16 00 66 3 66 3
E->W Point 16 00 16 00 49 49
E->W Line 16 00 48 00 73 8 73 8
E->W Point 48 00 48 00 217 217
E->W Line 48 00 50 38 58 8 58 8
N->S Line -1 50 0 00 73 3 73 3
N->S Point 0 00 0 00 269 269
N->S Line 0 00 22 50 88 3 88 3
N->S Line 22 50 29 00 88 3 88 3
N->S Point 29 00 29 00 239 239
N->S Line 29 00 30 00 73 3 73 3
Level 1
Force Protile Location [ft] Mag [Ibs,plt,pst]
Dir Start End Start End
E->W Line -3 00 -2 00 24 6 24 6
E->W Point -2 00 -2 00 102 102
E->W Line -2 00 12 00 56 1 56 1
E->W Point 12 00 12 00 1094 1094
E->W Point 12 00 12 00 89 89
E->W Line 12 00 12 54 66 4 66 4
E->W Line 12 54 16 00 41 8 41 8
E->W Point 16 00 16 00 26 26
E->W Line 16 00 48 00 45 8 45 8
E->W Point 48 00 48 00 196 196
E->W Line 48 00 49 50 9 8 9 8
E->W Point 49 50 49 50 49 49
N->S Line -1 50 -0 50 7 4 7 4
N->S Point -0 50 -0 50 221 221
N->S Line -0 50 0 00 65 5 65 5
N->S Point 0 00 0 00 142 142
N->S Line 0 00 18 00 73 3 73 3
N->S Line 18 00 22 50 74 8 74 8
N->S Point 22 50 22 50 62 62
N->S Line 22 50 23 50 38 2 38 2
N->S Line 23 50 29 00 30 8 30 8
N->S Point 29 00 29 00 292 292
All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of O. 70 and
reliability/redundancy factor to seismic loads before distributing them to the shearlines.
9
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WoodWorks@ Shearwalls
()
LUBBESMEYER 1830 SHEAR.wsr
14 18 35
c
Aug. 2,2005
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Go Dir Ld.Case V [Ibsl V/L V/FHS Int Ext Co C Total V rlbsl Resp.
Line 1
Level 2
Ln1, Lev2 2 Both 1200 33 3 40 7 339 1 00 S 339 9986 0 12
Level 1
Ln1, Lev1 2 S->N 2039 40 8 51 6 339 1 00 S 339 13372 0 15
2 N->S 2207 44 1 55 9 339 1 00 S 339 13372 0 17
Wall 1-2 2 S->N 1317 40 8 51 6 339 1 00 339 8632 0 15
2 N->S 1425 44 1 55 9 339 1 00 339 8632 0 17
Wall 1-1 2 S->N 723 40 8 51 6 339 1 00 339 4739 0 15
2 N->S 782 44 1 55 9 339 1 00 339 4739 0 17
Line 3
Ln3, Lev1 2 S->N 1148 22 3 82 0 339 1 00 S 339 4739 0 24
2 N->S 1315 25 5 93 9 339 1 00 S 339 4739 0 28
Line 4
Level 2
Ln4, Lev2 2 Both 1184 37 0 37 0 339 1 00 S 339 10833 0 11
Level 1
Ln4, Lev1 2 Both 1492 39 8 44 5 339 1 00 S 339 11340 0 13
East-West W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Ld. Case V rlbsl V/L V/FHS Int Ext Co C Total V rlbsl Resp.
Line A
Level 1
LnA, Lev1 1 Both 1324 57 6 189 2 495 1 00 S 495 3463 o 38
Line B
Level 2
LnB, Lev2 2 Both 1583 70 4 126 6 339 1 00 S 339 4232 o 37
Line C
Level 1
LnC, Lev1 2 Both 3212 108 9 305 9 339 1 00 S 339 3554 o 90
Line 0
Level 2
LnO, Lev2 2 Both 1636 56 4 69 6 339 1 00 S 339 7955 0 21
Level 1
LnO, Lev1 1 Both 3047 103 3 234 4 495 1 00 S 495 6432 0 47
Wall 0-1 1 Both 1641 103 3 234 4 495 1 00 495 3463 0 47
Wall D-2 1 Both 1406 103 3 234 4 495 1 00 495 2969 0 47
. .
C- Sheathmg CombmatlOn. A- Add capacities; S- Strongest only; X- Strongest or tWice weakest.
10
-0
WoodWorks@ Shearwalls
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
DRAGSTRUT AND HOlDDOWN FORCES
level 1
Line- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Openina X Y ld. Case Shear Dead Uplift Cmb'd Force nbsl
Line 1
1-1 Left Wall End -0 50 -2 00 503 503
1-1 Right Wall End -0 50 12 00 1331 1331
1-2 Left Opening 1 -0 50 25 00 503 503 317
Line 1 Vert Element 0 00 28 50 325 325
1-2 Right Opening 1 -0 50 30 00 503 503 96
Line 1 Vert Element 0 00 31 50 325 325
1-2 Left Opening 2 -0 50 35 00 503 503 155
Line 1 Vert Element 0 00 39 00 325 325
1-2 Right Opening 2 -0 50 40 50 503 503 88
Line 1 Vert Element 0 00 42 50 325 325
1-2 Right Wall End -0 50 48 00 828 828
Line 3
3-1 Le ft Wall End 22 50 -2 00 846 846
3-1 Right Wall End 22 50 12 00 846 846 958
Line 4
4-1 Left Wall End 29 00 12 00 401 401
Line 4 Vert Element 29 00 16 00 296 296
4-1 Left Opening 1 29 00 31 50 401 401 93
4-1 Right Opening 1 29 00 35 50 401 401 67
Line 4 Vert Element 29 00 48 00 296 296
4-1 Right Wall End 29 00 49 50 401 401
Line A
A-1 Left Wall End -0 50 -2 00 1703 1703
A-1 Le ft Opening 1 3 00 -2 00 1703 1703 461
A-1 Right Opening 1 19 00 -2 00 1703 1703 461
A-1 Right Wall End 22 50 -2 00 1703 1703
Line B
Line B Vert Element 0 00 12 00 1013 1013
Line B Vert Element 3 00 12 00 1013 1013
Line B Vert Element 8 00 12 00 1013 1013
Line B Vert Element 15 00 12 00 1013 1013
Line B Vert Element 20 00 12 00 1013 1013
Line B Vert Element 22 50 12 00 1013 1013
Line C
C-1 Left Wall End -0 50 22 00 2754 2754
C-1 Right Wall End 10 00 22 00 2754 2754 2069
Line D
D-1 Left Wall End -0 50 48 00 2109 2109
Line D Vert Element 0 00 48 00 557 557
D-1 Left Opening 1 3 50 48 00 2109 2109 524
D-1 Right Opening 1 8 50 48 00 2109 2109 8
D-l Left Opening 2 11 50 48 00 2109 2109 401
D-2 Left Wall End 18 00 49 50 2109 2109
Line D Vert Element 19 00 48 00 557 557
D 0 Left Opening 1 21 00 49 50 2109 2109 123
-~
Line D Vert Element 24 50 48 00 557 557
D-2 Right Opening 1 26 00 49 50 2109 2109 393
D-2 Right Wall End 29 00 49 50 2666 2666
level 2
Li ne- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Ooening X y ld.Case Shear Dead Uolift Cmb'd Force nbsl
Line 1
1-1 Left Wall End 0 00 12 00 325 325
1-1 Left Opening 1 0 00 28 50 325 325 121
1-1 Right Opening 1 0 00 31 50 325 325 21
1-1 Left Opening 2 0 00 39 00 325 325 76
1-1 Right Opening 2 0 00 42 50 325 325 40
1-1 Right Wall End 0 00 48 00 325 325
Line 4
4-1 Left Wall End 29 00 16 00 296 296
4-1 Right Wall End 29 00 48 00 296 296
Line B
B-1 Left Wall End 0 00 12 00 1013 1013
B-1 Left Opening 1 3 00 12 00 1013 1013 169
B-1 Right Opening 1 8 00 12 00 1013 1013 183
B-1 Left Opening 2 15 00 12 00 1013 1013 211
B-1 Right Opening 2 20 00 12 00 1013 1013 141
B-1 Right Wall End 22 50 12 00 1013 1013
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WoodWorks@ Shearwalls
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'--/
LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14 18 35
DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued)
Line D
0-1 Left Wall End 0 00 48 00 557 557
0-1 Left Opening 1 19 00 48 00 557 557 251
0-1 Right Opening 1 24 50 48 00 557 557 59
0-1 Right Wall End 29 00 48 00 557 557
Dead load contribution to combined force is factored by 1 00 load combination factor
12
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WoodWorks@ Shearwalls
()
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
141835
Wind Suction Design
COMPONENTS AND CLADDING by SHEARLlNE
North-South Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond
Shearlines Force Cap Force/ Force Cap Force/Cap Factors
Line Lev Gro Cap End Int End Int Temp Moist
1 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
3 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
4 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond
Shearlines Force Cap Force/ Force Cap Force/Cap Factors
Line Lev Grp Cap End Int End Int Temp Moist
A 1 1 17 4 48 0 0 36 15 13 68 0 23 0 18 1 00 1 00
B 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
D 1 1 17 4 48 0 0 36 15 13 68 0 23 0 18 1 00 1 00
2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
13
()
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
WoodWorks@ Shearwalls
SEISMIC INFORMATION
Flexible Diaphragm Seismic Design
Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p
Mass rlbsl [sq.ft] E-W N-S E-W N-S E-W N-S
Level 2 17407 1018 3252 3252 0 385 0 173 0 37 -1 62
Level 1 26641 1401 2621 2621 0 340 0 124 0 43 -2 30
Structure 44048 - 5873 5873 - - 1 00 1 00
Vertical Earthquake Load Ev = 02 Sds 0; Sds = 0 87, Ev = 0.170
SHEAR RESULTS
North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Go Dir Int Ext V rlbsl V/L V1FHS Int Ext Co C Total V [Ibs] Resp.
Line 1
Level 2
Ln1, Lev2 2 Both 1 0 1 0 1161 32 3 39 4 242 1 00 S 242 7133 0 16
Level 1
Ln1, LevI 2 Both 1 0 1 0 2007 40 1 50 8 242 1 00 S 242 9551 0 21
Wall 1-2 2 Both 1 0 1 0 1295 40 1 50 8 242 1 00 242 6166 0 21
Wall 1-1 2 Both 1 0 1 0 711 40 1 50 8 242 1 00 242 3385 0 21
Line 3
Ln3, Lev1 2 Both 1 0 1 0 715 13 9 51 1 242 1 00 S 242 3385 0 21
Line 4
Level 2
Ln4, Lev2 2 Both 1 0 1 0 1115 34 8 34 8 242 1 00 S 242 7738 0 14
Level 1
Ln4, LevI 2 Both 1 0 1 0 1390 37 1 41 5 242 1 00 S 242 8100 0 17
East-West W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Go Dir Int Ext V rlbsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp.
Line A
Level 1
LnA, Lev1 1 Both 1 0 78 894 38 9 127 7 275 1 00 S 275 1924 o 46
Line B
Level 2
LnB, Lev2 2 Both 1 0 63 1094 48 6 87 5 151 1 00 S 151 2614 o 58
Line C
Level 1
LnC, LevI 2 Both 1 0 1 0 1336 45 3 127 3 242 1 00 S 242 2539 o 53
Line D
Level 2
LnO, Lev2 2 Both 1 0 1 0 1182 40 8 50 3 242 1 00 S 242 5682 0 21
Level 1
LnO, Lev1 1 Both 1 0 67 1768 59 9 136 0 236 1 00 S 236 3377 0 58
Wall 0-1 1 Both 1 0 67 952 59 9 136 0 236 1 00 236 1963 0 58
Wall 0-2 1 Both 1 0 67 816 59 9 136 0 236 1 00 236 1414 0 58
. ,
C- Sheathing CombinatIOn. A- Add capacities, S- Strongest only; X- Strongest or twice weakest.
14
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WoodWorks@ Shearwalls
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
DRAG STRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or OpeninQ X Y Shear Dead Uolift Cmb'd Force [Ibs]
Line 1
1-1 Left Wall End -0 50 -2 00 457 457
1-1 Right Wall End -0 50 12 00 1229 1229
1-2 Left Opening 1 -0 50 25 00 457 457 288
Line 1 Vert Element 0 00 28 50 315 315
1-2 Right Opening 1 -0 50 30 00 457 457 87
Line 1 Vert Element 0 00 31 50 315 315
1-2 Left Opening 2 -0 50 35 00 457 457 141
Line 1 Vert Element 0 00 39 00 315 315
1-2 Right Opening 2 -0 50 40 50 457 457 80
Line 1 Vert Element 0 00 42 50 315 315
1-2 Right Wall End -0 50 48 00 772 772
Line 3
3-1 Left Wall End 22 50 -2 00 460 460
]-1 Right Wall End 22 50 12 00 460 460 521
Line 4
4-1 Left Wall End 29 00 12 00 373 373
Line 4 Vert Element 29 00 16 00 279 279
4-1 Left Opening 1 29 00 31 50 373 373 86
4-1 Right Opening 1 29 00 35 50 373 373 62
Line 4 Vert Element 29 00 48 00 279 279
4-1 Right Wall End 29 00 49 50 373 373
Line A
A-l Left Wall End -0 50 -2 00 1150 1150
A-l Left Opening 1 3 00 -2 00 1150 1150 311
A-l Right Opening 1 19 00 -2 00 1150 1150 311
A-1 Right Wall End 22 50 -2 00 1150 1150
Line B
Line B Vert Element 0 00 12 00 700 700
Line B Vert Element 3 00 12 00 700 700
Line B Vert Element 8 00 12 00 700 700
Line B Vert Element 15 00 12 00 700 700
Line B Vert Element 20 00 12 00 700 700
Line B Vert Element 22 50 12 00 700 700
Line C
C-1 Left Wall End -0 50 22 00 1146 1146
C-l Right Wall End 10 00 22 00 1146 1146 861
Line 0
D-1 Left Wall End -0 50 48 00 1224 1224
Line D Vert Element 0 00 48 00 402 402
D-1 Le ft Opening 1 3 50 48 00 1224 1224 304
D-1 Right Opening 1 8 50 48 00 1224 1224 5
D-1 Left Opening 2 11 50 48 00 1224 1224 233
D-2 Left Wall End 18 00 49 50 1224 1224
Line D Vert Element 19 00 48 00 402 402
0-2 Left Opening 1 21 00 49 50 1224 1224 71
Line D Vert Element 24 50 48 00 402 402
0-2 Right Opening 1 26 00 49 50 1224 1224 228
D-2 Right Wall End 29 00 49 50 1627 1627
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Opening X Y Shear Dead Uolift Cmb'd Force rlbsl
Line 1
1-1 Left Wall End 0 00 12 00 315 315
1-1 Left Opening 1 0 00 28 50 315 315 117
1-1 Right Opening 1 0 00 31 50 315 315 21
1-1 Left Opening 2 0 00 39 00 315 315 74
1-1 Right Opening 2 0 00 42 50 315 315 39
1-1 Right Wall End 0 00 48 00 315 315
Line 4
4-1 Left Wall End 29 00 16 00 279 279
4-1 Right Wall End 29 00 48 00 279 279
Line B
B-1 Left Wall End 0 00 12 00 700 700
B-1 Left Opening 1 3 00 12 00 700 700 117
B-1 Right Opening 1 8 00 12 00 700 700 126
B-1 Left Opening 2 15 00 12 00 700 700 146
B-1 Right Opening 2 20 00 12 00 700 700 97
B-1 Right Wall End 22 50 12 00 700 700
15
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LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005
14 18 35
DRAG STRUT AND HOLDDOWN FORCES (flexible seismic design, continued)
Line D
0-1 Left Wall End 0 00 48 00 402 402
0-1 Left Opening 1 19 00 48 00 402 402 181
0-1 Right Opening 1 24 50 48 00 402 402 43
0-1 Right Wall End 29 00 48 00 402 402
Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force
16
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LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14 18 35
17
()
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 14 37.21
PROJECT
LUBBESMEYER 1830
B1
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or pit)
Load Type
Distribution
Magnitude
Start End
200 0
800 0
80 0
Location [ftJ Pattern
Start End Load?
No
No
No
Load1 Dead
Load2 Live
Load3 Dead
Full UDL
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 6'_6"
Dead 940 940
Live 2600 2600
Total 3540 3540
Bearing
LC number 2 2
Length 1 6 1 6
Lumber-soft, D.Fir-L, No.2, 4x12"
Self Weight of 9 35 pit automatically included in loads,
Lateral support: top= at supports, bottom= at supports, Load combinations: ICC-IBC,
SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Design
Shear fv - 96 Fv' - 180 fv/Fv' - 0 53
Bending(+) fb 935 Fb' 977 fb/Fb' = 0 96
Live Defl'n 0 05 <L/999 0 22 L/360 0 22
Total Def1'n 0 07 <L/999 0 32 L/240 0 23
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1 00 1 00 1 00 o 987 1 100 1 00 1 00 1 00 1 00 2
Fv' 180 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
Bending(+) LC# 2 D+L, M = 5753 lbs-ft
Shear LC# 2 D+L, V = 3540, V design 2519 lbs
Deflection LC# 2 D+L EI= 664 44e06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1
()
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 14.3731
PROJECT
LUBBESMEYER 1830
B2
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, pst, or pit)
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load1 Dead Full UDL 13 0 No
Load2 Live Full UDL 53 0 No
Load3 Dead Point 120 6 00 No
Load4 Live Point 480 6 00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 8'
Dead 95 155
Live 332 572
Total 427 727
Bearing
LC number 2 2
Len th 1 0 1 0
Lumber-soft, D.Fir-L, No.2, 2x10"
Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Load combinations:
ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in )
criterion Anal sis Value Desi n Value Anal sis/Design
Shear fv - 73 Fv' - 180 fv/Fv' - 0 40
Bending(+) fb 738 Fb' 821 fb/Fb' = 0 90
Live Defl'n 0 07 <L/999 0 27 L/3 60 o 26
Total Defl'n 0 10 L/980 0 40 L/240 0 24
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1 00 1 00 1 00 o 721 1 100 1 00 1 15 1 00 1 00 2
Fv' 180 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
Bending(+) LC# 2 D+L, M = 1316 lbs-ft
Shear LC# 2 D+L, V = 727, V design 674 lbs
Deflection LC# 2 D+L EI= 158 2ge06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1
()
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug 2,2005 1438:23
PROJECT
LUBBESMEYER 1830
R1
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, pst, or pit)
Load Type
Distribution
Magnitude
Start End
90 0
150 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Snow
Full UDL
Full UDL
0' 6'
Dead 288 288
Live 450 450
Total 738 738
Bearing
LC number 2 2
Len th 1 0 1 0
Lumber-soft, D Fir-L, No.2, 4xS"
Self Weight of 6.03 plf automatically included in loads,
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in )
Criterion Analysis Value Desi n Value n
Shear fv = 35 Fv' 207 17
Bending(+) fb 433 Fb' 1345 32
Live Defl'n 0 02 <L/999 o 20 L/360 12
Total Defl'n 0 05 <L/999 o 30 L/240 16
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1 15 1 00 1 00 1 000 1 300 1 00 1 00 1 00 1 00 2
Fv' 180 1 15 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
Bending(+) LC# 2 = D+S, M = 1107 lbs-ft
Shear LC# 2 = D+S, V = 738, V design 589 lbs
Deflection LC# 2 = D+S EI= 177 83e06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D~dead L~live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application,
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1
o
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 14'3832
PROJECT
LUBBESMEYER 1830
R2
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
60 0
100 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Snow
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 16'
Dead 555 555
Live 800 800
Total 1355 1355
Bearing
LC number 2 2
Len th 1 0 1 0
Lumber-soft, D.Fir-L, No.2, 4x12"
Self Weight of 9.35 plf automatically included in loads,
Lateral support: top= full, bottom= at supports, Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NOS-2001 (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Design
Shear fv - 46 Fv' - 207 fv/Fv' - o 22
Bending(+) fb 881 Fb' 1138 fb/Fb' = o 77
Live Defl'n 0 22 L/865 o 53 L/360 o 42
Total Defl'n 0 45 L/424 o 80 L/240 o 57
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 I 15 1 00 1 00 1 000 1 100 1 00 1 00 1 00 1 00 2
Fv' 180 1 15 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
Bending(+) LC# 2 D+S, M = 5419 lbs-ft
Shear LC# 2 D+S, V = 1355, V design 1196 lbs
Deflection LC# 2 D+S EI= 664 44e06 Ib-in2
Total Deflection ~ 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1
()
o
@ WoodYYgw[!s,~@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 14 38:42
PROJECT
LUBBESMEYER 1830
SF1
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load1 Dead Full UDL 100 0 No
Load2 Live Full UDL 400 0 No
Load3 Dead Full UDL 60 0 No
Load4 Snow Full UDL 100 0 No
Load5 Dead Full UDL 80 0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 10'
Dead 1275 1275
Live 2000 2000
Total 3275 3275
Bearing
LC number 2 2
Len th 1 0 1 0
Timber-soft, D.Fir-L, No.2, 6x12"
Self Weight of 15 02 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NOS-2001 (stress=psi, and in )
Criterion Anal sis Value Desi n Value n
Shear fv - 63 Fv' - 170 37
Bending(+) fb 810 Fb' 875 93
Live Def1'n 0 10 <L/999 o 33 L/360 30
Total Def1'n 0 19 L/617 o 50 L/240 39
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 875 1 00 1 00 1 00 1 000 1 000 1 00 1 00 1 00 1 00 2
Fv' 170 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 3 million 1 00 1 00 1 00 1 00 2
Bending(+) LC# 2 D+L, M = 8188 lbs-ft
Shear LC# 2 D+L, V = 3275, V design 2647 lbs
Deflection LC# 2 D+L EI= 906 17e06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1
()
o
WoodWorksQl)
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 14'39'12
PROJECT
LUBBESMEYER 1830
SF3
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load1 Dead Full UDL 50 0 No
Load2 Live Full UDL 200 0 No
Load3 Dead Full UDL 30 0 No
Load4 Snow Full UDL 50 0 No
Load5 Dead Full UDL 80 0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 22'
Dead 1955 1955
Live 2200 2200
Total 4155 4155
Bearing
LC number 2 2
Length 1 2 1 2
Glulam-Unbal., West Species, 24F-1.8E WS, 5-1I8x15"
Self Weight of 17 7 plf automatically included in loads;
Lateral support: top= full, bottom= at supports, Load combinations. ICC-IBC,
SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in )
Criterion Analysis Value Desi n Value Anal sis/Design
Shear fv 72 Fv' 240 fv/Fv' 0 30
Bending(+) fb 1427 Fb' 2336 fb/Fb' = 0 61
Live Defl'n 0 41 L/649 o 73 L/360 o 55
Total Defl'n 0 95 L/278 1 10 L/240 o 86
ADDITIONAL DATA.
FACTORS F CD CM Ct CL cv Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1 00 1 00 1 00 1 000 o 973 1 00 1 00 1 00 1 00 2
Fv' 240 1 00 1 00 1 00 1 00 1 00 1 00 2
Fcp' 650 1 00 1 00 1 00
E' 1 8 million 1 00 1 00 1 00 2
Bending(+) LC# 2 D+L, M = 22851 lbs-ft
Shear LC# 2 D+L, V = 4155, V design 3683 lbs
Deflection LC# 2 D+L EI=2594 4ge06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIIAITC A 190 1-1992
3. GLULAM: bxd = actual breadth x actual depth,
4 Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3 3 3
5 GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
o
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 1439:23
PROJECT
lUBBESMEYER 1830
SF3-PSl
Design Check Calculation Sheet
Sizer 2004
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
start End Start End Load?
Load1 Dead Full UDL 50 0 No
Load2 Live Full UDL 200 0 No
Load3 Dead Full UDL 30 0 No
Load4 Snow Full UDL 50 0 No
Load5 Dead Full UDL 80 0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 22'
Dead 2013 2013
Live 2200 2200
Total 4213 4213
Bearing
LC number 2 2
Length 1 1 1 1
PSL, 2.0E, 2900Fb, 5-1/4x14"
Self Weight of 22,97 plf automatically included in loads;
lateral support: top= full, bottom= at supports; load combinations: ICC-IBC,
SECTION vs. DESIGN CODE NDS-2001 (Ibs, Ibs-ft, or in )
Criterion Anal sis Value Desi n Value
Shear fv - 77 Fv' - 285
Bending(+) fb 1621 Fb' 2851
Live Defl'n 0 44 L/601 o 73 L/360
Total Defl'n 1 04 L/253 1 10 L/240
n
27
57
60
95
ADDITIONAL DATA.
FACTORS F CD CM
Fb'+ 2900 1 00
Fv' 285 1 00
Fcp , 750
E' 2 0 million
Ct CL
1 00 1 000
1 00
1 00
1 00
CV Cfu
o 98
Cr Cfrt
1 00 1 00
1 00
1 00
1 00
Ci
Cn LC#
2
1 00 2
2
Bending(+) LC# 2 D+L, M = 23170 Ibs-ft
Shear LC# 2 D+L, V = 4213, V design 3766 lbs
Deflection LC# 2 D+L EI=2400 96e06 lb-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2. SCl-BEAMS (Structural Composite lumber): the attached SCl selection is for preliminary design only For final member design contact
your local SCl manufacturer
3. Size factors vary from one manufacturer to another for SCl materials. They can be changed in the database editor
n
o
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug. 2, 2005 1439'47
PROJECT
LUBBESMEYER 1830
SF4
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
10 0
40 0
220
Location [ftJ Pattern
Start End Load?
No
No
16 50 No
Loadl Dead
Load2 Live
Load3 Dead
Full UDL
Full UDL
Point
MAXIMUM REACTIONS (Ibs)
Dead
Live
Total
0'
1341
370
504
18'-6"
3061
370
676
I-Joist, generic, low stg., 1-3/4x11-7/8"
Spaced at 12" c/c; Self Weight of 1 88 plf automatically included in loads
Load combinations. ICC-IBC,
SECTION vs DESIGN CODE NDS-2001 ( Ibs, Ibs-ft, or in )
Criterion Anal sis Value Design Value n
Shear V - 676 Vr - 990 68
Bending(+) M 2444 Mr 4525 54
Live Defl'n 0 37 L/600 0 46 L/480 80
Total Defl'n 0 62 L/358 0 92 L/240 67
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ n/a 1 00 1 00 1 00 1 000 1 000 1 00 1 15 1 00 1 00 2
Fv' n/a 1 00 1 00 1 00 1 00 1 00 1 00 2
E' n/a 1 00 1 00 1 00 1 00 2
Bending(+) LC# 2 D+L, M = 2444 lbs-ft
Shear LC# 2 D+L, V = 676 lbs
Deflection LC# 2 D+L EI= 285 00e06 Ib-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate for your application.
2. I-JOISTS the attached I-joist selection is for preliminary design only For final member design contact your local I-Joist manufacturer
.. ~
n
()
WoodWorks@
COMPANY
Pacific Northwest Engineering
(253) 589-3265
Aug, 2, 2005 1440:23
PROJECT
LUBBESMEYER 1830
SF5
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
13 0
53 0
220
Location [ft] Pattern
Start End Load?
No
No
16 50 No
Load1 Dead
Load2 Live
Load3 Dead
Full UDL
Full UDL
Point
MAXIMUM REACTIONS (Ibs)
17'
340 I
450
790
Dead
Live
Total
0'
ml
I-Joist, generic, low stg., 1-3/4x11-7/S"
Spaced at 16" c/c; Self Weight of 1 88 plf automatically included in loads,
Load combinations. ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001 (Ibs, Ibs-ft, or in )
Criterion Analysis Value Design Value Anal sis/Design
Shear V - 790 Vr - 990 V IVr - 0 80
Bending(+) M 2507 Mr 4525 M/Mr = 0 55
Live Defl'n 0 35 L/583 0 43 = L/480 0 82
Total Defl'n 0 51 L/396 0 85 = L/240 0 61
*The effect of point loads within a distance d of the support
has been included as per NDS 3 4 3 1
ADDITIONAL DATA.
FACTORS F CD
Fb'+ n/a 1 00
Fv' n/a 1 00
E' n/a
CM
1 00
1 00
1 00
CL
1 000
Cr
1 15
Cn
LC#
2
2
2
ct
1 00
1 00
1 00
CF
1 000
Cfu
1 00
Cfrt
1 00
1 00
1 00
Ci
1 00
1 00
1 00
1 00
Bending(+) LC# 2 D+L, M = 2507 lbs-ft
Shear LC# 2 D+L, V = 790 lbs
Deflection LC# 2 D+L EI= 285 00e06 Ib-in2
Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection
(D~dead L=live S=snow w=wind I=impact C=construction CLd~concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES
1 Please verify that the default deflection limits are appropriate for your application.
2, I-JOISTS the attached I-joist selection is for preliminary design only For final member design contact your local I-Joist manufacturer