BLD-05-0225
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CI1''/' Of '/'ELtA _ BlIILOING OEI' A.R1'tAEN1'
RESIOEN1'IA.L CER1'lfICA. 1'E Of occlll' A.NC'/'
aui\din9 A,ddress
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p\an Number
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owner Name
owner A,ddress
aUi\din9 permit Number
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RemarKS
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{\\\ Code reQuired
A,reas \ns~ected
s~ecia\ conditions
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. . Inlefnalional Residential Code (cnaplef
1nis slfUclufe is in compl..nce Wlln ~~: Ion Slale Building Code Council pursuanl
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FROM YELM SEWER DEPT
FAX NO 360-458-8166
Mar 24 2006 01 04PM P1
FAX TRANSMISSION
CITY OF YELM
P.O. BOX 479 - 931 NP ROAD NE
YELM, W A 98597
360~458-841 )
FAX 360~458-8166
TO: G-~ t T c l--\ E-jJ
DATE: ? - ),L{._(J Go
FAX#:
PAGES: (, including this
Cover sheet
From: ~ArvDY
Subject: l~()u.SE F;;JAL-! A Lnu l'V\,u HI-LL-]I:.
COMMENTS: 1.-.DI ~ )~} t{q 131 RGI<LAAlD
** If you do not receIve all copies or any copy is not legible, please call (360) 458~8411
as soon as posslhle.
CITY OF YEL~1INSPECTION LOG
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PROJECT
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City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Permit No
BLD-05-0225- YL
Issue Date. 07/26/2005
(Work must be started within 180 days)
Receipt No
37544
Appli<:ant: .
Name: Landshapes NW, Inc.
Phone.
253.537.6370
Address. 1151 E 112th Street
City' Tacoma
State: WA Zip 98445
Property Information:
Site Address. 16189 Birkland St. SE
Assessor Parcel No. 32660000700
Subdivision. Autumn Hill, phase II
Lot: 7
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 License. 1673.0
Project InformCition
Project: Autumn Hill, phase II
Description of Work: 2122 SFR, Lot 7
Sq. Ft. per floor' (1st) 656 (2nd) 1462 (3rd) 0 Garage 654 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 1 639 99 993.75 646.24 5.6000 115.4000 $1 000
Building Plan Review 1,06599 000 0.00 0.0000 o 0000
Mechanical Permit 78.25 0.00 000 0.0000 o 0000
Plumbing Permit 125.00 20.00 105 00 7 0000 15 0000 Fixture
Sewer ERU 5,41700 0.00 5,41700 5,4170000 1 0000 ERU
Sewer Inspection 14500 0.00 145.00 145 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 o 0000
Water Deposit 4000 4000 0.00 0.0000 o 0000
Traffic Facilities Charge 757 50 0.00 757 50 750 0000 1.0100 Peak PM Trip
Sewer Deposit 50.00 5000 000 o 0000 o 0000
State Building Fee 4.50 450 000 o 0000 o 0000
TOTAL FEES $11,123.23
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and r trictions of record. If a plying as a contractor, I futher certify that I am currently
registered in th ta of W hing
OFFICIAL USE ONLY
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RECEIPT No.3 7544
RE;Ci=jv'1REiJEN THCUSAND CiNE hUNDFED T\1ENTY 'I'i{PEr~ [=LL,z',F':.; ~ ...'.J CENT'::;
RECEIVED FROM
DATE
REC NO
AMOUNT
LA1JDSHAFES NW INC
1151 E 11.:.rrH ST
\.1 7 / :. 6 / (i 5
3"'544
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Yelm School DlstriLt
AnN SUSAN CROY
PO BOX 476
YELM, ViA 98597
360-45[3-1900
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Sold to 16Q64
LANDSHAPES NURfH WEST INC
LANDSHAPES
WESr INC LANDSHAPES NORTH
1151 E 112TH ST
TACOMA VJA 98445
# 6245
Rey #1
13 07/2G/OS
SGlesPerson SUSAN
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Item # 295U/MlfIGATIO~
MITIGATION/CAPITAL PROJECrS
1 ~ 8,560 00 8,560 uO
CK #2491 FOR AU1UMN HILL 2 05-010 LOTS 1
,2.5,7
SubTotal
8,560 00
Total Due
Check
[3,560 00
8,560 00
Thank you
PLEASE ~EEP THIS RECETPT' t I
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NI!UlhWfilSI cJ I ~Co 1151 East 112th Street - Tacoma, WA 98445
Office 253537-6370 - Fax 253537-9163
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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.
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~smeyer
PresIdent
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After recordill~ return to:
Yelm Community Schools District No.2
P O. Box 476
Yelm, WA 98597
Ann: Erling M. Birkland
MITIGATION AGREEMENT
ReferellJl4:e No:
Autumn Hill, SUB~04-00J6- VI.. Velm. W A
Grantor:
John Lubbesmeyer
Landshlllpe5 Northwest, Inc.
1151 E. 112m, Tacoma. WA 98445
Grantee:
Yelm Community Schools District No.2
LegSll DeBcription:
A 30-17-2E 52 NE NW SE LESS RD
- -I
... c I 3 (J 7 (..i<......
AsKSSOr's Property Tu Parcel NlIlmbell"/AecOImt Number: ~73*~ 00 ;;,1 7 J .
THIS MITIGATION AGREEMENT ("Agreement") is made this:tl.v:r JIVIAV .2005,
between the YELM COMMUNITY SCHOOLS DISTRICT NO 2, Yelm, Washington (Me hDistnct")
and Landshapes Norbtwest, IDe.. (the "Developer").
RECITALS
A The Developer has submitted an application to Thull'Slon: COUDty for the constroction of a
24 lot subdivision "Autumn Hill un Yelm, Wash. (the "Project"). The Project is located on property that
lies within District boundaries. more particularly described on ExhibIt A. attacbed hereto snd
incorporated herein by reference.
B. The State Environmental Policy Act, Chapter 43.21C RCW ("SEPA"). proVides
processes and procedures whereby major actions by Si'are and local agencies. including. but not limited
to. plat or PUD approval or the issuance of building permits, may be reviewed to determine the nature
and extern of their impact on the environment Impacts on public services. mc1uding schools, are
environmental nnpacts for the purposes of SEPA. SErA requires the mitigation of adverse
environmental impacts.
C. The District's student populatIon md growth projections indicate that the Project Will
have an impact On lhe DistriCt, wheu cumulative impacts of other projects are considered.
D. RCW 82.02.020 authorizes the District to enter into a voluntary agreement with the
Developer for payment to mitigate the impact ofihe Developer's Project.;
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E. Pursuant to Resoluuon 'No. 12-16-93-05, it is the poliCytofthe District 10 recommend that
the direct impact of development be voluntarily mitigated by the payment of fees andlor other mnigauon
measures where appropriate.
f The Developer has agreed to mitigate, on a voluntary. basis, the $dverse unpac'l of the
Project on the District.
AGREEMENT
NOW, THEREFORE, in consideration of the above reci18.$ and me mutual promIses and
covenants below, the District and the Developer agree as follows:
I The Developer acknowledges and agrees that there IS 8l direct impact on the District as a
result oCthe Developer's Project and that this Agreement IS necessary asia result ofrha! impact.
2. The Developer acknowledges and agrees that in order 10 mitigate the direct impact of the
Project, the Developer has offered to pay the District the fOllowing suln of money: Two Thousand One
Hundred Forty and 001100 Dollars ($2140.00 for each 101 an the subdivklon or the total sum of Fifty One
Thousand Three Hundred Si~"ty and n0l100 Dollars ($51,360.00) (the i'Mitigation Payment") for the 24
lots of the subdiviSion. The- amount referenced by tillS paragraph IS subject to change pursuant to
paragraph 4 below
3 Any extension, renewal. modificatu>n or amendment ita the Project that results in an
adjustment in the number of lots shall result in a cOlTesponding 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 nollOO Dollars ($2.140.00)1 per dwelling unit or Fifty One
Thousand Three Hundred Si~"t)I and nol1oo Dollars ($51,360.00) for t~e project, shaU be a condition of
building permit IS5U8JlCC for each smgle family dwelling in the projecti If building penniE issuance does
not occur within five (5) years from the date of this Agreement, the BIrlount due for mitigation, as stated
in paragraph 2 above; shalfi be modified to the amount reflected ill! the then most recent mitigation
agreement to which the District is a party A copy of sucb agree$ent shall be made available to
Developer upon request. ,
5 The District agrees to record this Agreement after it basi been executed by the parties.
6. The Developer acknowledges and agrees that the Mitiglation Payment IS authonzed to be
used for capital improvements to the following facilities: Southworth Elementary Sehool. Mill Pond
mtermediate School. Yew Middle School., and/or Yelm High School and/or any orher 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) yewS from the payment date to spend
the Mitigation Payment for the capital improvements or expenditures ~escribed in paragraph 6. In the
event thaI the Mitigation Payment is not expended within those five years, the moneys will 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 Developer, the Payment shall be refunded without interest.
8. The Developer wa.ives and relinquishes its right to protest 01" challenge the payment of
the Mitigation Payment pursuant to this Agreement and hereby covenapts and undenak.es that it forever
refrains IIInd desists from instituting. asserting. filing or bringing any lawsuit, litigation, claim. or challenge or proceeding to challenge this Agreement, claim any repayment or reimbursement of funds,
performance or improvements provuied for merein, 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 oHlle Project as presently proposed GO the District.
II This Agreement shall be bmding upon and mure to title benefit of the heirs, executors,
sdmimstrators, successors. and assigns of both of the Developer and thelDistrict.
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12. Bfan action must be brought to enforce the terms oftbi$ Agreement, such actIOn shan be
brought in ThurStOIll County Superior Court. The prevailing party shall be entitled to payment of its costs
and reasonable attorneys' fees.
13 This Agreement constitutes the entire agreement betiween the partu:s and any other
agreement either wrinen or orllll shall be mdl and void.
EXHwrr A
tJO - LEGAL DESCRIPTION
lDS131
General Location-1994y. Vancil Rd.. Yelm. WA
Section 30 Township 17N Range 2E
Land Area 5.94 acres
Tax Parcel Number- 2:T.;&4~9100r ~1301 30"100 ~;
Description: Subdivision of 5.94 acres into 24"sinl!le family buildin~ lot& ..
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YELM COMMUNITY SCHOOLS DISTRICT N . 2
DATED'
s- - , 7~ c r
~G~
By' Alan Burke
Its Superintenden'
STATE OF W ASHlNGTON )
)SS
COUNTY Of THURSTON )
I certii)' that I know or have satISfactory evidence that Alan Burke IS the person who appeared
before me. and said person acknowledged mal he signed this instrument, on oath stated thaI he was
authorized to execute the instrument and acknowledged it IllS the Superintendent of the Velm Community
Schools District No.2 to be the free and voluntary ~ct of sur;;h party for the uses and purposes mentioned
in the instrument. I, to _
GIVEN under my hand and official seal thiS r'" day of 2005
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DATED- ~7>
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. John Lubbesmtyer
Its t//Lf<r ;:ji~//J~
STATE Of WASHINGTON }
)SS
COUNTY OF THURSTON )
I certify that I Imow or have satlsfKtory evidence that Johnl Lubbesmeyer is the person who
appeared before me. amd said person acknowledged that he signed tbisiinstrument, on oath stated mat he
was authonzed to execute the instrument and acknowledged it as the applicant for thlS subdIVision to be
the free and vohmuvy act of such palrty for the uses and p~ses mentibned m the instrument.
GIVEN under my hand llnd official seal this .tlfli:!.day of ' 2005
N d for the State of
ngton. ~s;iding at YdrY1
My CommlSsiGn Expires:' 1.0 - J q -O~
TOTAL P 05
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REGISTERED AS' PROVIDED BY LAW AS
CONS'I'...QONT GENERAL
REGIST #
LANDSNI 9.6 5MT
Q!TI VED.A-rE
LANDSHAI:>.:E$.N9R']:'ItWES'I'i JNC';
1151 EAST J.12TH STREET
TACOMA WA 98445
I .Signature '.. I
~d by DEPARTMENTOFLABOR AND INDUST~
F625-052.000 (8/97)
.----~- Detach .And Displav Certificate ~--,
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Please Remove
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PIERcROUNTY
DEVELOPMENT CENTER
Ll\bJC6H:1We5 "'ORT lH\lf:.<)T Application No
PLEASE COMPLETE THE FOLLOWING:
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2002 WA. STATE ENERGY
CODE INFORMATION
Date
GlaZI!lg area calculatlOnq , \'2 4 Heat system sizing calculation. 42.;3{j 0 btu' s
QJ'p'OA -T 'LH'6 sf = % i2/Je_x 20 =
- i
Window area -7 Heated floor area = % of glazing Heated floor area x btu per sq ft. = total system output
Refer to the table below to detemulle YOW" compliance path. Divide the system output by the equipment efficIency rating to detennine
the total Btu input allowed.
JOB TYPE. OCCUPANCY COMPLIANCE PATH. HEAT SYSTEM SIZE.
l~ew 1><fSingle Famil.y J><(pre@tive Ch. 6 (cIrcle one) ~ Btu mput tj2fi50
[ ] Remodel [ ] Multi-family I tII m I fficiency rating 0,0 %
[ ] Addition [ ] Component Performance Cli. 5 [ ] WATTS
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[ ] System analysis Ch.4 HSPF rating
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FUEL TYPE HEAT TYPE ELEC UTILITY PROVIDER.
[ ] Electric l><f Forced Air Furnace [ ] Tacoma CIty LIght
J>4 Nat. Gas [ ] Heat Pump I [ ] Puget Sound Energy
[ ] Propane [ ] Radiant Heat System (baseboard, wall cadet [ ] Penmsula Power
[ ] Oil, wood [ ] Hydronics system J><tOther
[ ] Gas or Wood Stove
VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one)
VentilatlOll Option. [ ]A [ ]B I;><1. C [ ]D [ ] AAHX
System SIze 100 din rx1 IntermIttently operatmg [ ] Contmuous operatmg
PRESCRIPTIVE REQUIREMENTSO,J FOR GROUP R OCCUPANCY
CLIMATE ZONE 1- ALL FUEL TYPES
Qption Glazil)g GJazing'V-factor D>o.or 9 Ceiling 2 Vaultec!' Wall '^Za "' 4' Wall;ext" 4 Floor 5 Slab
Abo"e:i2 illt on;;!
Area'IO V"vaJiIe ceiling 3 '.' ~ 'beJ6wgnide.
%',Of.f1oor 'grapE' ifllde gr~de
Vertical Overliead
I. 12% 0:35 058 020 R~38 &"30. .{{-IS Rii[5 R"10 RC30 R40' ]'
n. * 15% 0:40 0;58 020 R"38 R'30 R.2,1 'Ri21 &"'1'0 R.30 R"IO
m.. UrHirnited 0:40 0.58 020 &,38 R"30 R'21 R~2T R".'1'O . &"30 Rq:Q
GrolljjR"3
l?pcllpancy
(i)9!Y
· Reference Case
o Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601 I
I 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 hsted 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 apphcable to only to single rafter or joist vaulted ceilings.
4 Below grade walls shall be insulated either on the exierior to a minimum level of R-IO or on the interior to the same level as walls above grade. Exterior
insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturers
specitications.
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 In!. 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 V-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 to that value. Overhead glazing with a V-factor ofV=O 40 or less is not included in glazing area limitations.
I I Overhead glazing shall have V-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5
12. Log and solid timber walls with a minimum average log thickness 01'3.5 inches are exempt from this insulation requirement
o .Og
CITY OF Y
RESIDENTIAL BUlllOlNG PER~}L~O M
I ~ rA [' 1"\ pA L~ r-- l)J!),n ~ '""1 .' ,.",
Project Address' t ~)i iJ"~ Oli {kJo.nfff_"Jr ;~e parM W"'J:! Ql!.~l ?>O K ()0
A . If" ~ ,
Subdivision' \r~"turYn\ t. ,!I!.II Lot #' I;
Zoning;
)~I New Construction 0 Re-Model / Re-Roof / Addition 0 Home Occupation Sign
o Plumbing 0 Mechanical 0 Mobile / Manufactured Home Placement 0 Other
Project Description/Scope of Work, c"i\ "V~ \It:.. to \ ')l \ \ ~J
Project Value'
1 st Floor~' ._ 2nd Floor
f?;' ..
Basement_ . ":::5/1.IJ Carport Patio
# Bathrooms~?7 Heating, @THER or ELECTRIC (Circle One)
Garage
"'61.1
Deck
l~~
Building Area (sq, ft)
# Bedrooms~
Are there any environmentally sensitive areas located on the parcel?
completed environmental checklist must accompany permit application
If yes, a
BUILDINGOVVNERNAME. ,
ADDRESS \ \':-,;0= I \'2_h "':::5T
CITYl7\l,~)r\\{\ STATE V~a\ ZIPQ<'(')L\L1t:)
ARCHITECT1El'JGINEER nE:" i l'~l~\ '~SE{<\j If E~) LICENSE #
ADDRESS ~02?) fi f)Tf{EcT EMAIL
CITY -n..\c:)nlf~ STATE Wl-\ ZIPCfbL\O?) TELEPHONE2-63/L,t75-e,,-'\J2
PLUN1SINGCONTRACTOR c' FE:)S i... \'.'
ADDRESSK) EDXQ.~5~:J
CITY(~~~~f\HfqIH STATE \'\Ir-\ ZIPq~3~i..?:i FAX
CONTRACTOR'S LICENSE #PR0Ft:1>SO<SSe.q EXP DATE CITY LICENSE #
MECHANIC8LQoNTRACTOR Hit\\ZE \iEinll\\(-1 TELEPHONE ~)3 q 'l-QOf\S
ADDRESS ;Zr ex J. 'e:oW1 J:~' 'E: E" EMAIL
CITY~:~:R~\~-r\r'IiF\:Y STATE ; ZIP CW>3'01 FAX 155;)j '2-)41- '2,tjI5
CONtRACTOR'S LICENSE #R\\l\.lAIJ)li{H~'iCI. EXP DATE c(TY LICENSE #
Copy of mitigation agreement with Yelm Community Schools, if applicable
I hereby certify that the above information is correct and that the cons.truction on, and the occupancy and the use of the
~r=iDPO';i~~ w~ "0 '"~, MOo, "". ru'.'""D." D"hD ~;J:~:;"' ",
Applicant's Signature Date " .
Owner I Contractor I Owner's Agent! Contractor's Agent (Please circle one.)
Ail permits are non-transferable and will expire if work authorized by slLUch permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 clays
105 Yeim Avenue West
PO Box 479
Yeim, WA 98597
(360) 458-3835
(360) 458-3144 FAX
www.ci.yel.n.wa.us
"
; .. 9
ENGINEERING ANALYSIS
FOR: LUBBESMEYER CONSTRUCTION
SITE: 16189 BIRKLAND ST. SEe
YELM, WA
OJ
~~ ~~
~~ ~~
~~ ~~
~~ ~~
ORIGINAL STAMP
MUST BE RED
TO BE VALID
~
SHEET ,m PLAN NUMBER: 1It
PACIFIC NORTl-IWEST ,n;~H :5 ,
ENGINEERING INC. ~;;l!~~ 5 ~~ ~
6-6-2005 LUBBESMEYER 2122 4928 l09th St. 5W, Suite 8: Lakewood, WA. 98499 liJ!HJ ~ Hi
PhOlle/FQx{(53)589-3265 ~ "h~ rr ~ !l
1 '
CONSULTING
ENGINEERS PACIFIC NORTHWEST ENGINEERING INC.
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 US" 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
4928 109TH ST SW, SUITE B
LAKEWOOD, WA. 98499-3733
WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
WoodWorks@ Shearwalls 2004
LUBBESMEYER 2122 SHEAR.wsr
Jun. 13,200522:52:47
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Pacific Northwest Engineering Inc LUBBESMEYER 2122
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 2 00
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 Partly 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 175s o 175s
- Approximate Ta o 175s o 175s
- Maximum T o 210s o 210s
Response Factor R 6 50 6 50
1
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Structural Data
STORY INFORMATION
Ceiling
Level 2
Level 1
Foundation
Story
Elev ft
21 00
12 00
3 00
2 00
Floor/Ceiling
De th in
12 0
12 0
12 0
Wall
Hei ht ft
8 00
8 00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft] Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y = o 00 o 00 North Side 15 0 1 00
Extent X, Y = 44 00 32 50 South Side 15 0 1 00
Ridge Y Location, Offset 16 25 o 00 East Gable 90 0 1 00
Ridge Elevation, Height 25 35 4 35 West Gable 90 0 1 00
Block 2 2 Story N-S Ridge
Location X,Y = 21 00 -2 00 North Joined 165 0 1 00
Extent X,Y = 23 00 2 50 South Gable 90 0 1 00
Ridge X Location, Offset 32 50 o 00 East Side 15 0 1 00
Ridge Elevation, Height 24 08 3 08 West Side 15 0 1 00
2
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MATERIALS by WALL GROUP
Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply
Grp Surf Material Thick Orient Size Type Eda Fld Blka Species G Spc Notes
1 Ext SS incl OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir o 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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SHEARLlNE, WALL and OPENING DIMENSIONS
North-South Type Wall Location Extent [ft] Length FHS Height
Shearlines GrouD(s) X [ft] Start End rftl fftl fftl
Line 1
Level 2
Line 1, Level 2 Seg 1 0 00 0 00 32 50 32 50 29 50 8 00
Wall 1-1 Seg 1 0 00 0 00 32 50 32 50 29 50
Opening 1 14 50 17 50 3 00 6 00
Level 1
Line 1, Level 1 Seg 1 0 00 0 50 32 50 32 00 32 00 8 00
Wall 1-1 Seg 1 0 00 0 50 32 50 32 00 32 00
Line 2
Level 2
Line 2, Level 2 NSW 12 50 0 00 0 50 0 50 0 00 8 00
Wall 2-1 NSW 12 50 0 00 0 50 0 50 0 00
Line 3
Level 2
Line 3, Level 2 NSW 21 00 -2 00 0 50 2 50 0 00 8 00
Wall 3-1 NSW 21 00 -2 00 0 50 2 50 2 50
Line 4
Level 2
Line 4, Level 2 NSW 33 00 -2 00 -1 00 1 00 0 00 8 00
Wall 4-1 NSW 33 00 -2 00 -1 00 1 00 0 00
Line 5
Level 2
Line 5, Level 2 Seg 1 44 00 -1 00 32 50 33 50 32 50 8 00
Wall 5-2 Seg 1 44 00 0 00 32 50 32 50 32 50
Wall 5-1 NSW 44 00 -1 00 0 00 1 00 0 00
Level 1
Line 5, Level 1 Seg 1 44 00 0 50 32 50 32 00 28 00 8 00
Wall 5-1 Seg 1 44 00 0 50 32 50 32 00 28 00
Opening 1 15 00 19 00 4 00 6 00
East-West Type Wall Location Extent [ft] Length FHS Height
Shearlines GrouD(s) Y fftl Start End rftl fftl [ftl
Line A
Level 2
Line A, Level 2 Seg 1 -0 98 0 00 44 00 44 00 20 50 8 00
Wall A-3 Seg 1 -2 00 21 00 33 00 12 00 7 00
Opening 1 24 50 29 50 5 00 6 00
Wall A-4 Seg 1 -1 00 33 00 44 00 11 00 6 00
Opening 1 36 00 41 00 5 00 6 00
Wall A-l Seg 1 0 00 0 00 12 50 12 50 7 50
Opening 1 3 50 8 50 5 00 6 00
Wall A-2 NSW 0 50 12 50 21 00 8 50 0 00
Opening 1 14 50 19 50 5 00 6 00
Line B
Level 1
Line B, Level 1 Seg 1 0 50 0 00 44 00 44 00 22 00 8 00
Wall B-2 Seg 1 0 50 21 00 44 00 23 00 6 00
Opening 1 24 00 32 00 8 00 6 00
Opening 2 33 00 41 00 8 00 6 00
Wall B-1 Seg 1 0 50 0 00 21 00 21 00 16 00
Opening 1 4 00 9 00 5 00 6 00
Line C
Level 2
Line C, Level 2 Seg 1 32 50 0 00 44 00 44 00 24 00 8 00
Wall C-1 Seg 1 32 50 0 00 44 00 44 00 24 00
Opening 1 3 50 8 50 5 00 6 00
Opening 2 11 00 13 00 2 00 6 00
Opening 3 13 50 17 50 4 00 6 00
Opening 4 18 00 20 00 2 00 6 00
Opening 5 34 50 40 50 6 00 6 00
Level 1
Line C, Level 1 Seg 1 32 50 0 00 44 00 44 00 33 50 8 00
Wall C-l Seg 1 32 50 0 00 44 00 44 00 33 50
Opening 1 9 00 15 00 6 00 6 00
Opening 2 23 00 27 50 4 50 6 00
4
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Loads
WIND SHEAR lOADS
level 2 Magnitude Trib
Block F Element load Wnd Surf Prof location [ft] [Ibs,plf,psf] Ht
Case Dir Dir Start End Start End [ft]
Accum E W->E Lee Line 0 00 0 50 53 9 53 7
Accum E E->W Wind Line 0 00 0 50 38 3 40 3
Accum S S->N Wind Line 21 00 32 50 -0 4 19 0
Accum S N->S Lee Line 21 00 32 50 43 4 56 7
Block 1 W W->E Wind Line 0 00 0 50 38 3 40 3
Block 1 W W->E Wind Line 16 25 32 50 60 2 32 9
Block 1 E W->E Lee Line 0 50 12 00 35 0 30 7
Block 1 E W->E Lee Line 16 25 32 50 34 9 18 7
Block 1 W E->W Lee Line 0 00 0 50 43 8 43 6
Block 1 W E->W Lee Line 16 25 32 50 34 9 18 7
Block 1 E E->W Wind Line 0 50 12 00 7 4 53 1
Block 1 E E->W Wind Line 16 25 32 50 60 2 32 9
Block 1 S S->N Wind Line -1 00 0 00 -33 3
Block 1 S S->N Wind Line 0 00 12 50 -0 4
Block 1 S S->N Wind Line 12 50 21 00 -0 4
Block 1 N S->N Lee Line -1 00 0 00 21 8
Block 1 N S->N Lee Line 0 00 44 00 43 6
Block 1 N S->N Lee Line 44 00 45 00 21 8
Block 1 S N->S Lee Line -1 00 0 00 21 8
Block 1 S N->S Lee Line 0 00 12 50 43 6
Block 1 S N->S Lee Line 12 50 21 00 43 6
Block 1 N N->S Wind Line -1 00 0 00 -33 3
Block 1 N N->S Wind Line 0 00 44 00 -0 4
Block 1 N N->S Wind Line 44 00 45 00 -33 3
Block 2 W W->E Wind Line -3 00 -2 00 -28 6
Block 2 W W->E Wind Line -2 00 -0 50 4 3
Block 2 W W->E Wind Line -0 50 0 00 4 3 5 4
Block 2 W W->E Wind Line 0 50 12 00 7 4 53 1
Block 2 W W->E Wind Line 12 00 16 25 53 1 60 2
Block 2 E W->E Lee Line -3 00 -2 00 17 2
Block 2 E W->E Lee Line -2 00 -1 00 25 9
Block 2 E W->E Lee Line -1 00 -0 50 25 9
Block 2 E W->E Lee Line -0 50 0 00 25 9 25 2
Block 2 E W->E Lee Line 12 00 16 25 30 7 34 9
Block 2 W E->W Lee Line -3 00 -2 00 17 2
Block 2 W E->W Lee Line -2 00 -0 50 25 9
Block 2 W E->W Lee Line -0 50 0 00 25 9 25 2
Block 2 W E->W Lee Line 0 50 12 00 35 0 30 7
Block 2 W E->W Lee Line 12 00 16 25 30 7 34 9
Block 2 E E->W Wind Line -3 00 -2 00 -28 6
Block 2 E E->W Wind Line -2 00 -1 00 4 3
Block 2 E E->W wind Line -1 00 -0 50 4 3
Block 2 E E->W Wind Line -0 50 0 00 4 3 5 4
Block 2 E E->W Wind Line 12 00 16 25 53 1 60 2
Block 2 S S->N Wind Line 32 50 33 00 19 0 18 2
Block 2 S S->N Wind Line 33 00 44 00 18 2 -0 4
Block 2 S S->N Wind Line 44 00 45 00 -33 3
Block 2 S N->S Lee Line 32 50 33 00 56 7 56 1
Block 2 S N->S Lee Line 33 00 44 00 56 1 43 4
Block 2 S N->S Lee Line 44 00 45 00 21 8
level 1 Magnitude Trib
Block F Element load Wnd Surf Prof location [ft] [Ibs,plf,psf] Ht
Case Dir Dir Start End Start End [ft]
Accum S S->N Wind Line 21 00 44 00 55 4
Accum S N->S Lee Line 21 00 44 00 38 8
Block 1 W W->E Wind Line 0 50 32 50 55 4
Block 1 E W->E Lee Line 0 50 32 50 33 6
Block 1 W E->W Lee Line 0 50 32 50 33 6
Block 1 E E->W Wind Line 0 50 32 50 55 4
Block 1 S S->N Wind Line 0 00 21 00 55 4
Block 1 N S->N Lee Line 0 00 44 00 39 1
Block 1 S N->S Lee Line 0 00 21 00 39 1
Block 1 N N->S Wind Line 0 00 44 00 55 4
5
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WIND SHEAR LOADS ( continued)
Block 2 W
Block 2 E
W >E Wind Point
E->W Wind Point
2 00
-2 00
2 00
-2 00
1175
1170
6
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WIND C&C LOADS
Block Building Level Magnitude [pst]
Face Interior End Zone
Block 1 West 2 18 2 21 5
Block 1 East 2 18 2 21 5
Block 1 South 2 18 2 21 5
Block 1 North 2 18 2 21 5
Block 2 West 2 18 2 21 5
Block 2 East 2 18 2 21 5
Block 2 South 2 18 2 21 5
Block 1 West 1 18 2 21 5
Block 1 East 1 18 2 21 5
Block 1 South 1 18 2 21 5
Block 1 North 1 18 2 21 5
Block 2 South 1 18 2 21 5
7
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BUILDING MASSES
Level 2 Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width
Dir Element Line Start End Start End rftl
E->W Roof Block 1 1 Line -1 00 33 50 230 0 230 0
E->W Roof Block 1 5 Line -1 00 33 50 230 0 230 0
E->W Roof Block 2 3 Line -3 00 1 50 125 0 125 0
E->W Roof Block 2 5 Line -3 00 1 50 125 0 125 0
E->W R Gable Block 1 1 Line 0 00 16 25 43 5 0 0
E->W L Gable Block 1 1 Line 16 25 32 50 0 0 43 5
E->W L Gable Block 1 5 Line 0 00 16 25 43 5 0 0
E->W R Gable Block 1 5 Line 16 25 32 50 0 0 43 5
N->S Roof Block 1 Line -1 00 45 00 172 5 172 5
N->S Roof Block 1 C Line -1 00 45 00 172 5 172 5
N->S Roof Block 2 A Line 20 00 45 00 22 5 22 5
N->S Roof Block 2 B Line 20 00 45 00 22 5 22 5
N->S L Gable Block 2 A Line 21 00 32 50 30 8 0 0
N->S R Gable Block 2 A Line 32 50 44 00 0 0 30 8
All Wall 1-1 n/a 1 Line 0 00 32 50 80 0 80 0
All Wall 2-1 n/a 2 Line 0 00 0 50 80 0 80 0
All Wall 3-1 n/a 3 Line -2 00 0 50 80 0 80 0
All Wall 4-1 n/a 4 Line -2 00 -1 00 80 0 80 0
All Wall 5-1 n/a 5 Line -1 00 0 00 80 0 80 0
All Wall 5-2 n/a 5 Line 0 00 32 50 80 0 80 0
All Wall A-3 n/a A Line 21 00 33 00 80 0 80 0
All Wall A-4 n/a Line 33 00 44 00 80 0 80 0
All Wall A-I n/a Line 0 00 12 50 80 0 80 0
All Wall A-2 n/a B Line 12 50 21 00 80 0 80 0
All Wall C-l n/a C Line 0 00 44 00 80 0 80 0
Level 1 Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width
Dir Element Line Start End Start End rftl
E->W Floor Dl n/a 1 Line 0 50 32 50 220 0 220 0
E->W Floor Dl n/a 5 Line 0 50 32 50 220 0 220 0
N->S Floor Dl n/a B Line 0 00 44 00 160 0 160 0
N->S Floor Dl n/a C Line 0 00 44 00 160 0 160 0
All Wall 1-1 n/a 1 Line 0 50 32 50 80 0 80 0
All Wall 5-1 n/a 5 Line 0 50 32 50 80 0 80 0
All Wall B-1 n/a B Line 0 00 21 00 80 0 80 0
All Wall B-2 n/a B Line 21 00 44 00 80 0 80 0
All Wall C-l n/a C Line 0 00 44 00 80 0 80 0
8
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SEISMIC LOADS
Level 2
Force Profile Location [ft] Mag [Ibs,plf,pst]
Dir Start End Start End
E->W Line -3 00 -1 00 24 2 24 2
E->W Point -2 00 -2 00 161 161
E->W Point -1 00 -1 00 85 85
E->W Line -1 00 0 00 120 8 120 8
E->W Line 0 00 1 50 128 5 130 1
E->W Line 1 50 16 25 105 9 121 2
E->W Line 16 25 32 50 121 2 104 4
E->W Point 32 50 32 50 340 340
E->W Line 32 50 33 50 88 9 88 9
N->S Line -1 00 0 00 33 3 33 3
N->S Point 0 00 0 00 388 388
N->S Line 0 00 20 00 41 1 41 1
N->S Line 20 00 21 00 45 4 45 4
N->S Line 21 00 32 50 53 2 59 1
N->S Line 32 50 33 00 59 1 58 9
N->S Line 33 00 44 00 58 9 53 2
N->S Point 44 00 44 00 396 396
N->S Line 44 00 45 00 37 7 37 7
Level 1
Force Profile Location [ft] Mag [Ibs,plf,pst]
Dir Start End Start End
E->W Point -2 00 -2 00 46 46
E->W Point -2 00 -2 00 1559 1559
E->W Point -1 00 -1 00 43 43
E->W Line -1 00 0 00 3 9 3 9
E->W Line 0 00 0 50 7 7 7 7
E->W Point 0 50 0 50 170 170
E->W Line 0 50 32 50 58 0 58 0
E->W Point 32 50 32 50 340 340
N->S Point 0 00 0 00 249 249
N->S Line 0 00 21 00 42 5 42 5
N->S Line 21 00 33 00 46 4 46 4
N->S Line 33 00 44 00 46 4 46 4
N->S Point 44 00 44 00 253 253
. .
All loads entered by the user or generated by program are specIfied (unfactored) loads. The program will apply a load factor of 0 70 and
reliability/redundancy factor to seismic loads before distributing them to the shearlines.
9
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Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Ld.Case V [Ibs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp.
Line 1
Level 2
Ln1, Lev2 1 S->N 996 30 6 33 8 339 1 00 S 339 9986 0 10
1 N->S 976 30 0 33 1 339 1 00 S 339 9986 0 10
Level 1
Ln1, Lev1 1 S->N 3076 96 1 96 1 339 1 00 S 339 10833 0 28
1 N->S 3055 95 5 95 5 339 1 00 S 339 10833 0 28
Line 5
Level 2
Ln5, Lev2 1 S->N 1103 32 9 33 9 339 1 00 S 339 11002 0 10
1 N->S 1047 31 3 32 2 339 1 00 S 339 11002 0 10
Level 1
Ln5, Lev1 1 S->N 3183 99 5 113 7 339 1 00 S 339 9479 0 34
1 N->S 3123 97 6 111 5 339 1 00 S 339 9479 0 33
East-West W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Ld.Case Vrlbsl V/L V/FHS Int Ext Co C Total V rlbsl Resp.
Line A
Level 2
LnA, Lev2 1 W->E 1175 26 7 57 3 339 1 00 S 339 6940 0 17
1 E->W 1170 26 6 57 1 339 1 00 S 339 6940 0 17
Wall A-3 1 W->E 401 26 7 57 3 339 1 00 339 2370 0 17
1 E->W 399 26 6 57 1 339 1 00 339 2370 0 17
Wall A-4 1 W->E 344 26 7 57 3 339 1 00 339 2031 0 17
1 E->W 342 26 6 57 1 339 1 00 339 2031 0 17
Wall A-1 1 W->E 430 26 7 57 3 339 1 00 339 2539 0 17
1 E->W 428 26 6 57 1 339 1 00 339 2539 0 17
Line B
Level 1
LnB, Lev1 1 W->E 2599 59 1 118 1 339 1 00 S 339 7447 0 35
1 E->W 2594 59 0 117 9 339 1 00 S 339 7447 0 35
Wall B-2 1 W->E 709 59 1 118 1 339 1 00 339 2031 0 35
1 E->W 708 59 0 117 9 339 1 00 339 2031 0 35
Wall B-1 1 W->E 1890 59 1 118 1 339 1 00 339 5416 0 35
1 E->W 1887 59 0 117 9 339 1 00 339 5416 0 35
Line C
Level 2
LnC, Lev2 1 W->E 1219 27 7 50 8 339 1 00 S 339 8124 0 15
1 E->W 1218 27 7 50 8 339 1 00 S 339 8124 0 15
Level 1
LnC, Lev1 1 Both 2643 60 1 78 9 339 1 00 S 339 11340 0 23
. .
C- Sheathmg CombmatlOn. A- Add capacities; S- Strongest only; X- Strongest or twice weakest.
10
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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
Line 1 Vert Element 0 00 0 00 270 270
1-1 Left Wall End 0 00 0 50 769 769
Line 1 Vert Element 0 00 14 50 270 270
Line 1 Vert Element 0 00 17 50 270 270
1-1 Right Wall End 0 00 32 50 1039 1039
Line 5
Line 5 Vert Element 44 00 0 00 271 271
5-1 Left Wall End 44 00 0 50 909 909
5-1 Left Opening 1 44 00 15 00 909 909 206
5-1 Right Opening 1 44 00 19 00 909 909 192
5-1 Right Wall End 44 00 32 50 1181 1181
Line A
Line A Vert Element 0 00 -2 00 458 458
Line A Vert Element 3 50 -2 00 458 458
Line A Vert Element 8 50 -2 00 458 458
Line A Vert Element 12 50 -2 00 458 458
Line A Vert Element 21 00 -2 00 458 458
Line A Vert Element 24 50 -2 00 458 458
Line A Vert Element 29 50 -2 00 458 458
Line A Vert Element 33 00 -2 00 917 917
Line A Vert Element 36 00 -2 00 458 458
Line A Vert Element 41 00 -2 00 458 458
Line A Vert Element 44 00 -2 00 458 458
Line B
B-1 Left Wall End 0 00 0 50 945 945
B-1 Left Opening 1 4 00 0 50 945 945 236
B-1 Right Opening 1 9 00 0 50 945 945 59
B-2 Left Wall End 21 00 0 50 1890 1890
B-2 Left Opening 1 24 00 0 50 945 945 827
B-2 Right Opening 2 41 00 0 50 945 945 177
B-2 Right Wall End 44 00 0 50 945 945
Line C
C-1 Left Wall End 0 00 32 50 1037 1037
Line C Vert Element 3 50 32 50 406 406
Line C Vert Element 8 50 32 50 406 406
C-1 Left Opening 1 9 00 32 50 902 902 169
C-1 Right Opening 1 15 00 32 50 767 767 191
Line C Vert Element 20 00 32 50 406 406
C-1 Left Opening 2 23 00 32 50 631 631 40
C-1 Right Opening 2 27 50 32 50 631 631 311
Line C Vert Element 34 50 32 50 406 406
Line C Vert Element 40 50 32 50 406 406
C-1 Right Wall End 44 00 32 50 1037 1037
Level 2
Li ne- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Openina X Y Ld. Case Shear Dead Uplift Cmb'd Force [Ibs]
Line 1
1-1 Left Wall End 0 00 0 00 270 270
1-1 Left Opening 1 0 00 14 50 270 270 45
1-1 Right Opening 1 0 00 17 50 270 270 47
1-1 Right Wall End 0 00 32 50 270 270
Line 5
5-2 Left Wall 1"nd 44 00 0 00 271 271 33
5-2 Right Wall End 44 00 32 50 271 271
Line A
A-1 Left Wall End 0 00 0 00 458 458
A-1 Left Opening 1 3 50 0 00 458 458 107
A-1 Right Opening 1 8 50 0 00 458 458 26
A-1 Right Wall End 12 50 0 00 458 458 96
A-3 Left Wall End 21 00 -2 00 458 458 131
A-3 Left Opening 1 24 50 -2 00 458 458 24
A-3 Right Opening 1 29 50 -2 00 458 458 157
A-3 Right Wall End 33 00 -2 00 917 917
A-4 Left Opening 1 36 00 -1 00 458 458 42
A-4 Right Opening 1 41 00 -1 00 458 458 92
A-4 Right Wall End 44 00 -1 00 458 458
Line C
C-1 Left Wall End 0 00 32 50 406 406
11
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun 13,2005
22.52.47
DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued)
C-1 Left Opening 1 3 50 32 50 406 406 81
C-1 Right Opening 1 8 50 32 50 406 406 58
C-1 Left Opening 2 11 00 32 50 406 406
C-1 Right Opening 4 20 00 32 50 406 406 249
C-1 Left Opening 5 34 50 32 50 406 406 85
C-1 Right Opening 5 40 50 32 50 406 406 81
C-1 Right Wall End 44 00 32 50 406 406
Dead load contnbutlOn to combmed force is factored by 1 00 load combination factor
12
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun. 13,2005
22:52:47
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 Grp CaD End Int End Int TemD Moist
1 1 1 21 5 48 0 b 45 29 24 68 0 42 0 36 1 00 1 00
2 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
2 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
3 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
4 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
5 1 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
2 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond
Shearlines Force Cap Force/ Force Cap Force/Cap Factors
Line Lev GrD CaD End Int End Int Temp Moist
A 2 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
B 1 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
C 1 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
2 1 21 5 48 0 0 45 29 24 68 0 42 0 36 1 00 1 00
13
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun. 13,2005
22 52 47
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p
Mass ribs] [SQ.ft] E-W N-S E-W N-S E-W N-S
Level 2 15587 1461 3013 3013 0 239 0 163 -0 19 -1 21
Level 1 25480 1408 2463 2463 0 197 0 186 -0 70 -0 87
Structure 41067 - 5476 5476 - - 1 00 1 00
Vertical Earthquake Load Ev = 0.2 Sds 0, Sds = 0.87, Ev = 0.170
SHEAR RESULTS
North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Int Ext V [Ibsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp.
Line 1
Level 2
Ln1, Lev2 1 Both 1 0 1 0 993 30 5 33 6 242 1 00 S 242 7133 o 14
Level 1
Ln1, Lev1 1 Both 1 0 1 0 1838 57 4 57 4 242 1 00 S 242 7738 0 24
Line 5
Level 2
Ln5, Lev2 1 Both 1 0 1 0 1117 33 3 34 4 242 1 00 S 242 7859 o 14
Level 1
Ln5, Lev1 1 Both 1 0 1 0 1995 62 3 71 2 242 1 00 S 242 6770 o 29
East-West W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Int Ext V rlbsl V/L V/FHS Int Ext Co C Total V ribs] Resp.
Line A
Level 2
LnA, Lev2 1 Both 1 0 75 1559 35 4 76 0 181 1 00 s 181 4277 0 42
Wall A-3 1 Both 1 0 87 532 35 4 76 0 181 1 00 212 1481 0 36
Wall A-4 1 Both 1 0 75 456 35 4 76 0 181 1 00 181 1088 0 42
Wall A-1 1 Both 1 0 87 570 35 4 76 0 181 1 00 212 1708 0 36
Line B
Level 1
LnB, Lev1 1 Both 1 0 75 1927 43 8 87 6 181 1 00 S 181 4957 0 48
Wall B-2 1 Both 1 0 75 526 43 8 87 6 181 1 00 181 1088 0 48
Wall B-1 1 Both 1 0 1 0 1402 43 8 87 6 242 1 00 242 3869 0 36
Line C
Level 2
LnC, Lev2 1 Both 1 0 63 1624 36 9 67 7 151 1 00 S 151 5365 0 45
Level 1
LnC, Lev1 1 Both 1 0 1 0 2511 57 1 75 0 242 1 00 s 242 8100 0 31
. .
C- Sheathing Combmation. A- Add capacities, S- Strongest only; X- Strongest or tWice weakest.
14
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun 13,2005
22 52 47
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Li ne- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Opening X Y Shear Dead Uplift Cmb'd Force nbsl
Line 1
Line 1 Vert Element 0 00 0 00 269 269
1-1 Left Wall End 0 00 0 50 460 460
Line 1 Vert Element 0 00 14 50 269 269
Line 1 Vert Element 0 00 17 50 269 269
1-1 Right Wall End 0 00 32 50 729 729
Line 5
Line 5 Vert Element 44 00 0 00 275 275
5-1 Left Wall End 44 00 0 50 570 570
5-1 Left Opening 1 44 00 15 00 570 570 129
5-1 Right Opening 1 44 00 19 00 570 570 120
5-1 Right Wall End 44 00 32 50 845 845
Line A
Line A Vert Element 0 00 -2 00 608 608
Line A Vert Element 3 50 -2 00 608 608
Line A Vert Element 8 50 -2 00 608 608
Line A Vert Element 12 50 -2 00 608 608
Line A Vert Element 21 00 -2 00 608 608
Line A Vert Element 24 50 -2 00 608 608
Line A Vert Element 29 50 -2 00 608 608
Line A Vert Element 33 00 -2 00 1217 1217
Line A Vert Element 36 00 -2 00 608 608
Line A Vert Element 41 00 -2 00 608 608
Line A Vert Element 44 00 -2 00 608 608
Line B
B-1 Left Wall End 0 00 0 50 701 701
B-1 Left Opening 1 4 00 0 50 701 701 175
B-1 Right Opening 1 9 00 0 50 701 701 44
B-2 Left Wall End 21 00 0 50 1402 1402
B-2 Left Opening 1 24 00 0 50 701 701 613
B-2 Right Opening 2 41 00 0 50 701 701 131
B-2 Right Wall End 44 00 0 50 701 701
Line C
C-1 Left Wall End 0 00 32 50 1141 1141
Line C Vert Element 3 50 32 50 541 541
Line C Vert Element 8 50 32 50 541 541
C-1 Left Opening 1 9 00 32 50 961 961 161
C-1 Right Opening 1 15 00 32 50 780 780 181
Line C Vert Element 20 00 32 50 541 541
C-1 Le ft Opening 2 23 00 32 50 600 600 38
C-1 Right Opening 2 27 50 32 50 600 600 295
Line C Vert Element 34 50 32 50 541 541
Line C Vert Element 40 50 32 50 541 541
C-1 Right Wall End 44 00 32 50 1141 1141
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Openine X y Shear Dead Uplift Cmb'd Force [Ibs]
Line 1
1-1 Left Wall End 0 00 0 00 269 269
1-1 Left Opening 1 0 00 14 50 269 269 45
1-1 Right Opening 1 0 00 17 50 269 269 47
1-1 Right Wall End 0 00 32 50 269 269
Line 5
5-2 Left Wall End 44 00 0 00 275 275 33
5-2 Right Wall End 44 00 32 50 275 275
Line A
A-I Left Wall End 0 00 0 00 608 608
A-I Left Opening 1 3 50 0 00 608 608 142
A-I Right Opening 1 8 50 0 00 608 608 35
A-I Right Wall End 12 50 0 00 608 608 127
A-3 Left Wall End 21 00 -2 00 608 608 174
A-3 Left Opening 1 24 50 -2 00 608 608 32
A-3 Right Opening 1 29 50 -2 00 608 608 209
A-3 Right Wall End 33 00 -2 00 1217 1217
A-4 Left Opening 1 36 00 -1 00 608 608 55
A-4 Right Opening 1 41 00 -1 00 608 608 122
A-4 Right Wall End 44 00 -1 00 608 608
Line C
C-1 Left Wall End 0 00 32 50 541 541
15
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun 13,2005
22 52 47
DRAGSTRUT AND HOLD DOWN FORCES (flexible seismic design, continued)
C-1 Left Opening 1 3 50 32 50 541 541 108
C-1 Right Opening 1 8 50 32 50 541 541 77
C-1 Left Opening 2 11 00 32 50 541 541
C-1 Right Opening 4 20 00 32 50 541 541 332
C-1 Left Opening 5 34 50 32 50 541 541 114
C-1 Right Opening 5 40 50 32 50 541 541 108
C-1 Right Wall End 44 00 32 50 541 541
Dead load contribution to combined force is factored by 0 479 due to load combination factor and vertical seismic force
16
WoodWorks@ Shearwalls
LUBBESMEYER 2122 SHEAR.wsr Jun 13,2005
22.52.47
17
\
SOfTWARE fOR WOOD DESiGN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
June 13, 200523:03.58
PROJECT
LUBBESMEYER 2122
F1
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, pst, or pit)
Load Type
Distribution
Magnitude
Start End
45 0
240 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 7'-6"
Dead 191 191
Live 900 900
Total 1091 1091
Bearing
LC number 2 2
Len th 1 0 1 0
Lumber-soft, D.Fir-L, No.2, 4x8"
Selt Weight of 6 03 pit 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 Analysis/Design
Shear fv - 54 Fv' - 180 fv/Fv' - o 30
Bending(+) fb 801 Fb' 1170 fb/Fb' = o 68
Live Defl'n 0 10 L/936 o 25 L/360 o 38
Total Defl'n 0 13 L/710 o 38 L/240 o 34
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1 00 1 00 1 00 1 000 1 300 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 = 2046 1bs-ft
Shear LC# 2 D+L, V = 1091, V design 916 Ibs
Deflection LC# 2 D+L EI= 177 83e06 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 NDS Clause 4 4 1
SOfTWARE fOR WOOD DESiCN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
June 13, 2005 23'04 11
PROJECT
LUBBESMEYER 2122
F2
WoodWorks@
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 UOL 100 0 No
Load2 Live Full UDL 400 0 No
Load3 Dead Full UOL 255 0 No
Load4 Snow Full UDL 425 0 No
0' 6'
Dead 1088 1088
Live 1856 1856
Total 2944 2944
Bearing
LC number 3 3
Len th 1 3 1 3
Lumber-soft, D.Fir-L, No.2, 4x10"
Self Weight of 7 69 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 - 101 Fv' - 207 fv/Fv' - 0 49
Bending(+) fb 1062 Fb' 1242 fb/Fb' = 0 85
Live Defl'n 0 05 <L/999 0 20 L/3 60 0 24
Total Defl'n 0 09 L/784 0 30 L/240 0 31
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 1 200 1 00 1 00 1 00 1 00 3
Fv' 180 1 15 1 00 1 00 1 00 1 00 1 00 3
Fcp' 625 1 00 1 00 1 00 1 00
E' 1 6 million 1 00 1 00 1 00 1 00 3
Bending(+) LC# 3 D+ 75(L+S), M 4416 lbs-ft
Shear LC# 3 D+ 75(L+S), V 2944, V design 2188lbs
Deflection LC# 3 0+ 75(L+S) EI= 369 34e06 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
SOFTWARE fOR WOOD DESICN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
June 13, 200523'04:22
PROJECT
LUBBESMEYER 2122
F3
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
110 0
440 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
0' 6'
Dead 353 353
Live 1320 1320
Total 1673 1673
Bearing
LC number 2 2
Len th 1 0 1 0
Lumber-soft, D.Fir-L, No.2, 4x10"
Self Weight of 7 69 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 Anal sis Value Design Value n
Shear fv - 58 Fv' - 180 32
Bending(+) fb 603 Fb' 1080 56
Live Defl'n 0 03 <L/999 o 20 L/360 17
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 00 1 00 1 00 1 000 1 200 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 = 2510 lbs-ft
Shear LC# 2 D+L, V ~ 1673, V design 1243 lbs
Deflection LC# 2 D+L EI= 369 34e06 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
SOfffi'ARE fOR WOOD DES/CN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
June 13, 2005 23:04.34
PROJECT
LUBBESMEYER 2122
F4
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
100 0
400 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 11 '
Dead 592 592
Live 2200 2200
Total 2792 2792
Bearing
LC number 2 2
Length I 4 1 4
Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8x10-1/2"
Self Weight of 7 55 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 - 107 Fv' - 240 45
Bending(+) fb 1604 Fb' 2400 67
Live Defl'n 0 24 L/543 o 37 L/360 66
Total Defl'n 0 34 L/387 o 55 L/240 62
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 I 00 1 00 1 00 1 000 1 000 1 00 1 00 1 00 1 00 2
Fv' 240 1 00 I 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 = 7677 lbs-ft
Shear LC# 2 D+L, V = 2792, V design 2347 lbs
Deflection LC# 2 D+L EI= 542 63e06 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. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A 190 1-1992
3 GLULAM: bxd = actual breadth x actual depth.
4 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3 3
5 GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n)
sorm-'ARf FOR WOOf) DES/CN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
June 13, 2005 23:04.51
PROJECT
LUBBESMEYER 2122
F5
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
80 0
320 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 8'
Dead 351 351
Live 1280 1280
Total 1631 1631
Bearing
LC number 2 2
Length 1 0 1 0
Lumber-soft, D Fir-L, No.2, 4x10"
Self Weight of 7 .69 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 Anal sis Value Design Value n
Shear fv - 61 Fv' - 180 34
Bending(+) fb 784 Fb' 1080 73
Live Defl'n 0 08 <L/999 o 27 L/360 30
Total Defl'n 0 11 L/852 o 40 L/240 28
ADDITIONAL DATA.
FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1 00 1 00 1 00 1 000 1 200 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 = 3262 lbs-ft
Shear LC# 2 D+L, V = 1631, V design 1316 lbs
Deflection LC# 2 D+L EI= 369 34e06 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 NDS Clause 4 4 1
. . .
01
WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 2122 SHEAR.wsw
WoodWorks@ Shearwalls 2004
June 8, 2005 08:10:21
Level 1 bf 2
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D
WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
lUBBESMEYER 2122 SHEAR.wsw
WoodWorks@ Shearwalls 2004
June 8, 2005 08:10:21
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