BLD-05-0223
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CITY OF YELNI- BUILOING OEPAR1N1ENl
RESIOEN11AL CER11FICA1E OF OCCUPANCY
Building Address
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owner Name
owner Address
plan Number
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RemarKs
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Building permit Number
special conditions.
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Areas Inspected
Date.
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Building Official.
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T~IS sllUClure Is in compliance wll~ Ihe Inlernaliona' Residenlial Code (CMpler
5\-5\ Wt>.C) as adopled by lhe Was~inglon Slale Building Code councii pursuant
\0 c~aple(S \9.27 and 70 92 RCW, effeell"e July \ , 2004
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FAX TRANS'MISSION
CITY OF YELM
P.O. BOX 479 -931 NP ROAD NE
YELM, W A 98597
360-458-841 t
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"''I' Ifyol1 do no\ receIve -".11 caples or any copy IS not legible, please call (360) 458-8411
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CITY OF YELi\1 INSPECTION LOG
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PROJECT
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Comments
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City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Permit No
BLD-05-0223- YL
Issue Date 07/26/2005
(Work must be started within 180 days)
Receipt No
37540
Applicant:
Name, Landshapes NW, Inc.
Phone:
253.537.6370
Address. 1151 E 112th Street
City' Tacoma
State. WA Zip 98445
Property Information:
Site Address, 16235 Birkland St. SE
Assessor Parcel No 32660000100
Subdivision, Autumn Hill, phase II
Lot: 1
Contractor Informatiol'1:
Name: Applicant
Contact:
Phone,
Address,
City'
State
Zip
Contractor License No,
Expires,
Business License:
Project Information:
Project: Autumn Hill, phase II
Description of Work: 1924 SFR, Lot 1
Sq, Ft. per floor' (1st) 1418
(2nd) 506
(3rd) 0
Garage 462
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 1.431 67 993.75 437 92 5 6000 78.2000 $1,000
Building Plan Review 930 58 0,00 000 o 0000 o 0000
Mechanical Permit 78,25 0.00 000 o 0000 o 0000
Plumbing Permit 118,00 20,00 98,00 7 0000 140000 Fixture
Sewer ERU 5.41700 0.00 5.41700 5.4170000 1 0000 ERU
Sewer Inspection 145,00 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 00 000 o 0000 0.0000
Water Deposit 40.00 4000 000 0.0000 0,0000
Traffic Facilities Charge 757 50 000 757.50 750.0000 1 0100 Peak PM Trip
Sewer Deposit 5000 5000 0.00 0.0000 0.0000
State Building Fee 450 4,50 0.00 0.0000 o 0000
TOTAL FEES. $10,772.50
Applicant's Affadavit:
OFFICIAL USE ONLY
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision and in addition, all covenants
easements and restrictions of record, If applying as a contractor, I futher certify that I am currently
registered in t S te of as' ton
# Sets of Prints:
Firm
Final Inspection:
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Date:
By'
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PO Box 479
Yelm WA 98597
I ..,YE_!-.~c..o. 360-458-8403
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RECEIPT No 3754 4
REj:FTJ.~P r.'''t:T moo - 'ue: 7\ ~lr',
W,LLV",d 11i '-'l"\du
cNE HUNDrED
T1ENTY THPEE DOLLAPJ
{{ ~ ~ CENT3
RECEIVED FROM
LANDSHAEES NW INC
1151 E 11:'TH '3T
TfI.COl!A iU1 ':'::4-15
DATE
REC NO
AMOUNT
REF NO
(:J7/~6/~2l5 37544
11,r'3.2J CIfEer'
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BUDGETARY
BLD 05.-f;)~~~=-"({L
~ITE 16169 PIPfLAND JT SE
HICHELLE
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Yelm School DlstriLt
ATTN SUSAN CROY
PO BOX 476
YELM, \liA 98597
360-458-1900
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Sold to 16964
LANDSHAPES NuRTH WEST INC
LANDSHAPES
WEsr INC. LANDSHAPES NORTH
1151 E 112TH ST
T ACOMA viA 98445
II 624S
Reg #1
13 07/26/05
SalesPerson SUSAN
Item # 295U/MITIGATION
MITIGATION/CAPITAL PROJECTS
1 ~ 8,560 00 8,560 uO
CK #2491 FOR AUIUMN HILL 2 05-010 LOTS 1
,2,5,7
SubTotal
8,560 00
Total Due
Check
0,560 00
8,560 00
---------
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Thank you
PLEASE hEEP THIS RECEIPT' I I
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, (,andShloef
lonhwtfj}sf" ~nc. 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 recordil'l!! return to:
Yelm Community Schools Dlstnct No.2
P O. Box 476
Yelm, W A 98597
Atbl: Erling M. Birkland
MITIGATION AGREEMENT
Refereoce No:
Autumn Hill. SUB~04-0036-YL, Yelm, WA
GnIDtor:
John Lubbesmeyer
Landshape5 Northwest, mc.
nSl E. 112dl, Tacoma. WA 98445
Gll'alllltee:
Yelm Community Schools District No.1
Legal Deseription:
A 30-17-2E S2 NE NW SE LESS RD
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AsRSSOrls Property Tall Paral Number/Aeeowd Number: ~'B*2{HOO .:l ~ 7 J '
THIS MITIGATION AGREEMENT ("Agreement") is made this:rl~ JIVIAv ,200S,
between the YELM COMMUNITY SCHOOLS DISTRICT NO 2, Yetm, Washington (Me hDistnct")
and Landshapes Norhrwest, me.. (the "Developer").
RECITALS
A. The Developer has submitted an application to Thurston County for the const:mction of a
24 lot subdivision <<Autumn Hill II" Yelm, Wash. (the "Project"). The Project is located on property that
lies within District boundaries. more particularly described on Exhibit A. attacbed hereto and
incorporated herein by reference.
B. The State Environmental Policy Act. Chapter 43.21C RCW ("SEPA"). provides
prOfesses and procedures whereby major actiOns by state and local agencies. including, but not limited
to, plat or PUD approval or the issuance of building penn its, may be reviewed to determine the nature
and extern of their impact on the environment Impacts on public services. including schools, are
environmental unpacts for the purposes of SEPA. SEPA requires the mitigation of adverse
environmental impacrs.
C. The District's student population i/Uld growth projections indicate that the Project Will
have an impact on tbe DiSlJrict, when cumulative impacts of other projects are considered.
D RCW 12.02.020 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 Resolution No. 12-16-93-05, It is the polic)Il of the District to recommend that
the direct impact of development be voluntarily mitigated by the payment of fees and/or other mitigstioll
measures where appropriate.
F The Developer has agreed to mitigate. on a voluntary. basis, the ll(iverse impact of the
Project on the District.
AGREEMENT
NOW, THEREFORE, in consideration of the above reci18.1i and the mutual promises and
covenants below, the District and the Developer agree as foflows:
I The Developer acknowledges and agrees that there is 8l direct impact on the District as a
result ofthe Developers Project and that this Agreement is necessary asI a result ofdtat 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 District the follOWing sum of money: Two Thousand One
Hundred Forty and nollOO Dollars ($2140.00 for each 101 In the subdivision or the total sum of Fifty One
Thousand Three Hundred Sb.."ty and nol100 Dollars ($51,360.00) (me i'Mitigation Payment") for the 24
lots of the subdiVISIon. The- amount referenced by flus paragraph is subjeca to change pursuant to
pB.fll8l"aph 4 below
3 Any extension, renewal, modification or amendment !to the Project that results m an
adjustment in the number of lots shall result m a corresponding pro tab! 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 no/lOO Dollars ($2,140.00)1 per dwelling unit or Fifty One
Thousand Three Hundred Si>.."t)I and nol100 Dollars ($51.360.00) for tlie project, shall be 8 condition of
building permit ISsuance for each single family dwelling In the projecti If building penmt issuance does
not occur within Five (5) years from the date of this Agreement, the aniount due for mitigation, as stated
in paragraph 2 above, shall be modified to the amount reflected ill! the then most recent mitigation
agreement to which the District is a party A copy of such agreement shan be made available to
Developer upon request. ,
5 The District agrees to record this Agreement after it bu been executed by the parties.
6. The Developer acknowledges aoo agrees that the Mitigittion Payment IS authonzed to be
lAsed for capital improvements to the following facilities: Southworth Elementary School, Mill Pond
Intermediate School, Yelm Middle School. and/or Yelm High School aild/or any oi:her facilities that may
be affected by the Project andlor 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
the Mitigation Payment for the capital improvements or expenditures !described in paragraph 6. In the
event thaI the Mitigation Payment is not expended within those five years, the moneys will be refunded
With mterest 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 shaH be refunded wltbout mterest.
8. The Developer waives and relinquishes its right to protest or challenge the payment of
the Mitigation Payment pursuant to this Agreement and hereby covena~ts and undertakes that it forever
refrains snd desists from instituting, assening, 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 provided for therein, or any of its rerms and conditions, on any ground or
basis wbatsoever.
9 The Diwict 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 l!)1D the District.
II TIus Agreement shall be binding upon and mure to th!e benefit of the heirs. executors,
administrators, successors. and assigns of both of the Developer and thclDistnct.
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12. Bfan action must be brought to enforce the terms ofthi$ Agreement, such action sball be
brought in Thurston CounRy Superior Court. The prevailing party shall be entitled to payment of its costs
and reasonable attorneys' fees.
13 This Agreement constitutes the entire agreement beliween the partu:s and any other
agreement either wrinen or oral shall be null and void.
EXHIBIT A
tIO p LEGAL DESCRIPTION
IDi31
General Location-H~~':;'. Vancil Rd.. Yelm. WA
Section 30 Township l1N Range 2E
Land Area 5.94 Bcres
Tax Parcel Number' 227;94~919EY ~1301 30100 ~:
Description: SubdiVision of 5.94 acres int in Ie famil buildin 10t6..
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YELM COMMUNITY SCHOOLS DISnuCT N
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DATED'
s- - , 7- c r
By' Alan Burke
Its Superintenden1i
STATE OF W ASHlNGTON )
)SS
COUNTY Of THURSTON )
I certifY that I know or have satISfactory evidence that Alan Burke is the person who appeared
before me. and said person acknowledged mat he signed this instrum.ent, on oath stated that he was
authorized to execute the instrument and acknowledged it as the Superintendent of the Ydm Community
Schools District No.2 to be the free and voluntary act of such party for the uses and purposes mentioned
in the instrument.
GIVEN under my hand and official seal this 2005
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I 0 LJ In and for the State of
ington. residmg at Ve./rY1
My Commission ExpireS? b-/1-L:if:,
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DATED' ?f>
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. John Lubbesmeyer
Its f,//&.C-r ;:ji~//J~
STATE Of WASHINGTON )
)SS
COUNTY Of THURSTON )
I certify tbat i know or have satisfa.<:tolj' evidence that John 1 Lubbesmeyer is the person who
appeared befon: me. amd said person acknowledged that he signed tbisiinstrUment. on oath Si3too 1hat he
was authorized to execute the instrument and acknowledged it as the applicant for thlS subdiviSIOn to be
the free and vobmwy act of such. party for the uses and p~ses mentlooed in the instrument.
GIVEN under my hand lind official seal this 'J~li:!D:ay of . 2005
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My Commis$~1l Expires:' 10- J q-O??
TOTAL P 05
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REGISTERED AS PROVIDED BY LAW AS i
{}QNST eONT GENERAL
REGIST, # EXP DATE.
Qeo];.....,.. LAN'DSNI965MT 08!13/~,Q06
EFcFECJTIVE DAa;'E Q.$/1:3/2004
LANDSHAl?,E$l\TO~IHWESI./, J;NC'
1151 EAST 112TH STREET
TACOMA WA 984'45
I Signature . ' . " )
~~:d by DEPARTMENT OFLABOR AND INDUSTRIES.
F62:\-052-000 (8/971
.--~-- Detach And Display Certificate ---------;
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Please Remove
And SIgn
IdenhficatlOn
Card Before
Placmg In
BIllfold
PIERCQcOUNTY
DEVELOPMENT CENTER
t.J\lJ{):)HAPF-5 \\\0\<1' ~H\\!~~T ApplIcatIOn No
PLEASE COMPLETE THE FOLLOWING:
2Q2 WA, STATE ENERGY
CODE INFORMATION
Date
Glazmg area calculatIOn., f\, . M
1..$5,5 sf + \V\~y sf = I!O~?> %
Window area + Heated floor area = % of glazing
Refer to the table below to detennine your compliance path,
Heat ~stem sIZlng calculation. 30..1 I aD
\~f2.L~ x 20 = U)'Q btu's
Heated floor area x btu per sq ft. = total system output
Divide the system output by the equipment efficiency rating to detennine
the total Btll input allowed,
JOB TYPE.
J><rNew
[ ] Remodel
[ ] Addition
FUEL TYPE.
[ ] Electric
J><l Nat. Gas
[ ] Propane
[ ] Oil, wood
OCCUPANCY
MSmgle Family
[ ] Multi-family
COMPLIANCE PATH.
p<(Pre~tive Ch. 6 ( circle one)
Il!!)III
[ ] Component Performance Ch. 5
[ ] System analysIs Ch. 4
HEAT SYSTEM SIZE.
.!Xi Btu input l./~J O()
EfficIency ratmg ~'\) %
[ ] WATTS
HSPF ratmg
HEAT TYPE
1>4 Forced AIr Furnace
[ ] Heat Pump
[ ] Radiant Heat System (baseboard, wall cadet
[ ] Hydronics system
[ ] Gas or Wood Stove
ELEC UTILITY PROVIDER.
[ ] Tacoma City Light
[ ] Puget Sound Energy
[ ] Peninsula Power
l><tOther
VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one)
VentilatIOn Option. [] A [] B t><j.. C [] D [] AAHX
System Size' 100 cfin LXi IntermIttently operating [ ] Contmuous operatmg
PRESCRIPTIVE REQUIREMENTso.1 FOR GROUP R OCCUPANCY
CLIMA TE ZONE 1- ALL FUEL TYPES
Option Glazing GlaZing U- factor Door 9 " VaUlted Wall Wall,ilit.4 Wall,ext" 4 Floor 5 Slab
10 Ceililig- 3 Abo'l'eJ2 4'
Area U-value ceiling [jelow below grade oil'
%bffloor grade grade grade
Vertical Overhead
I. 12% 035 0:58 020 R-38 R-30 R;15 R~15 R;lO R;30 R-I0
IT, * 15% 0:40 0:58 020 R-38 R-30 R-21 R-21 R-lO R;30 R-l0
IiI Unli1nited OAO 0:58 020 Rc38 R-30 R;2I R-21 R-lO R-30 R-lO
GroupR-3
Oc~upancy
Orily
· Reference Case
o Nominal R-values are for wood frame assemblies orily or assemblies built in accordance with Section 601 I
1 Minimum requirements for each option listed, For example, if a proposed design has a gJazilig ratio to the conditioned floor area of 13%, it shall comply with all
of the requirements of the 15% glazilig option (or higher), Proposed designs which cannot meet the specific requirements ofa listed option above may calculate
compliance by Chapters 4 or 5 of the W,S,E.C
2, Requirement applies to all ceililigs except single rafter or joist vaulted ceilings,
3 Requirement applicable to orily to single rafter or joist vaulted ceililigs,
4 Below grade walls shall be ilisulated either on the exterior to a minimum level of R-I 0 or on the iliterior to the same level as walls above grade, Exterior
insulation ilistalled on below grade walls shall be a water resistant material, manufactured for its ilitended 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 ilitended use, and ilistalled according to manufacturer's specifications.
7 In!. denotes standard framing 16 iliches on center with headers insulated with a minimum ofR-5 insulation.
9 Doors, ilicluding al fire doors, shall be assigned default V-factors from Table IO-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 ili glazing area limitations,
11 Overhead glazilig shall have V-factors determined ili accordance with NFRC 100 or as specified in Section 502,1:5
12, Log and solid timber walls with a miliimum average log thickness of 3:5 inches are exempt from this insulation requirement
IJ
Of".)
CITY OF YEt;} e~e\rqed
RESIDENTIAL BUlllOlNG PERMh-"AP'PlI'CA TION FORM
Project Address:ll ~~~0 2)\fK\{lnti;~tS'E parc~~~212;'~oOI()O
Subdivision ~\ ~~tu (Y\ n ~-h!l J1 lot #' \ Zoning;
J~J 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'~\t_ tn \ l~ \ \ i}
Project Value' 2 \ 0 lOC:/:) '"-
Building Area (sq fl) 1st Floorlli:B 2nd Floor 5o{p Garage 4 &'2
Basement Carport Patio
# Bedrooms ,2, # Bathrooms '2,5 Heating' @THER or ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel? J\') (~ If yes, a
completed environmental checklist must accompany permit application,
'g:::
Deck I :)lo
BUILDING OWNER NAME.
ADDRESS \ \ r~ \ t;:. i \':Lh"l ,':::;' T
CITY1'T\C(~)!')\~:\ STATE hIt\. ZIPl'i'-hL\Lji::)
-"0
EMAIL ,
TELEPHONE <).!)~!~5.:51-{p'3;7 0
LICENSE #
EMAIL
TELEPHONE 2<<;3/ 1-/ 75 \~..:::>')'2.
GENERALCQNTRACTOR )' ,')\1' Y:~''::> ,.^ I TELEPHONE (2~Y~1 j;'"j':n--( o~q()
ADDRESS \ Ifbi E \ ~2H, 5T EMAIL.,
CITY rAt \,)(')'1 f:) ST A TEhif) ZIP t"i{N~LI~'-') FAX 2~'),':) J ~:-)~:~n" tj ~ Iii ~3
CONTRACTOR'S LICENSE # It\NoSl\\Xtlic5injEXP DATE CITY LICENSE #
PLUMBING CONTRACTO!3 : 2{ Ft: <:)~ \' y. 'L 'l\f:l~~ELEPHONE ~:l?) 'f.)L. ~ 3'
ADDRESS PO PI )X '2 b :J EMAIL
CITY('.Jt,~fH-H~\nl STATE ~H'\ ZIP CI'&3=3c/) FAX
CONTRACTOR'S LICENSE #PROFGPS(l5f~ EXP DATE CITY LICENSE #
MECHANICAL CONTRACTOR H~\\'lZE': \1Elnl!\ICl TELEPHONE. \E? t{L'.1-QOf\5
ADDRESS L\Yl i-::(p '2:,?,\-n H\! F r;" EMAIL
CITY':::fl\\-.lH,\i'0A.'1 STATE ~\/l\ ZIP CW,3CCa FAX '15J'JJ i.'2-)"41-Q.,t)i~:)
CONTRACTOR'S LICENSE #R\\l\HH.J'}ti~\j;)~,L. 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 construction on, and the occupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and the
City Yel
7,/J3/{)5
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 such permit is mot begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
105 Yelm Avenue West
PO Box 479
Yelm, WA 98597
(360) 458-3835
(360) 458-3144 FAX
www.ci.yelm..wa.us
1 ~:'
Q
ENGINEERING ANALYSIS
FOR: LUBBESMEYER CaNST.
SITE: 16235 BIRKLAND ST SE
YELM, W A 98597
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ORIGINAL STAMP
MUST BE RED
TO BE VALID
~
SHEET O~ TE
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4928 l09th St. 5W, Sllite Q; Lokewood, WA. 98499
Phone I FlIx(253)589-3265
PLAN NUMBER:
PACIFIC NORTHWEST
ENGINEERING INC,
6-30-2005
LUBBESMEYER 1924
'i"L~HI! 8 if
~HU'h! Q h~~
lHHH ~ !h!
CONSUL TING
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 "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
D2
1 30
048
65
D
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
01
WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 1924 SHEAR.wsw
WoodWorks@ Shearwalls 2004
July 11, 2005 12:5749
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01
WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 1924 SHEAR.wsw
July 11, 2005 12:5749
WoodWorks@ Shearwalls 2004
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WoodWorks@ Shearwalls
SOFTWARE FOR WOOD DESIGN
WoodWorks@ Shearwalls 2004
LUBBESMEYER 1924 SHEAR.wsr
Jul. 11,200512:58:15
Project Information
COMPANY AND PROJECT INFORMATION
ComDanv Project
Pacific Northwest Engineering Inc LUBBESMEYER 1924
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 shearline 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. I 300g
- - - Fundamental Period E-W N-S
Site Location: - T Used o 180s o 180s
- Approximate Ta o 180s o 180s
- Maximum T o 216s o 216s
Response Factor R 6 50 6 50
1
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12:58 15
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 ft Face T e Slo e Overhan ft
Block 1 2 Story E-W Ridge
Location X,Y = o 00 o 00 North Side 30 0 1 00
Extent X,Y = 42 50 21 50 South Side 30 0 1 00
Ridge Y Location, Offset 10 75 o 00 East Gable 90 0 1 00
Ridge Elevation, Height 27 71 6 21 West Gable 90 0 1 00
Block 2 1 Story E-W Ridge
Location X,Y = o 00 21 50 North Side 30 0 1 00
Extent X,Y = 42 50 25 50 South Side 30 0 1 00
Ridge Y Location, Offset 34 25 o 00 East Gable 90 0 1 00
Rid e Elevation, Height 20 03 7 36 West Gable 90 0 1 00
2
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
1258 15
MATERIALS by WALL GROUP
Wall Sheathing [in] Fasteners Framing Members [in] Apply
Gr Surf Material Thick Orient Size T e S ecies G S c Notes
1 Ext SS inc1 OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0 43 16 1,3
2 Ext SS inc1 OSB 7/16 Vert 8d Nail 3 6 yes Hem-Fir 0 43 16 1,3
3 Ext SS inc1 OSB 7/16 Vert 8d Nail 4 8 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
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12:58 15
SHEARLlNE, WALL and OPENING DIMENSIONS
North-South Type Wall Location Exte nt [ft] Length FHS Height
Shearlines Group(s) X [ftl Start End [ft] [ft] [ft]
Line 1
Level 1
Line 1, Level 1 Seg 1 0 00 0 00 47 00 47 00 32 00 9 00
Wall 1-1 Seg 1 0 00 0 00 21 50 21 50 11 50
Opening 1 6 00 11 00 5 00 6 75
Opening 2 16 50 19 50 3 00 6 75
Wall 1-2 Seg 1 0 00 21 50 47 00 25 50 20 50
Opening 1 26 50 31 50 5 00 6 75
Line 2
Level 2
Line 2, Level 2 Seg 1 11 00 4 50 21 50 17 00 17 00 8 00
Wall 2-1 Seg 1 11 00 4 50 21 50 17 00 17 00
Line 3
Level 2
Line 3, Level 2 NSW 21 00 0 00 21 00 21 00 0 00 8 00
Wall 3-1 NSW 21 50 3 50 4 50 1 00 0 00
Level 1
Line 3, Level 1 NSW 21 00 0 00 21 00 21 00 0 00 9 00
Wall 3-2 NSW 21 00 6 50 21 00 14 50 14 50
Wall 3-1 NSW 21 50 0 00 6 00 6 00 6 00
Line 4
Level 2
Line 4, Level 2 NSW 30 50 2 50 6 00 3 50 0 00 8 00
Wall 4-1 NSW 30 50 2 50 3 50 1 00 0 00
Level 1
Line 4, Level 1 NSW 30 50 2 50 6 00 3 50 0 00 9 00
Wall 4-1 NSW 30 50 3 00 6 00 3 00 3 00
Line 5
Level 2
Line 5, Level 2 Seg 1 42 50 2 50 21 50 19 00 13 50 8 00
Wall 5-1 Seg 1 42 50 2 50 21 50 19 00 13 50
Opening 1 16 00 19 50 3 50 6 75
Level 1
Line 5, Level 1 Seg 1 42 50 3 00 47 00 44 00 39 00 9 00
Wall 5-1 Seg 1 42 50 3 00 21 50 18 50 18 50
Wall 5-2 Seg 1 42 50 21 50 47 00 25 50 20 50
Opening 1 26 00 31 00 5 00 6 75
East-West Type Wall Location Extent [ft] Length FHS Height
Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft]
Line A
Level 1
Line A, Level 1 Seg 1 0 00 0 00 21 50 21 50 3 00 9 00
Wall A-I Seg 1 0 00 0 00 21 50 21 50 3 00
Opening 1 3 00 19 00 16 00 6 75
Line B
Level 2
Line B, Level 2 Seg 3 3 43 11 00 42 50 31 50 12 50 8 00
Wall B-3 Seg 3 2 50 30 50 42 50 12 00 7 00
Opening 1 34 00 39 00 5 00 6 75
Wall B-1 Seg 3 4 50 11 00 21 50 10 50 5 50
Opening 1 14 00 19 00 5 00 6 75
Wall B-2 NSW 3 50 21 50 30 50 9 00 0 00
Opening 1 23 50 28 50 5 00 6 75
Level 1
Line B, Level 1 Seg 2 3 00 30 50 42 50 12 00 7 00 9 00
Wall B-2 Seg 2 3 00 30 50 42 50 12 00 7 00
Opening 1 34 00 39 00 5 00 6 75
Wall B-1 NSW 6 00 21 50 30 50 9 00 3 50
Opening 1 25 00 29 50 4 50 6 75
Line C
Level 2
Line C, Level 2 Seg 1 21 50 11 00 42 50 31 50 31 50 8 00
Wall C-1 Seg 1 21 50 11 00 42 50 31 50 31 50
Level 1
Line C, Level 1 Seg 1 21 50 0 00 42 50 42 50 20 50 9 00
Wall C-1 Seg 1 21 50 0 00 20 50 20 50 20 50
Line D
Level 1
4
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12 58 15
SHEARLlNE, WALL and OPENING DIMENSIONS ( continued)
Line D, Level 1 Seg 1 47 00 0 00 42 50 42 50 19 50 9 00
Wall D-l Seg 1 47 00 0 00 42 50 42 50 19 50
Opening 1 5 00 10 00 5 00 6 75
Opening 2 14 00 26 00 12 00 6 75
Opening 3 32 50 38 50 6 00 6 75
5
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12:58 15
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 rftl
Block 1 W W->E Wind Line 0 00 2 50 0 0 9 2
Block 1 W W->E Wind Line 2 50 3 50 41 2 44 9
Block 1 W W->E Wind Line 3 50 4 50 44 9 48 5
Block 1 W W->E Wind Line 4 50 10 75 48 5 71 5
Block 1 W W->E Wind Line 10 75 21 50 71 5 32 0
Block 1 E W->E Lee Line 0 00 2 50 0 0 3 9
Block 1 E W->E Lee Line 2 50 10 75 16 9 29 8
Block 1 E W->E Lee Line 10 75 21 50 29 8 13 0
Block 1 W E->W Lee Line 0 00 2 50 0 0 3 9
Block 1 W E->W Lee Line 2 50 3 50 16 9 18 5
Block 1 W E->W Lee Line 3 50 4 50 18 5 20 0
Block 1 W E->W Lee Line 4 50 10 75 20 0 29 8
Block 1 W E->W Lee Line 10 75 21 50 29 8 13 0
Block 1 E E->W Wind Line 0 00 2 50 0 0 9 2
Block 1 E E->W Wind Line 2 50 10 75 41 2 71 5
Block 1 E E->W Wind Line 10 75 21 50 71 5 32 0
Block 1 S S->N Wind Line -1 00 11 00 12 0
Block 1 S S->N Wind Line 11 00 21 50 44 0
Block 1 S S->N Wind Line 21 50 30 50 44 0
Block 1 S S->N Wind Line 30 50 42 50 44 0
Block 1 S S->N Wind Line 42 50 43 50 12 0
Block 1 N S->N Lee Line -1 00 11 00 36 0
Block 1 N S->N Lee Line 11 00 42 50 57 4
Block 1 N S->N Lee Line 42 50 43 50 36 0
Block 1 S N->S Lee Line -1 00 11 00 36 0
Block 1 S N->S Lee Line 11 00 21 50 57 4
Block 1 S N->S Lee Line 21 50 30 50 57 4
Block 1 S N->S Lee Line 30 50 42 50 57 4
Block 1 S N->S Lee Line 42 50 43 50 36 0
Block 1 N N->S Wind Line -1 00 11 00 12 0
Block 1 N N->S Wind Line 11 00 42 50 44 0
Block 1 N N->S Wind Line 42 50 43 50 12 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
Accum W W->E Wind Line 21 50 34 25 32 8 78 5
Accum E W->E Lee Line 21 50 34 25 15 4 36 6
Accum W E->W Lee Line 21 50 34 25 15 4 36 6
Accum E E->W Wind Line 21 50 34 25 32 8 78 5
Block 1 W W->E Wind Line 0 00 3 00 57 6
Block 1 W W->E Wind Line 3 00 6 00 115 2
Block 1 W W->E Wind Line 6 00 21 50 57 6
Block 1 E W->E Lee Line 0 00 3 00 25 2
Block 1 E W->E Lee Line 3 00 6 00 50 3
Block 1 E W->E Lee Line 6 00 21 50 25 2
Block 1 W E->W Lee Line 0 00 3 00 25 2
Block 1 W E->W Lee Line 3 00 6 00 50 3
Block 1 W E->W Lee Line 6 00 21 50 25 2
Block 1 E E->W Wind Line 0 00 3 00 57 6
Block 1 E E->W Wind Line 3 00 6 00 115 2
Block 1 E E->W Wind Line 6 00 21 50 57 6
Block 1 S S->N Wind Line 0 00 21 50 70 1
Block 1 S S->N Wind Point 11 00 11 00 2173
Block 1 S S->N Wind Line 21 50 30 50 70 1
Block 1 S S->N Wind Line 30 50 42 50 70 1
Block 1 S S->N Wind Line 42 50 43 50 12 5
Block 1 S N->S Lee Line 0 00 21 50 78 8
Block 1 S N->S Lee Line 21 50 30 50 78 8
Block 1 S N->S Lee Line 30 50 42 50 78 8
Block 1 S N->S Lee Line 42 50 43 50 37 5
Block 1 N N->S Wind Point 11 00 11 00 2173
Block 2 W W->E Wind Line 34 25 47 00 78 5 32 8
Block 2 E W->E Lee Line 34 25 47 00 36 6 15 4
Block 2 W E->W Lee Line 34 25 47 00 36 6 15 4
6
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12 58 15
WIND SHEAR LOADS ( continued)
Block 2 E E->W Wind Line 34 25 47 00 78 5 32 8
Block 2 S S->N Wind Line -1 00 0 00 12 5
Block 2 N S->N Lee Line -1 00 0 00 37 5
Block 2 N S->N Lee Line 0 00 42 50 58 5
Block 2 N S->N Lee Line 42 50 43 50 37 5
Block 2 S N->S Lee Line -1 00 0 00 37 5
Block 2 N N->S Wind Line -1 00 0 00 12 5
Block 2 N N->S Wind Line 0 00 42 50 45 3
Block 2 N N->S Wind Line 42 50 43 50 12 5
7
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12 58 15
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 2 West 1 14 1 17 4
Block 2 East 1 14 1 17 4
Block 2 North 1 14 1 17 4
8
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12.5815
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 22 50 333 8 333 8
E->W Roof Block 1 5 Line -1 00 22 50 333 8 333 8
E->W R Gable Block 1 1 Line 0 00 10 75 62 1 0 0
E->W L Gable Block 1 1 Line 10 75 21 50 0 0 62 1
E->W L Gable Block 1 5 Line 0 00 10 75 62 1 0 0
E->W R Gable Block 1 5 Line 10 75 21 50 0 0 62 1
N->S Roof Block 1 A Line -1 00 43 50 176 3 176 3
N->S Roof Block 1 C Line -1 00 43 50 176 3 176 3
All Wall 2-1 nla 2 Line 4 50 21 50 80 0 80 0
All Wall 3-1 nla Line 3 50 4 50 80 0 80 0
All Wall 4-1 nla 4 Line 2 50 3 50 80 0 80 0
All Wall 5-1 nla 5 Line 2 50 21 50 80 0 80 0
All Wall B-3 nla B Line 30 50 42 50 80 0 80 0
All Wall B-2 nla Line 21 50 30 50 80 0 80 0
All Wall B-1 nla Line 11 00 21 50 80 0 80 0
All Wall C-1 nla C Line 11 00 42 50 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 Roof Block 2 1 Line 20 50 48 00 333 8 333 8
E->W Roof Block 2 5 Line 20 50 48 00 333 8 333 8
E->W R Gable Block 2 1 Line 21 50 34 25 73 6 0 0
E->W L Gable Block 2 1 Line 34 25 47 00 0 0 73 6
E->W L Gable Block 2 5 Line 21 50 34 25 73 6 0 0
E->W R Gable Block 2 5 Line 34 25 47 00 0 0 73 6
E->W Floor Dl nla 1 Line 0 00 6 00 107 5 107 5
E->W Floor D2 nla 1 Line 6 00 47 00 212 5 212 5
E->W Floor Dl nla Line 0 00 6 00 107 5 107 5
E->W Floor D3 nla 4 Line 3 00 6 00 60 0 60 0
E->W Floor D3 nla 5 Line 3 00 6 00 60 0 60 0
E->W Floor D2 nla 5 Line 6 00 47 00 212 5 212 5
N->S Roof Block 2 C Line -1 00 43 50 206 3 206 3
N->S Roof Block 2 D Line -1 00 43 50 206 3 206 3
N->S Floor D1 nla A Line 0 00 21 50 235 0 235 0
N->S Floor D3 nla Line 30 50 42 50 220 0 220 0
N->S Floor 02 nla Line 21 50 30 50 205 0 205 0
N->S Floor 01 nla D Line 0 00 21 50 235 0 235 0
N->S Floor 02 nla D Line 21 50 30 50 205 0 205 0
N->S Floor D3 nla D Line 30 50 42 50 220 0 220 0
All Wall 1-1 nla 1 Line 0 00 21 50 90 0 90 0
All Wall 1-2 nla 1 Line 21 50 47 00 90 0 90 0
All Wall 3-1 nla Line 0 00 6 00 90 0 90 0
All Wall 4-1 nla 4 Line 3 00 6 00 90 0 90 0
All Wall 5-1 nla 5 Line 3 00 21 50 90 0 90 0
All Wall 5-2 nla 5 Line 21 50 47 00 90 0 90 0
All Wall A-I nla A Line 0 00 21 50 90 0 90 0
All Wall B-2 nla Line 30 50 42 50 90 0 90 0
All Wall B-1 nla Line 21 50 30 50 90 0 90 0
All Wall D-1 nla D Line 0 00 42 50 90 0 90 0
9
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Ju1.11,2005
12 58 15
SEISMIC LOADS
Level 2
Force Profile Location [ft] Mag [Ibs,plf,psf]
Dir Start End Start End
E->W Line -1 00 0 00 71 8 71 8
E->W Line 0 00 2 50 71 8 74 9
E->W Point 2 50 2 50 103 103
E->W Line 2 50 4 50 83 5 86 0
E->W Point 3 50 3 50 77 77
E->W Point 4 50 4 50 90 90
E->W Line 4 50 10 75 94 6 102 4
E->W Line 10 75 21 50 102 4 89 1
E->W Point 21 50 21 50 271 271
E->W Line 21 50 22 50 71 8 71 8
N->S Line -1 00 11 00 37 9 37 9
N->S Point 11 00 11 00 146 146
N->S Line 11 00 21 50 55 2 55 2
N->S Line 21 50 30 50 55 2 55 2
N->S Line 30 50 42 50 55 2 55 2
N->S Point 42 50 42 50 307 307
N->S Line 42 50 43 50 37 9 37 9
Level 1
Force Profile Location [ft] Mag [Ibs,plf,psf]
Dir Start End Start End
E->W Point 0 00 0 00 110 110
E->W Line 0 00 2 50 17 3 17 3
E->W Point 2 50 2 50 54 54
E->W Line 2 50 3 00 21 8 21 8
E->W Point 3 00 3 00 61 61
E->W Line 3 00 4 50 33 7 33 7
E->W Point 3 50 3 50 41 41
E->W Point 4 50 4 50 48 48
E->W Line 4 50 6 00 38 3 38 3
E->W Point 6 00 6 00 46 46
E->W Line 6 00 20 50 67 5 67 5
E->W Line 20 50 21 50 143 1 143 1
E->W Point 21 50 21 50 143 143
E->W Line 21 50 34 25 134 1 150 8
E->W Line 34 25 47 00 150 8 134 1
E->W Point 47 00 47 00 217 217
E->W Line 47 00 48 00 75 7 75 7
N->S Line -1 00 0 00 46 8 46 8
N->S Point 0 00 0 00 346 346
N->S Line 0 00 11 00 110 3 110 3
N->S Point 11 00 11 00 1029 1029
N->S Point 11 00 11 00 77 77
N->S Line 11 00 21 50 119 3 119 3
N->S Line 21 50 30 50 112 5 112 5
N->S Line 30 50 42 50 115 9 115 9
N->S Point 42 50 42 50 417 417
N->S Line 42 50 43 50 46 8 46 8
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,
10
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12.58 15
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Ld.Case V r1bsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp.
Line 1
Level 1
Ln1, Lev1 1 S->N 4393 93 5 137 3 339 1 00 S 339 10833 0 41
1 N->S 4296 91 4 134 3 339 1 00 S 339 10833 0 40
Wall 1-1 1 S->N 1579 93 5 137 3 339 1 00 339 3893 0 41
1 N->S 1544 91 4 134 3 339 1 00 339 3893 0 40
Wall 1-2 1 S->N 2814 93 5 137 3 339 1 00 339 6940 0 41
1 N->S 2752 91 4 134 3 339 1 00 339 6940 0 40
Line 2
Level 2
Ln2, Lev2 1 Both 2173 127 8 127 8 339 1 00 S 339 5755 0 38
Line 5
Ln5, Lev2 1 Both 1645 86 6 121 8 339 1 00 S 339 4570 0 36
Level 1
Ln5, Lev1 1 S->N 4990 113 4 127 9 339 1 00 S 339 13202 0 38
1 N->S 4893 111 2 125 5 339 1 00 S 339 13202 0 37
Wall 5-1 1 S->N 2367 113 4 127 9 339 1 00 339 6263 0 38
1 N->S 2321 111 2 125 5 339 1 00 339 6263 0 37
Wall 5-2 1 S->N 2623 113 4 127 9 339 1 00 339 6940 0 38
1 N->S 2572 111 2 125 5 339 1 00 339 6940 0 37
East-West W For Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Gp Dir Ld.Case V [Ibsl V/L V/FHS Int Ext Co C Total V r1bsl Resp.
Line A
Level 1
LnA, Lev1 1 Both 124 5 8 41 4 339 I 00 S 339 1016 o 12
Line B
Level 2
LnB, Lev2 3 Both 807 25 6 64 5 495 1 00 S 495 6185 0 13
Wall B-3 3 Both 452 25 6 64 5 495 1 00 495 3463 0 13
Wall B-1 3 Both 355 25 6 64 5 495 1 00 495 2721 0 13
Level 1
LnB, Lev1 2 Both 1924 160 4 274 9 638 1 00 S 638 4466 0 43
Line C
Level 2
LnC, Lev2 1 Both 654 20 7 20 7 339 1 00 S 339 10663 0 06
Level 1
LnC, Lev1 1 Both 2480 58 4 121 0 339 1 00 S 339 6940 0 36
Line 0
LnD, Lev1 1 Both 1041 24 5 53 4 339 1 00 S 339 6601 0 16
, ,
C- Sheathmg Combmatlon. A- Add capacities; S- Strongest only; X- Strongest or twice weakest,
11
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12 58 15
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Ooenina X Y Ld.Case Shear Dead Uolift Cmb'd Force [Ibs]
Line 1
1-1 Left Wall End 0 00 0 00 1235 1235
1-1 Left Opening 1 0 00 6 00 1235 1235 263
1-1 Right Opening 1 0 00 11 00 1235 1235 204
1-1 Left Opening 2 0 00 16 50 1235 1235 37
1-1 Right Opening 2 0 00 19 50 244
1-2 Left Wall End 0 00 21 50 1235 1235
1-2 Left Opening 1 0 00 26 50 1235 1235 63
1-2 Right Opening 1 0 00 31 50 1235 1235 405
1-2 Right Wall End 0 00 47 00 1235 1235
Line 2
Line 2 Vert Element 11 00 4 50 1023 1023
Line 2 Vert Element 11 00 21 50 1023 1023
Line 5
Line 5 Vert Element 42 50 2 50 975 975
5-1 Left Wall End 42 50 3 00 1151 1151
Line 5 Vert Element 42 50 16 00 975 975
5-1 Right Wall End 42 50 21 50 2303 2303
5-2 Left Opening 1 42 50 26 00 1151 1151 334
5-2 Right Opening 1 42 50 31 00 1151 1151 233
5-2 Right Wall End 42 50 47 00 1151 1151
Line A
A-I Left Wall End 0 00 0 00 372 372
A-I Left Opening 1 3 00 0 00 372 372 107
Line B
Line B Vert Element 11 00 2 50 516 516
Line B Vert Element 14 00 2 50 516 516
Line B Vert Element 19 00 2 50 516 516
Line B Vert Element 21 50 2 50 516 516
B-2 Left Wall End 30 50 3 00 2990 2990 1443
B-2 Left Opening 1 34 00 3 00 2990 2990 1042
B-2 Right Opening 1 39 00 3 00 2990 2990 1844
B-2 Right Wall End 42 50 3 00 2990 2990
Line C
C-1 Left Wall End 0 00 21 50 1089 1089
Line C Vert Element 11 00 21 50 166 166
C-1 Right Wall End 20 50 21 50 1089 1089 1284
Line C Vert Element 42 50 21 50 166 166
Line D
0-1 Left Wall End 0 00 47 00 481 481
0-1 Left Opening 1 5 00 47 00 481 481 144
0-1 Right Opening 1 10 00 47 00 481 481 22
0-1 Left Opening 2 14 00 47 00 481 481 138
0-1 Right Opening 2 26 00 47 00 481 481 156
0-1 Left Opening 3 32 50 47 00 481 481 31
0-1 Right Opening 3 38 50 47 00 481 481 116
0-1 Right Wall End 42 50 47 00 481 481
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Opening X Y Ld.Case Shear Dead Uolift Cmb'd Force ribs]
Line 2
2-1 Left Wall End 11 00 4 50 1023 1023
2-1 Right Wall End 11 00 21 50 1023 1023
Line 5
5-1 Left Wall End 42 50 2 50 975 975
5-1 Left Opening 1 42 50 16 00 975 975 476
Line B
B-1 Left Wall End 11 00 4 50 516 516
B-1 Left Opening 1 14 00 4 50 516 516 117
B-1 Right Opening 1 19 00 4 50 516 516 11
B-1 Right Wall End 21 50 4 50 516 516 86
B-3 Left Wall End 30 50 2 50 516 516 144
B-3 Left Opening 1 34 00 2 50 516 516 8
B-3 Right Opening 1 39 00 2 50 516 516 136
B-3 Right Wall End 42 50 2 50 516 516
Line C
C-1 Left Wall End 11 00 21 50 166 166
C-1 Right Wall End 42 50 21 50 166 166
12
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12.58.15
Dead load contribution to combined force is factored by 1 00 load combination factor
13
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12 58 15
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 GrD Cap End Int End Int Temp Moist
1 1 1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 2 1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
3 1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
4 1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
5 1 1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
2 1 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 23 19 68 0 34 0 28 1 00 1 00
B 1 2 17 4 48 0 0 36 12 9 68 0 17 0 14 1 00 1 00
2 3 17 4 48 0 0 36 15 13 68 0 23 0 18 1 00 1 00
1 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00
C 2 1 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 23 19 68 0 34 0 28 1 00 1 00
14
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12:58 15
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p
Mass [Ibsl rsa.ftl E-W N-S E-W N-S E-W N-S
Level 2 12470 569 2684 2684 0 439 0 335 0 09 -0 50
Level 1 51188 1908 5804 5804 0 386 0 141 0 81 -1 25
Structure 63659 - 8488 8488 - - 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 r1bsl V/L V1FHS Int Ext Co C Total V [Ibs] Resp.
Line 1
Level 1
Ln1, Lev1 1 Both 1 0 1 0 2543 54 1 79 5 242 1 00 S 242 7738 0 33
Wall 1-1 1 Both 1 0 1 0 914 54 1 79 5 242 1 00 242 2781 0 33
Wall 1-2 1 Both 1 0 1 0 1629 54 1 79 5 242 1 00 242 4957 0 33
Line 2
Level 2
Ln2, Lev2 1 Both 1 0 1 0 1029 60 5 60 5 242 1 00 S 242 4111 0 25
Line 5
Ln5, Lev2 1 Both 1 0 1 0 850 44 7 62 9 242 1 00 S 242 3264 0 26
Level 1
Ln5, Lev1 1 Both 1 0 1 0 3090 70 2 79 2 242 1 00 S 242 9430 0 33
Wall 5-1 1 Both 1 0 1 0 1466 70 2 79 2 242 1 00 242 4473 0 33
Wall 5-2 1 Both 1 0 1 0 1624 70 2 79 2 242 1 00 242 4957 0 33
East-West W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit.
Shearlines Go Dir Int Ext V r1bsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp.
Line A
Level 1
LnA, Lev1 1 Both 1 0 67 101 4 7 33 8 161 1 00 S 161 484 o 21
Line B
Level 2
LnB, Lev2 3 Both 1 0 63 1031 32 7 82 5 221 1 00 S 221 3512 0 37
Wall B-3 3 Both 1 0 87 577 32 7 82 5 221 1 00 309 2165 0 27
Wall B-1 3 Both 1 0 63 454 32 7 82 5 221 1 00 221 1347 0 37
Level 1
LnB, Lev1 2 Both 1 0 78 1588 132 3 226 8 354 1 00 S 354 2481 0 64
Line C
Level 2
LnC, Lev2 1 Both 1 0 1 0 848 26 9 26 9 242 1 00 S 242 7617 0 11
Level 1
LnC, Lev1 1 Both 1 0 1 0 2711 63 8 132 2 242 1 00 S 242 4957 o 55
Line 0
LnD, Lev1 1 Both 1 0 89 1476 34 7 75 7 215 1 00 S 215 4500 0 35
, ,
C- Sheathmg CombmatlOn: A- Add capacities; S- Strongest only; X- Strongest or twice weakest,
15
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul 11,2005
12:58 15
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs]
Line 1
1-1 Left Wall End 0 00 0 00 715 715
1-1 Left Opening 1 0 00 6 00 715 715 152
1-1 Right Opening 1 0 00 11 00 715 715 118
1-1 Left Opening 2 0 00 16 50 715 715 21
1-1 Right Opening 2 0 00 19 50 141
1-2 Left Wall End 0 00 21 50 715 715
1-2 Left Opening 1 0 00 26 50 715 715 36
1-2 Right Opening 1 0 00 31 50 715 715 234
1-2 Right Wall End 0 00 47 00 715 715
Line 2
Line 2 Vert Element 11 00 4 50 484 484
Line 2 Vert Element 11 00 21 50 484 484
Line 5
Line 5 Vert Element 42 50 2 50 503 503
5-1 Left Wall End 42 50 3 00 713 713
Line 5 Vert Element 42 50 16 00 503 503
5-1 Right Wall End 42 50 21 50 1426 1426
5-2 Left Opening 1 42 50 26 00 713 713 207
5-2 Right Opening 1 42 50 31 00 713 713 144
5-2 Right Wall End 42 50 47 00 713 713
Line A
A-I Left Wall End 0 00 0 00 304 304
A-I Left Opening 1 3 00 0 00 304 304 87
Line B
Line B Vert Element 11 00 2 50 660 660
Line B Vert Element 14 00 2 50 660 660
Line B Vert Element 19 00 2 50 660 660
Line B Vert Element 21 50 2 50 660 660
B-2 Left Wall End 30 50 3 00 2701 2701 1191
B-2 Left Opening 1 34 00 3 00 2701 2701 860
B-2 Right Opening 1 39 00 3 00 2701 2701 1522
B-2 Right Wall End 42 50 3 00 2701 2701
Line C
C-1 Left Wall End 0 00 21 50 1190 1190
Line C Vert Element 11 00 21 50 215 215
C-1 Right Wall End 20 50 21 50 1190 1190 1403
Line C Vert Element 42 50 21 50 215 215
Line D
D-1 Left Wall End 0 00 47 00 681 681
D-1 Left Opening 1 5 00 47 00 681 681 205
D-1 Right Opening 1 10 00 47 00 681 681 31
D-1 Left Opening 2 14 00 47 00 681 681 195
D-1 Right Opening 2 26 00 47 00 681 681 222
D-1 Left Opening 3 32 50 47 00 681 681 45
D-1 Right Opening 3 38 50 47 00 681 681 164
D-1 Right Wall End 42 50 47 00 681 681
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or Openina X Y Shear Dead Uplift Cmb'd Force nbsl
Line 2
2-1 Left Wall End 11 00 4 50 484 484
2-1 Right Wall End 11 00 21 50 484 484
Line 5
5-1 Left Wall End 42 50 2 50 503 503
5-1 Left Opening 1 42 50 16 00 503 503 246
Line B
B-1 Left Wall End 11 00 4 50 660 660
B-1 Left Opening 1 14 00 4 50 660 660 149
B-1 Right Opening 1 19 00 4 50 660 660 14
B-1 Right Wall End 21 50 4 50 660 660 110
B-3 Left Wall End 30 50 2 50 660 660 185
B-3 Left Opening 1 34 00 2 50 660 660 10
B-3 Right Opening 1 39 00 2 50 660 660 174
B-3 Right Wall End 42 50 2 50 660 660
Line C
C-1 Left Wall End 11 00 21 50 215 215
C-1 Right Wall End 42 50 21 50 215 215
16
WoodWorks@ Shearwalls
LUBBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12:58.15
Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force
17
WoodWorks@ Shearwalls
LUBIBESMEYER 1924 SHEAR.wsr Jul. 11,2005
12:58 15
18
SOFTWARE FOR WOOD DESICN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 2005 12:59: 1 0
PROJECT
LUBBESMEYER 1924
F1
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
190 0
760 0
Location [ft] Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
0' 6'
Dead 593 593
Live 2280 2280
Total 2873 2873
Bearing
LC number 2 2
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 NDS-2001 (stress=psi, and in )
Criterion Anal sis Value Desi n Value n
Shear fv 99 Fv' 180 55
Bending(+) fb 1036 Fb' 1080 96
Live Defl'n 0 06 <L/999 o 20 L/360 30
Total Defl'n 0 08 L/863 o 30 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 ~ 4310 Ibs-ft
Shear LC# 2 D+L, V = 2873, V design 2135 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 NOS Clause 4 4 1
SOfTWARE fOR WOOD DESleN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 2005 12:59:24
PROJECT
LUBBESMEYER 1924
F2
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS. (Ibs, pst, or pit)
Load Type
Distribution
Magnitude
Start End
40 0
220 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' 10'
Dead 238 238
Live 1100 1100
Total 1338 1338
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 NOS-2001 (stress=psi, and in )
Criterion Analysis Value Desi n Value n
Shear fv - 52 Fv' - 144 36
Bending(+) fb 804 Fb' 864 93
Live Def1'n 0 14 L/850 o 33 L/360 42
Total Def1'n 0 19 L/641 o 50 L/240 37
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 o 80 2
Fv' 180 1 00 1 00 1 00 1 00 o 80 1 00 2
Fcp' 625 1 00 1 00 1 00 1 00
E' 1 6 million 1 00 1 00 1 00 o 95 2
Bending(+) LC# 2 D+L, M = 3346 1bs-ft
Shear LC# 2 D+L, V = 1338, V design 1132 1bs
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 NOS Clause 4 4 1
SOfTWARE FOR WOOD DESiGN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 2005 12:59'36
PROJECT
LUBBESMEYER 1924
SF1
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, pst, or pit)
Load Type
Distribution
Magnitude
Start End
80 0
320 0
Location [ftJ Pattern
Start End Load?
No
No
Load1 Dead
Load2 Live
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 10'-6"
Dead 454 454
Live 1680 1680
Total 2134 2134
Bearing
LC number 2 2
Len th 1 1 1 1
Glulam-Unbal" West Species, 24F-1,8E WS, 3-1/8x9"
Self Weight of 6.48 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 Design Value n
Shear fv - 98 Fv' - 240 41
Bending(+) fb 1593 Fb' 2400 66
Live Defl'n 0 26 L/491 o 35 L/360 73
Total Defl'n 0 36 L/350 o 52 L/240 69
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 1 000 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 = 5602 lbs-ft
Shear LC# 2 D+L, V = 2134, V design 1829 lbs
Deflection LC# 2 D+L EI= 341 71e06 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 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 NOS Clause 3,3 3,
5, GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
..
SOFTWARE fOR WOOD DESleN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 200512:59'46
PROJECT
LUBBESMEYER 1924
SF2
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Magnitude
Start End
40 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' 8'
Dead 184 184
Live 1600 1600
Total 1784 1784
Bearing
LC number 2 2
Len th 1 4 1 4
LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 1-ply
Self Weight of 5,99 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 Analysis Value Desi n Value
Shear fv - 97 Fv' - 285
Bending(+) fb 1041 Fb' 2202
Live Def1'n 0 08 <L/999 0 27 L/360
Total Defl'n 0 10 L/976 0 40 L/240
n
34
47
31
25
ADDITIONAL DATA.
FACTORS F CD CM
Fb'+ 2200 1 00
Fv' 285 1 00
Fcp' 750
E' 1 8 million
Ct CL
1 00 1 000
1 00
1 00
1 00
CV Cfu
1 00
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 = 3568 lbs-ft
Shear LC# 2 D+L, V = 1784, V design 1343 lbs
Deflection LC# 2 D+L EI= 439 57e06 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
4 BUILT-UP SCL-BEAMS, contact manufacturer for connection details when loads are not applied equally to all plys,
'. ~
sorfWARf fOR WOOD DESIGN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 2005 12:59'56
PROJECT
LUBBESMEYER 1924
R1
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 Point 600 7 00 No
Load2 Snow Point 1000 7 00 No
Load3 Dead Partial UDL 60 0 60 0 7 00 16 00 No
Load4 Snow Partial UDL 100 0 100 0 7 00 16 00 No
Load5 Dead Partial UDL 360 0 360 0 o 00 7 00 No
Load6 Snow Partial UDL 600 0 600 0 o 00 7 00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
0' 16'
Dead 2586 1329
Live 4097 2003
Total 6682 3332
Bearing
LC number 2 2
Length 2 0 1 0
Glulam-Unbal., West Species, 24F-1,8E WS, 5-1/8x13-1/2"
Self Weight of 15,93 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 Analysis Value Desi n Value n
Shear fv = 122 Fv' 276 44
Bending(+) fb 1763 Fb' 2760 64
Live Defl'n 0 31 L/618 o 53 L/360 58
Total Defl'n 0 61 L/315 o 80 L/240 76
ADDITIONAL DATA.
FACTORS F CD CM Ct CL cv Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1 15 1 00 1 00 1 000 1 000 1 00 1 00 1 00 1 00 2
Fv' 240 1 15 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+S, M = 22876 lbs-ft
Shear LC# 2 D+S, V = 6682, V design 5616 lbs
Deflection LC# 2 D+S EI=1891 38e06 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 A190 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)
.. t, III J
SOfTWARE fOR WOOl) DESIGN
COMPANY
Pacific Northwest Engeering
(253) 589-3265
July 11, 200513'00:12
PROJECT
LUBBESMEYER 1924
R2
WoodWorks@
Design Check Calculation Sheet
Sizer 2004
LOADS (Ibs, psf, or plf )
Load Type
Distribution
Location [ft] Pattern
Start End Load?
No
No
Magnitude
Start End
75 0
105 0
Load1 Dead
Load2 Snow
Full UDL
Full UDL
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
1--
""'<",,::\~,:*r.if~>0-:
0'
Dead 413
Live 525
Total 938
Bearing
LC number 2
Len th 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 Analysis Value Design Value n
Shear fv - 37 Fv' - 207 18
Bending(+) fb 564 Fb' 1242 45
Live Defl'n 0 06 <L/999 o 33 L/360 19
Total Def1'n 0 14 L/860 o 50 L/240 28
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 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 = 2346 lbs-ft
Shear LC# 2 D+S, V = 938, V design 794 lbs
Deflection LC# 2 D+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 NDS Clause 4 4 1
1
10'
413
525
938
2
1 0