BLD-05-0393J
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NEW CONSTRUCTION
WATER INSPECTION
DATE:
DE VELOPIvfENT:
.'
LOT # __~~_
Lor # _1~_
LOT #
~pf THFp~~ City of Yelm
~~-'-'-"'~ j 9'
~
<.~a~~r ~ Communit Develo ment De artment
Y P P
„ Building Division
?a .~' ~
~My~. ~r44'I `~''~ ~~ Phone: (360) 458-8407
YELM
wes~~..~,o~ Fax: (360) 458-3144
Applicant:
Name: Landshapes NW, Inc.
Address: 1151E 112th Street City: Tacoma
Property Information:
Site Address: 10705 Umtanum St. SE
Assessor Parcel No. 32660001300
Contractor Information:
Name: Landshapes NW
Address: 1151 East 112th Street
Contractor License No: LANDSN1965MT
Project Information:
Project: Autumn Hill, phase II
Description of Work: 2122 SFR, Lot 13
Sq. Ft. perfloor: (1st) 656 (2nd) 1462
Heat Type (Electric, Gas, Other): GAS
Fees:
Permit No: BLD-05-0393-YL
Issue Date: 11/18/2005
(Work must be started within 180 days)
Receipt No: 39294
Phone: 253.537.6370
State: WA Zip 98445
Subdivision: Autumn Hill, phase II
Contact: Lubbesmeyer, John
City: Tacoma
Expires: 08113/06225
(3rd) 654 Garage 0
Lot: 13
Phone: 253-537-6370
State: WA Zip: 98445
Business License: 1673.0
Basement 0
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 692.89 0.00 0.00 0.0000 0.0000
Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 125.00 20.00 105.00 7.0000 15.0000 Fixture
Sewer ERU 5,417.00 0.00 5,417.00 5,417.0000 1.0000 ERU
Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU
Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU
Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000
Water Deposit 40.00 40.00 0.00 0.0000 0.0000
Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip
Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000
State Building Fee 4.50 4.50 0.00 0.0000 0.0000
Fire District Impact Fee 598.75 0.00 598.75 0.2160 2,772.0000 square foot
TOTAL FEES: $11,348.88
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictions of recor If a plying as a tr~ctor, I futher certify thil am currently
registered in th t of W i o
~~' ~"'
Signature / ~` ~ ~~ ~'~ ,~ Date ~~'~ , ~'
Firm l ,. r ~~, ~ , z ~ ~ ~A s r .C `
# Sets of Prints:
Final Inspection:
.Date:
By:
s
1~
lTY OF YELM
r` RESIi~~NTIAL ~~IL~tNG ~1=Rr~IT aPl~~l~~-rlo~ I~®~ .y :~~' ~
Project Address: ~ ~J ~ ~~~m~ ~~~ Jr Parcel #: ~3~~ ,'~'~ ~7 „;~',~
.,._
Subdivision: ~~ ~ ~' ~ ~,~ ~-~,~ ~ ~ Lot #: ~ ?Z Zoning;
~~ Vii, t ..
~ New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign
^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other ~~`~
Project Description/Scope of Work: ~:,3~l~~1'~,~~LL, ° ~k`t~?~ ~! V ~Ci
Project Value:. ,_
~~ `~~. ~ ~
Building Area (sq. ft} 1S` Floor pp~~ - 2"d Floor Garage --~=0 Deck--~~-
Basement_~l~~_Carport Patio
# Bedrooms # Bathrooms ~ Heating: AS THER or ELECTRIC (Circle One}
Are there any environmentally sensitive areas located on the parcel? If yes, a
completed environmental checklist must accompany permit application.
BUILDING OWNER NAME:
ADDRESS ~`~' .~ "~ ~~. ~ ° "" EMAIL
CITY~~t;:,`')~'~~t~~ STATE ~ZIP'~~ ~'~ TELEPHONEr ` ~ r:~~°i7-~,.~'=~'~'
~.. ,~
ARCHITECT/ENGINEER~~I'.a t..,(~ (~'=_`> LICENSE #
ADDRESS ' ~;;}2:: ~~~~;t-~;"` EMAIL
CITY p~I~C;'~y"I~i~~ STATEZIP G, t-t J`~~ TELEPHONE ~3 •to ~, -~;~ )°~s
GENERAL CONTRACTOR ~ (- '~"~ TELEPHONE ~-~ `"' -- ~,''r?` t"
ADDRESS ~~ - f,Z.- `> "- EMAIL
CITY•.~ _;.- STATE /' ZIP :: c, ^ ~ FAX ri~ ~ ;- ~ .. .=1 ~ r~ ~r
CONTRACTOR'S LICENSE # ~.- ~, i' pEXP DATE CITY LICENSE #
PLUMBING CONTRACTOR ~~t~SS ~ 1. " t1`' TELEPHONE` ~3 '~~- -,~~'
ADDRESS~,~ ~'a'~~' ~~.~',,,~ MAIL
CITY~:~~~'1'~3-(~~f`1"q STATE ' '~= ZIP~j~j~~=;'~ FAX
CONTRACTOR'S LICENSE #_rt~R 1T=t-~t~~ g~'~ EXP DATE CITY LICENSE #
MECHANICAL CONTRACTOR fl°$`s~~'"~i=. ~=a~~'~ 11 6C_°i TELEPHONE ~~ ~ ~" '"~° ~ ~t'$;,~ _
ADDRESS ~~~° l '1?j}-vl~ 'Fr ~ EMAIL
CITY`.:;.~#~`~:s~>L`~NS~`~ STATE - ZiP '9 Vii`, FAX'~~a;~~ `~a~.fl.`~-`2~~ir~
CONTF~CCTOR'S LICENSE #~Iati~L1~(iJ~~s~~~. EXP DATE_CfTY 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 of Yelm.
wppucant•s signature ®ate
®wner /Contractor /Owner's Agent /Contractor's 6Lgent (;Please circle one.}
All permits are non-transfferable and will expire if work authorized by such perrtiit is not begun
within 18® days off issuance, or iff work is suspended or abandoned for a period of 180 days
105 YeZm Auenue West (360) 458-3835
PO Box 479 (360) 458-3144 FAX
Yelm, WA 98597 www.ci.yelm.wa.us
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Northwest f IIC. 1151 East 112th Street -Tacoma, WA 98445
Office: 253 537-6370 - Fax: 253 537-9163
To Whom It May concern:
Infiltration as designed on the engineered plat shall be located in the rear yard of each lot.
1 Lubbesmeyer
President
I ~1~~ j ~,I~Y111~,,k1llV~'\ ~ ~ Lbfi ~ `~
1~k~~~rlit Rpvl~c~.t~.~vl ~ C~c~i~~~~~ ~2)~.
k~~ag~ C~lCtalc~tt~1S
Srie ~IC~1S ~~~ ~
~rtiC~~tiJ~l
t~s~n~ss L'IC~S~ / _
C~-1y UCeo~se~ ~ _
4~~tGe Coo ~ .,_.
PIERCE ~;®LJNTY
LEVEL®P~/IENT CENTER
Q~``~1-t~1~~ ~~ ~'~~ ~ Application No.
PLEASE COIVIPLErTE THE FOLLOWING:
~ ~~ ~'~ ~~'l ~ ~~ ~Gn~,t~~u~
2002 WA. STATE ENERGY
C®I~E INF® TI®N
Date:
Glazing area calculatirro~~n~~: @@~~
~,~/ ~ sf - ~ - sf = ~~ . % Heat system sizing calculation:
~-~- x 20 = ` ~ btu's
Window area -Heated floor area = % of glazing Heated floor area x btu per sq. ft. =total system output
Refer to the table below to detetmure your compliance path. Divide the system output by the equiptnemt efficiency rating to determine
the total Btu in ut allowed.
JOB TYPE:
`N OCCUPANCY:
'Si
l COMPLIANCE PATH: HEAT SYSTEM SIZE:
„,
ew
[ ]Remodel ,
ng
e Family
[ ]Multi-famil ,~Prescri tive Ch. 6 (circle one)
I ~ II III [)(] Btu input °~C~l/
y fficiency rating ~~
%
[ ]Addition [ ]Component Performance Ch. 5 _
[ ]WATTS
[ ]System analysis Ch. 4 HSPF rating
FUEL TYPE: HEAT TYPE: ELEC. UTILITY PROVIDER:
[ ]Electric
' ~' Forced Air Furnace [ ]Tacoma City Light
,[~]
Nat. Gas [ ]Heat Pump [ ]Puget Sound Energy
[ ]Propane ( ]Radiant Heat System (baseboard, wall cadet
[ ]Peninsula Power
[ ]Oil, wood [ ] Hydronics system .[9d"Other
[ ]Gas or Wood Stove
VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one)
Ventilation Option: [ ] A [ ] B j~,C [ ] D [ ] AAHX
°
System Size:
cfm [~ Intermittently operating [ ]Continuous o
er
ti
p
a
ng
PRESCRIPTIVE REQUIREMENTS°•' FOR GROUP R OCCUPANCY
CLIMATE ZONE 1-ALL FUEL TYPES
Option Glazing
io
Area Glazing U-factor Door 9
g -
Ceilin ~ Vaulted
3 Wall a
Wall, int.
~ ~ a
Wall, ext., Floors
Slab
U-value
of~flour ceiling Abuve
below
grade grade
bel'bw grade a°
on
grade
Vertical 'Overhead
I. 12% 0.35 0:58. 020 R-38 R-30 R-15' R_1$
R-I;0 R-30
R"-10
lL o' 1$% 0.40 0:58 020 R-38 R 30 R-21 R-21
R-1'0 R-30
R-10
III. Unlimited
Group R:3 0;40 0:58 0.20 R-38 R-30 R-21 R-21
R-IO R-30
R-IO
Occupancy
_ Only
• Reference Case "-
0. Notnina- R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1
1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all
of the requirements of the 15% glazing option (or higher), Proposed designs which cannot meet the specific requirements of a listed option above may calculate
compliance by Chapters 4 or 5 ofthe W.S.E.C.
2. Requirement applies to alt ceilings except single rafter or joist vaulted ceilings.
3. Requirement applicable to only to single rafter orjoist vaulted ceilings.
4. Below grade walls shall be insulated either otr the exterior to a minimum level of R-10, 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
specifications.
5. Floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufacRured for its intended use, and installed according to manufacturer's specifications.
7. Int. denotes standard franung 16 inches on center with headers insulated with a minimum of R-5 insulation.
9. Doors, including al fire doors, shall be assigned default U-factors from Table 10-6C.
]0. Where a maximum glazing azea 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 U-factor of U~.40 or less is not included in glazing area limitations.
11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5.
l2. Log and solid tinber walls with a minimum average log thickness of 3.5 inches are exempt from this insulation requirement.
-___. _. ._-.____ _ _. __._.-__._. _. f--- -_-....,.__. __ ___- ._._. ._____ _.~_.__~_._ ____._ _... _.__.1._. __~._.___..v._~L.1
I REGISTERED A P
S ROVIDED BY LAW AS
CONST CONT GENERAL ~~~~~~ ~~~~~
REGIST. # EXP•. DATE.. ~IZ~ ~~~~
CCO1 LANDSNI965MT 08/13/2006 ~~~~tgf~~~ti®n
EFFECTIVE DATE 08/13/2004_
_ ~arcl ~~f®re
LANDSHAPES NORTHWEST;;. , ZNC ,- ~l~C~I1~ ~n
1151 EAST 112TH STREET ~1~~fD~~
TACQMA ;WA: 9$445 .
Signature
l Issued by DEPARTMENT OF LABOR AND INDUSTRIES ~
`- ----'
P62S-OS2-000 (8/97)
r- Detach And Display Certificate ~
Yelm Community Schools
PO Box 476
Yelm, WA 98597
Clerk; Croy
Terminal: 1
Receipt; 10976
Manual Receipt:
NTACOMA
NMITIGATIONS
LANDSHAPES, NORTH WEST INC.
11/18/2005 9:57 AM
QtY Item Price
1 CPF2900 6420.00
AUTUMN HILLTPHASE02 - LOTS 12,13, AND 14
Subtotal: 6420.00
Tax: 0.00
Total: 6420.00
Check 6420,00
3023
Amount Due: 0.00
After recording return to:
Yelm Community Schools District IVo. 2
P. O. Box 476
Yelm, WA 94597
Atnt: >;rling M. Wickland
MTTIGATII?Pl AG1tEE1V1ElYT
Refsretmce N®: Autumn Hill, SUB-04-003t~YL, Yelm, WA
Grant®t : l . Jolttt Lubbesmeyer '
La»dshapes Northwest, Inc.
1151 E. 112i°, Tacoma, WA 98445
Gt°amtea: 1. Yelm Community Schools District No. ~
Legal IAescripti®n: A 30-]7-2E S2 NE NW SE LESS 1tD
1
Asseasor's &'roI-erty Tax Par~t:el Numtaer/Account l~untbet : 2~?8~100 ~? ,~ 7 ~ ~' ~ 3 ~1 7 ~~` ~-'
THIS MITIGATION ACaREL-"MENT ("Agreemetn") is made this,~~ /~~, , 2005,
between the YELM COI~lMUNI1Y SCHOOLS DISTRICT NO. 2, Yelm, Washington (t "District")
and Landshapes Norhtwest, Inc.. (the "Developer"). '
RECITALS
A. The Developer has submitted an application to Thutstotti County for the construction of a
24 lot subdivision "Autumn Dill II" Yeim, Wash. (the "Project"). The Project is located on property that
lies within District boundaries, more particularly described on Exhibit A, attached hereto and
incorpoeated herein by reference.
B. The State Environmental Policy Act, Chapter 43.21C RCW ("SEPA"~, provides
processes snd procedures whereby major actions by start and local agencies, including, but not limited
to, plat or PUD approval or the issuance of building permits, may be tieviewed to determine the nature
and extent of their impact on the environment. Impacts on public services, including schools, are
environmental impacts for the patrposes of SEPA. SEPA requires the mitigation of adverse
environmental impacts.
C. The District's student population and gowth projection9 indicate that the Project wilt
have an impact on the TDistrict, whets cumulative impacts of outer projecLR 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 of the Developer's Project..
E. Pursuant to Resalution Alo. 12-16.93-05, it is the poiieyj of the District to recommend that
the direct impact of development be voluntarily mitigated by the paymene of fees and/or other mitigatiop
measures where appropriate.
F. The Developer has agreed to mitisate, on a voluntary, basis, the adverse impact off the
Project on the District.
AGREOrMENT
NOR/, THEIZEF®R.E.r in consideration of the above recitals attd the mtttttal promises and
covenants below, the District and the Developer agree as follows:
l . The Developer acknowledges and agrees that there is ~ direct impact on the District as a
result of the Developer's Project and that this Agreetneni is necessary as(a result off that impact.
2. The Developer acknowledges and a~ees that in order ii) mitigate the direct impact of the
Project, the Developer has offered to pay the District the following su}n of money: Two Thousand One
Hundred Forty and no/100 Dollars ($2140.00 for each lot in the subdivision or the total sum off Fifty ®ne
Thousand Three Hundred Sia-ty and no/100 Dollars (551,360.00) (the !'Mitigation Fayrnent") for the ?4
lots of the -subdivision. The- amount referenced by this paragtaph is subject to change pursuant to
paragraph 4 below.
3. Any extension, renewal, modification or amendment Ito the Project that results in an
adjustmen4 in the number of lots shall result m a corresponding pro fate adjustment in the Mitigation
Payment.
4. The Developer agrees that the payment of the full Miii~ation Payment (in the amount of
Two Thousand One Hundred Forry and no/100 Dollars ($2,140.00) per dwelling unit or Fifty Ont
Thousand Three Hundred Sixty and no/100 Dollars ($SI,360.00) for t}ie project; shall be a condition of
building permit issuance for each single family dwelling in the project{ if building permit issuance does
not occur within l=ive (5) years from the date of this Agreement, the aniaunt due for mitigation, as stated
in paragraph 2 above, shall be modified to the amount reflected in ~ the then most recent rxcitigatlort
agreement to which the District is a party. A copy of such ageetitent shall be made available to
Developer upon request.
S. The District agrees to record this Agreement after it bast been executed by the patties.
6. The Developer acknowledges and agrees that the Mitigation Payment is authorized to be
used for capital improvements to the following facilities: Southworth Elementary Sehoal, Mill Pond
lntetmediate School, Yelm Middle School, and/or Yelm Hibh School and/or any other facilities that may
be affected by the Project and/or the purchase of portabk facilities and/or school buses.
7. The Developer agrees that the District has five (5) years from the payment date to spend
the Mitigation Payment for the capital improvunegts or expenditures pescribed in paragraph b. U the
event that the Mitigation Payment is not expended within those five years, the t»oneys will be refunded
with interest ai the rate applied to judgments to the property owners ~ of t+ecord 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.
1R. The Developer waives and relinquishes its right to protest or challenge the payment of
the Mitigation Payment pursuant to this .Agreement and hereby covenants and ttndertak,es that it forever
refrains and desists from instituting, asserting, filing or bringing any lawsuit, litigation, claim, or
cltalknge or proceeding to challenge this Ageement, claim any repayment or reimbutsement of funds,
performance or improvements provided for therein, or any of its lento and t:onditiorts, on any ground or
balls whatsoever.
9. The Disuct hereby waives any objection w the Project as presently proposed.
10. The District and the Developer agree that the Mitigation Payment will be full and
complete mitigation t'or the impact of the Project as presently proposed ®n the District.
11. This Agreement shall be binding upon and inure to the benefit of the heirs, executors,
administrators, successors, and assigns of both of the Developer and theiDistrict.
12. If an action must be braught io enforce the terms of thi} Agreement, such action shall be
brought in Thurston Counry Superior Court. The prevailing party shall 6e entitled to payment of its costs
and reasonable attorneys' fees.
13. This Agreement constitutes the entire agreement betiween the parties and any other
agreement either written or oral shall be null and void.
EJCHIBIT A
- LEGAL DESCRIPTION
113$31
General L®cation~l•A9~ Vaacil Rd.. Yehn,~WA
Section 3Q Township 17N Range 2E
Land Area 5.9~ acres
Tax Parcel Number: ~~- ~.-I 3,p l 3v~1 vo
r____e_.c____ n__~~_________ rr w° _ .. .~ .. ._ _.
YELM COIvIMUP1ITY SCI-TOOLS DISTRICT
DATED: ~ ` ~ ~- O .~
STATE OF WASI-IIIv~,TOiv )
)SS
COUNTY 01= THURSTOIV )
' ~~., ~~
By: Alan Burke j
Its Superintendeng
I certify that I know or have satisfactory evidence that Alan Burke is the person who appeared
before rne, and said person acknowledged that he signed this instnrrhent, on oath stated that he w•as
.authorized to execute the instrument and acknowledged it as the Superintendent of the Yehn Catamunity
Schools District No. 2 to be the free and voluntary act of such party for the uses and purposes mentioned
in the iastrument<
GNERI undtr any hand and official scat this 'day of , '?p0S
40~.~~~"e'o®ado
P '°~~~~~($~''~,r O LI an and for tha: Stste of
~:-•"~%°'• '~ '•, ington, residing at
~~'° ~~' -. ~'. My Commission Expires ,~.-/oj
~~~ ~ ;
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~°~ ~'~T~ o~ ~~~
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ASS
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John Lubbesan~yer
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I certify that ~ know or have satisfactory evidezaee that John-Lubbcsrneyer os the person who
appeared before rnc, and said person acknowledged that he sued this;instrument, on oath stated that he
was arrthoriaed t® ea~tCUte the instaurarent and acl:zrowled~a:d it as the applicant for this subdivision to be
tote fees card voluntary act of such paa4y for tfac uses and purposes meartibtted in the instrument.
GdolEAl under arty hand and official seat this ay of ~ ~'° L^, 205
- ...... ~0®~o~®~®e ~_. _. ..
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TOTAL P.05
EN6INEERIN6 ANALYSIS
FOR: LUBBESMEYER CONSTRUCTION
SITE: 10705 UMTANUM ST. SE.
YELM, WA
ORIGINAL STAMP
MUST BE RED
TO BE VALID
sHEEr ogre PLAN NUMBER: PACIFIC NORTH WEST 242z~~' g
t
ENGINEERING INC. ~
gad"6'q~°~
~1,.~~ s a~~
~
6-6-2005 LUBBESMEYER 2122 D 0
1928109th 51.5W, SUite B: lnkewad, WA. 98699
Phone /fax (253)589-3265 ~
}
1^py~C:'~o6 ~ ~
+ ^ ~ R ~. ^. ~ ~"
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 Engineerinq: Engineering analyses and design to resist lateral and gravity
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
Dz
1.30
0.48
6.5
D
85 mph Exposure B
LIVE LOADS (psfl U.N.O.
- Uninhabitable attics without storage
- Uninhabitable attics with storage
- Habitable attics and sleeping areas
- All other areas except balconies and decks
- Balconies and Decks
DEAD LOADS (psfl U.N.O.
- Roof with Composition Asphalt
- Floor
SNOW LOADS (psf) U.N.O.
- Snow
SOILS CRITERIA
Soils Consultant None
Soils Report # None
Bearing Pressure Req'd 1500 psf
Bearing Depth 12"
10
20
30
40
60
15
10
25
PACIFIC NORTHWEST ENGINEERING INC.
4928 109TH ST SW,- SUITE 8
LAKEWOOD, WA. 98499-3733
WoodWorks® ShearWalis SOFTWARE FOR WOOD DESIGN
Woodworks®Shearwalls 2004
LUBBESMEYER 2122 SHEAR.wsr
Project Information
COMPANY AND PROJECT INFORMATION
Com an Project
Pacific Northwest Engineering Inc. LUBBESMEYER 2122
9928 109th St SW
Lakewood WA 98499
(253) 589-3265
DESIGN SETTINGS
Jun. 13, 2005 22:52:47
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
1.90 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 - - - - _
SheanNall 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 Exposures Design Category D
Enclosure Partly Enclosed Site Profile Class D
Topographic Information [ft] Spectral Response Acceleration
Shape Height Length S1:0.480g Ss:1.300g
- - - Fundamental Period E-W N-S
Site Location: - T Used 0. 175s 0. 175s
- Approximate Ta 0.17 5 s 0.17 5 s
- Maximum T 0. 210s 0. 21os
Response FactorR 6.50 6.50
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47 ~~
Structural Data
STORY INFORMATION
Story Floor/Ceiling Wall
Elev ft De th in Hei ht ft
Ceiling 21.00 12 . 0
Level2 12.00 12.0 8.00
Level1 3.00 12.0 8.00
Foundation 2.00
BLOCK and ROOF INFORMATION
Block
Dimensions ft
Face
T e Roof Panels
Sloe
Overhan ft
BIOCk1 2 Story E-W Ridge
Location X,Y = 0.00 0.00 North Side 15.0 1.00
Extent X,Y = 99 .00 32.50 South Side 15.0 1.00
Ridge Y Location, Offset 16.25 0.00 East Gable 90.0 1.00
Rid a Elevation, Hei ht 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 0.00 East side 15.0 1.00
Rid a Elevation, Hei ht 29.08 3.08 West side 15.0 1.00
WoodWorks®Shearwalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
MATERIALS by WALL GROUP
Wall
Gr Surf Sheathing [in]
Material Thick Orient Fasteners Spcg [in]
Size T e Ed Fid Framing Members [in]
Blk S ecies G S c Apply
Notes
1 Ext 5S incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.93 16 1,3
rvores:
1. Capacity has been reduced according to IBC specific gravity adjustment.
3. Shear capacity for current design has been increased to the value for 16/32" sheathing with same nailing because stud spacing is 16"max. or
panel orientation is horizontal.
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
SHEARLINE, WALL and OPENING DIMENSIONS
North-South Type Wall Location Extent [ft] Length FHS Height
Shearlines Grou s X ft Start End ft ft ft
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 9-1 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 99.00 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 49.00 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 Grou s Y ft Start End ft ft ft
Line A
Level 2
Line A, Level 2 Seg 1 -0.98 0.00 44.00 94.00 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 49.00 11.00 6.00
Opening 1 36.00 41.00 5.00 6.00
Wall A-1 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 94.00 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 94.00 94.00 24.00 8.00
Wall C-1 Seg 1 32.50 0.00 49.00 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 49.00 44.00 33.50 8.00
Wall C-1 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
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
Loads
WIND SHEAR LOADS
Leve12 Magnitude Trib
Block F Element Load Wnd Surf Prof Locatio n [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 -0.9 19.0
Accum. S N->S Lee Line 21.00 32.50 43.9 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 93.6
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 93.6
Block 1 S N->S Lee Line 12.50 21.00 93.6
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 5.9
Block 2 W W->E Wind Line 0.50 12.00 7.9 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 5.9
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 94.00 18.2 -0.9
Block 2 S S->N Wind Line 99.00 95.00 -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 94.00 56.1 43.4
Block 2 S N->S Lee Line 99.00 95.00 21.8
Level1 Magnitude Trib
Block F Element Load Wnd Surt 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 55.9
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 49.00 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
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
WIND SHEAR LOADS (continued)
Block 2 W W->E Wind Point -2.00 -2.00 1175
Block 2 E E->W Wind Point -2.00 -2.00 1170
6
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
WIND C&C LOADS
Block Building
Face Level Magnitude [psfj
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
WoodWorks® Shearwalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
BUILDING MASSES
Level 2
Force Building
Dir Element
E->W Roof
E->W Roof
E->W Roof
E->W ROOf
E->W R Gable
E->W L Gable
E->W L Gable
E->W R Gable
N->S Roof
N->S Roof
N->S Roof
N->S Roof
N->S L Gable
N->S R Gable
All Wall 1-1
All Wall 2-1
All Wall 3-1
All Wall 4-1
All Wall 5-1
All Wall 5-2
All Wall A-3
All Wall A-4
All Wall A-1
All Wall A-2
All Wall C-1
Force Building
Dir Element
E->W Floor D1
E->W Floor D1
N->S Floor D1
N->S Floor Dl
All Wall 1-1
All Wall 5-1
All Wall B-1
All Wall B-2
All Wall C-1
Magnitude Trib
Block Shear Profile Locatio n [ft] [Ibs,plf,psf] Width
Line Start End Start End ft
Block 1 1 Line -1.00 33.50 230.0 230.0
Block 1 5 Line -1.00 33.50 230.0 230.0
Block 2 3 Line -3.00 1.50 125.0 125.0
Block 2 5 Line -3.00 1.50 125.0 125.0
Block 1 1 Line 0.00 16.25 93.5 0.0
Block 1 1 Line 16.25 32.50 0.0 93.5
Block 1 5 Line 0.00 16.25 43.5 0.0
Block 1 5 Line 16.25 32.50 0.0 43.5
Block 1 Line -1.00 95.00 172.5 172.5
Block 1 C Line -1.00 45.00 172.5 172.5
Block 2 A Line 20.00 95.00 22.5 22.5
Block 2 B Line 20.00 45.00 22.5 22.5
Block 2 A Line 21.00 32.50 30.8 0.0
Block 2 A Line 32.50 44.00 0.0 30.8
n/a 1 Line 0.00 32.50 80.0 80.0
n/a 2 Line 0.00 0.50 80.0 80.0
n/a 3 Line -2.00 0.50 80.0 80.0
n/a 4 Line -2.00 -1.00 80.0 80.0
n/a 5 Line -1.00 0.00 80.0 80.0
n/a 5 Line 0.00 32.50 80.0 80.0
n/a A Line 21.00 33.00 80.0 80.0
n/a Line 33.00 44.00 80.0 80.0
n/a Line 0.00 12.50 60.0 80.0
n/a B Line 12.50 21.00 80.0 80.0
n/a C Line 0.00 44.00 80.0 80.0
Block Shear
Line Profile Location [ft]
Start End
n/a 1 Line 0.50 32.50
n/a 5 Line 0.50 32.50
n/a B Line 0.00 44.00
n/a C Line 0.00 44.00
n/a 1 Line 0.50 32.50
n/a 5 Line 0.50 32.50
n/a B Line 0.00 21.00
n/a B Line 21.00 94.00
n/a C Line 0.00 94.00
[Ibs,plf,psf]
Start End
Width I
220.0 220.0
220.0 220.0
160.0 160.0
160.0 160.0
80.0 80.0
80.0 80.0
80.0 80.0
80.0 80.0
ao.o ao.o
8
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
SEISMIC LOADS
Level 2
Force Profile Locatio n [ft] Mag [Ibs,plf,psf]
Dir Start End Start End
E->W Line -3.00 -1.00 29.2 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 32.50 121.2 104.9
E->W Point 32.50 32.50 390 390
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 91.1 91.1
N->S Line 20.00 21.00 95.4 45.9
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 94.00 58.9 53.2
N->S Point 44.00 94.00 396 396
N->S Line 44.00 45.00 37.7 37.7
Level 1
Force Profile Location [ft] Mag [Ibs,plf,psf]
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 46.9
N->S Line 33.00 44.00 46.4 46.4
N->S Point 44.00 94.00 253 253
All loads entered by the user or generated by program are specified (unfactored) Ioads.The program will apply a load factor of 0.70 and
reliability/redundancy factor to seismic loads before distributing them to the shearlines.
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force [plf] Allowable Shear [pit] Crit.
Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ezt Co C Total V Ibs Res .
Line 1
Level 2
Lnl, 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
Lnl, Levl 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
LnS, Levl 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 Shea r [pit] Crit.
Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
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 349 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 928 26.6 57.1 339 1.00 339 2539 0.17
Line B
Level 1
LnB, Levl 1 W->E 2599 59.1 118.1 339 1.00 S 339 7947 0.35
1 E->W 2594 59.0 117.9 339 1.00 S 339 7497 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, Levl 1 Both 2693 60.1 78.9 339 1.00 S 339 11340 0.23
G- Sheatn~ng Gombmation: A-Add capacities; S- Strongest only; x- Strongest or twice weakest.
10
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Ld. Case Shear Dead U lift Cmb'd Force Ibs
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 49.00 32.50 1181 1161
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 -2.00 458 958
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 -2.00 958 458
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 0.50 995 945 827
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 32.50 906 406
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 39.50 32.50 906 406
Line C Vert. Element 90.50 32.50 906 406
C-1 Right Wall End 94.00 32.50 1037 1037
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Ld. Case Shear Dead U lift 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 97
1-1 Right Wall End 0.00 32.50 270 270
Line 5
5-2 Left Wall End 49.00 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 0.00 958 458 26
A-1 Right Wall End 12.50 0.00 958 458 96
A-3 Left Wall End 21.00 -2.00 458 458 131
A-3 Left Opening 1 24.50 -2.00 458 958 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 -1.00 958 458 42
A-4 Right Opening 1 41.00 -1.00 458 958 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 32.50 906 406 81
C-1 Right Opening 1 8.50 32.50 906 406 58
C-1 Left Opening 2 11.00 32.50 906 406
C-1 Right Opening 9 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 contribution to combined 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 SHEARLINE
North-South Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond
Shearlines Force Cap Force/ Force Cap Force/Cap Factors
Line Lev Gr Ca End Int End Int Tem Moist
1 1 1 21.5 48.0 0.45 29 29 68 0.42 0.36 1.00 1.00
2 1 21.5 48.0 0.45 29 29 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
9 1 21.5 48.0 0.45 29 29 68 0.42 0.36 1.00 1.00
5 1 1 21.5 48.0 0.45 29 29 68 0.42 0.36 1.00 1.00
2 1 21.5 48.0 0.45 29 29 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 Gr Ca End Int End Int Tem Moist
A 2 1 21.5 98.0 0.45 29 29 68 0.92 0.36 1.00 1.00
B 1 1 21.5 48.0 0.45 29 29 68 0.92 0.36 1.00 1.00
C 1 1 21.5 48.0 0.45 29 29 68 0.92 0.36 1.00 1.00
2 1 21.5 48.0 0.95 29 29 68 0.92 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
Mass Ibs s .ft Story Shear [Ibs]
E-W NS Shear Ratio Rmax
E-W N-S Reliability Factor p
E-W N~
Level2 15587 1461 3013 3013 0.239 0.163 -0.19 -1.21
Level1 25480 1408 2463 2963 0.197 0.186 -0.70 -0.87
Structure 41067 - 5476 5476 - - 1.00 1.00
Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.17 D
SHEAR RESULTS
North-South W For H/W Fact. Shear Force [plf] Allowable Shear [plt] Crit.
Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
Line 1
Level 2
Lnl, Lev2 1 Both 1.0 1.0 993 30.5 33.6 242 1.00 S 242 7133 0.14
Level 1
Lnl, Levl 1 Both 1.0 1.0 1838 57.4 57.4 292 1.00 S 242 7738 0.24
Line 5
Level 2
LnS, Lev2 1 Both 1.0 1.0 1117 33.3 34.9 242 1.00 S 292 7859 0.14
Level 1
LnS, Levl 1 Both 1.0 1.0 1995 62.3 71.2 242 1.00 S 242 6770 0.29
East-West W For HNV Fact. Shear Force [plt] Allowable Shear [plt] Crit.
Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
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, Levl 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, Levl 1 Both 1.0 1.0 2511 57.1 75.0 292 1.00 S 242 8100 0.31
C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest.
14
WoodWorks® ShearWalis LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Shear Dead U lift Cmb'd Force Ibs
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 94.00 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 91.00 -2.00 606 608
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 99.00 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 Left 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 39.50 32.50 591 541
Line C Vert. Element 90.50 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 O enin X Y Shear Dead U lift 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 95
1-1 Right Opening 1 0.00 17.50 269 269 97
1-1 Right Wall End 0.00 32.50 269 269
Line 5
5-2 Left Wall End 49.00 0.00 275 275 33
5-2 Right Wall End 49.00 32.50 275 275
Line A
A-1 Left Wall End 0.00 0.00 608 608
A-1 Left Opening 1 3.50 0.00 608 608 142
A-1 Right Opening 1 8.50 0.00 608 608 35
A-1 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-9 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 49.00 -1.00 608 608
Line C
C-1 Left Wall End 0.00 32.50 541 591
15
WoodWorks® Shearwalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
DRAGSTRUT AND HOLDDOWN 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 32.50 591 541 114
C-1 Right Opening 5 40.50 32.50 541 541 108
C-1 Right Wall End 44.00 32.50 541 541
16
WoodWorks® ShearWalls LUBBESMEYER 2122 SHEAR.wsr Jun. 13, 2005
22:52:47
17
COMPANY PROJECT
Pacific Northwest Engeering LUBBESMEYER 2122
~~~~,~/I'1 ~~C® (253) 589-3265 F1
V Y lJ I~.J June 13, 2005 23:03:58
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 45.0 No
Load2 Live Full UDL 240.0 No
MAXIMUM RED
IONS (Ibs) and BEARING LENGTHS (in)
o'
~~-s° i
Dead 191 191
Live 900 900
Total 1091 1091
Bearin
:
g
LC number 2 2
Len th 1.0 1.0
Lumber-soft, D.Fir-L, No.2, 4x8"
Self Weight of 6.03 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 59 Fv' = 180 fv/Fv' = 0.30
Bending(+) fb = 801 Fb' = 1170 fb/Fb' = 0.68
Live Defl'n 0.10 = L/936 0.25 = L/360 0.38
Total Defl'n 0.13 = L/710 0.38 = L/240 0.34
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 lbs-ft
Shear LC# 2 = D+L, V = 1091, V design = 916 lbs
Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
LOADS: (Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 100.0 No
Load2 Live Full UDL 900.0 No
Load3 Dead Full UDL 255.0 No
Load4 Snow Full UDL 925.0 No
MAXIMUM RE/~
GT1C7N5 (IpS) and BEARING LENGTFIS (In)
0'
6'
Dead 1088 1088
Live 1856 1856
Total 2999 2949
B
i
ear
ng:
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 NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 101 Fv' = 207 fv/Fv' = 0.49
Bending(+) fb = 1062 Fb' = 1292 fb/Fb' = 0.85
Live Defl'n 0.05 = <L/999 0.20 = L/360 0.24
Total Defl'n 0.09 = L/784 0.30 = L/290 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 = 2188 lbs
Deflection: LC# 3 = D+.75(L+S) 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.
Pacific Northwest Engeering LUBBESMEYER 2122
WoodWorks® (253)589-3265 F2
June 13, 2005 23:04:11
SA£TWdR£ £OA WOt?b LF£57CN
Design Check Calculation Sheet
Sizer 2004
WoodW
spfmnaf
LOADS: (Ibs, psf, or plf )
COMPANY PROJECT
Pacific Northwest Engeering LUBBESMEYER 2122
o r ks® (253) 589-3265 F3
June 13, 2005 23:04:22
fpR Wbpp pFSILN
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 110.0 No
Load2 Live Full UDL 990.0 No
MAXIMUM RED
~GTIC7N5 (IbS) antl GEARING LENGTHS (In)
0'
6'
Dead 353 353
Live 1320 1320
Total 1673 1673
Bearin
g:
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-2oo~: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 58 Fv' = 180 fv/Fv' = 0.32
Bending(+) fb = 603 Fb' = 1080 fb/Fb' = 0.56
Live Defl'n 0.03 = <L/999 0.20 = L/360 0.17
Total Defl'n 0.05 = <L/999 0.30 = L/240 0.16
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.
WoodWorks~
SAFTWAI[E EO& W()6D DFS7G!J
COMPANY PROJECT
Pacific Northwest Engeering LUBBESMEYER 2122
(253)589-3265 F4
June 13, 2005 23:04:34
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load/ Dead Full UDL 100.0 No
Load2 Live Full UDL 400.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (inl
o'
11'
Dead 592 592
Live 2200 2200
Total 2792 2792
Bearin
g:
LC number 2 2
Len th 1.4 1.4
Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8x10-112"
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 Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 107 Fv' = 240 fv/Fv' = 0.45
Bending(+) fb = 1604 Fb' = 2400 fb/Fb' = 0.67
Live Defl'n 0.29 = L/543 0.37 = L/360 0.66
Total Defl'n 0.39 = L/387 0.55 = L/240 0.62
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 = 7677 lbs-ft
Shear LC# 2 = D+L, V = 2792, V design = 2397 lbs
Deflection: LC# 2 = D+L EI= 542.63e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live 5=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 NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
Pacific Northwest Engeering LUBBESMEYER 2122
WootlWo rks~ (253) 589-3265 F5
June 13, 2005 23:04:51
5077'WARf FOR WOOp pF.47C.!Y
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 80.0 No
Load2 Live Full UDL 320.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in-
o'
a'
Dead 351 351
Live 1280 1280
Total 1631 1631
B
i
ear
ng:
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 Desi n Value Anal sis/Desi n
Shear fv = 61 Fv' = 180 fv/Fv' = 0.34
Bending(+) fb = 784 Fb' = 1080 fb/Fb' = 0.73
Live Defl'n 0.08 = <L/999 0.27 = L/360 0.30
Total Defl'n 0.11 = L/852 0.40 = L/290 0.28
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 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.
WoodWorks® ShearWalls SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 2122 SHEAR.wsw WoodWorks® Shearwalls 2004 June 8, 2005 08:10:21
Level1 pf2 _ ___ ~ ____ ~
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WoodWorks®ShearWalls SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 2122 SHEAR.wsw Woodworks®Shearwalls 2004 June 8, 2005 08:10:21
Level2~f2 ---~---~ ---~- --~--- ~----- -~--- ~----~3s
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