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FROM :YELM SEWER DEPT.
~~ T~#~
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a ~
~~ tNOTQN
~' FAX N0. :360-458-8166 may. 31 2006 03:32PM P1
FAQ T`RANS~I~IISSI(aN
' CITY' OF YELM
P.0.13~J~ 479 -- 931 N~ R.OAD NE
YELM, WA 98597
~ 360-458-8411,
~°'~ I~AX 360-458-8146
F`A~#:
From.: ~/~N'c Y
DATE; ~ -~ 31- O ~,
RAGES: 1 ,Including this
Cover sheet
Subject: L-~o u S ~ ~'r NH c~/rq urc~ n,,~ }~ i ~ ~. ~a,.
COMMENTS: ,~, o T ) u t t~ -~ v r u w, i~-,v u m .~'~: S. ~` ,
C)7-C73o ~~J
** if you do not receive all copies cyr any copy is not iegiblE, please call (3E>n) 458-8411
as soon as possible.
NEW CONSTRUCTION
WATER INSPECTION
DATE:
DEVELOPMENT:
.I
LOT ~ ~~_
LOT # _L~_
LOT #
~oF THFp~ City of Yelm
.g;~;~
~ Community Development Department
~
Building Division
'~`"~~S~m- Phone: (360) 458-8407
YELM Fax: (360) 458-3144
Applicant:
Name: Landshapes NW, Inc.
Address: 1151E 112th Street City: Tacoma
Phone: 253.537.6370
State: WA Zip 98445
Property Information:
Site Address: 10701 Umatanum St. SE
Assessor Parcel No. 32660001400 Subdivision: Autumn Hill, phase II Lot: 14
Contractor Information:
Name: Landshapes NW Contact: Lubbesmeyer, John Phone: 253-537-6370
Address: 1151 East 112th Street City: Tacoma State: WA Zip: 98445
Contractor License No: LANDSN1965MT Expires: 08/13/06225 Business License: 1673.0
Project Information:
Project: Autumn Hill, phase II
Description of Work: 1830 sf SFR, Lot 14
Sq. Ft. per floor: (1st) 894 (2nd) 936 (3rd) 0 Garage 538 Basement 0
Heat Type (Electric, Gas, Other): GAS
Fees:
Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
Building Permit 100-500k 1,399.19 993.75 405.44 5.6000 72.4000 $1,000
Building Plan Review 591.15 0.00 0.00 0.0000 0.0000
Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 111.00 20.00 91.00 7.0000 13.0000 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 511.49 0.00 511.49 0.2160 2,368.0000 square foot
TOTAL FEES: $10,905.08
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. 1 also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and re trictions of record. If applying as a contractor, I futher certify that I am currently
registered in th to of W hmgf~ ~
Signature j ~~'''" ,*, Date ~° ;~~~
Firm ~ .~. w ~ ~ ~/I t.s
Permit No: BLD-05-0394-YL
Issue Date: 11/18/2005
(Work must be started within 180 days)
Receipt No: 39293
# Sets of Prints:
Final Inspection:
Date:
By:
,,
''
` ~ ,~ ~ ~~
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~~ ~ ~ ~~-~ w~~~ ~
01 ~ 1 ~_~; ~~ ~~~
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landchapec
111 C. 1151 East 112th Street -Tacoma, WA 98445
Office: 253 537-6370 - Fax: 253 537-9163
To Whom It May concern:
Infiltration as designed on the engineered plat shall be located in the rear yard of each lot.
1 Lubbesmeyer
President
..a. ..
(~ `~U U
t~
CITY O~ Y~L~n ,~ ~ ~
RESfDENT{AE ~DtLt?6N~ PER6VN'P APPLICATi~}N F®l21i~
II\\ \ ~
Project Address: V~ ( ~ ~ ~~~ Parcel #: ~~-~ ~ ~~~f>~
VV -,..
Subdivision: ~~~~~ ~,y~'t ~~~~ ~,..~'i ~ 9 Lot #: ~ t Zoning;
~,L~ New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign
^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other
Project Description/Sco(~pe of Wo^r~k: `_3~~,1i';~~\"~1~'~i t
Project Value: 6 ~'a..!_
ll ,,,, _ _ _
Building Area (sq. ft} 1ST Floor 2"d Floor_~l{~ Garage~~ Deck
Basement Carport Patio
# Bedrooms # Bathrooms ~ Heating: AS! THER or ELECTRIC (Circle One}
Are there any environmentally sensitive areas located on the parcel? _ I~ If yes, a
completed environmental checklist must accompany permit application.
. ti~~
p~ ?
~~
BUILDING OWNER NAME:
ADDRESS `'~~ ~~.:~- °~,.._j~y ~''"" EMAIL
CITY ~~$~')Y''a"'!~-i STATE_ZI ~4 ~~~~ TELEPHONE_¢_~~3 c'~~~ (;>~sl;
ARCHITECT/ENGINEER ~ J °`~ t ~6~:a ``~i;.-~~~, I~, r~°`'~ LICENSE #
ADDRESS ~'2" ~- ~,~~-`- EMAIL
CITY ~~~4C":~Y~'~ STATEZIP ~ ~ J'=~?~ TELEPHONE~~~fd.Ad';~5-~~:1~„
GENERAL GQMT_RACTOR ~ ~ (- ,:..`~ ~ i TELEPHONE ~" r &" " --' ~:~" {
ADDRESS ~) - ~~ ~ EMAIL
CITY ~~-~'.~ ~t~l'1 ~ STATE t^° ZIP ~-~~{; ~c'~ FAX'?' ;
CONTRACTOR'S LICENSE # t.~~~.~s~~l~ ~~I`j~EXP DATE CIT LICENSE #
PLUMBING CONTRACTOR -t;.`~J~ " ' Vi'i'` 'TELEPHONE~.,~~i "~~- °~a'
ADDRESS}~..~ ~'~~';~~ "~ ~~..,~) MAIL
CITY(,~~;p~~~-(F=Zi'8`l STATEZIP~"i`~~~3=r~, FAX
CONTRACTOR'S LICENSE # PRO~~~I~>G~BC,L;t EXP DATE CITY LICENSE #
Mtc;HANICHL40NTRACTOR t~Yll~~i~: ~16<~w#'-llf.IC'g TELEPHONE'~.~,~~>/~~I~~t-~i~f'u`:
ADDRESS ~+;~ ~~ ^- ~~t"~t F ~. ~. EMAIL -~
CITY``.,Q~Ai'~`V~~Y STATE ~- ZIP -~'~'` FAX `'~i:~~`~'?a~l'~-~~~~i-i
CONTRACTOR'S LICENSE #''?; d 1 "s ~' ~;~.. EXP DATE_Cl`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 accupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and 4he
City of Yelm.
Applicant's Signature ®ate
®wner /Contractor / ®wnar's agent f Contractor's Agent (Please circle orte.)
All permits are non-transferable ancJ wilt expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 'B8® days
105 Yelm Auenue West (360) 458-3835
f'O Box 479 (360) 458-3144 FAX
Yelm, WA 98597 www.ci.yelrn.wa.us
LET- ~~1 I!~~~JI ~1m~tnttir~
zooz w~. s~r~~~ ~~~~~~
Date:
Glazin:? area calculation: Heat system sizing calculation:
__ sf _ r~~~ sf = ~~, % `1~?~a`^~ x 20 =
~7®~ btu's '~
Window area _ Heated floor area = % of glazing i
Heated floor area x btu per sq. ft. = total system output
Refer to the table below to determine your compliance path. Divide the system output by the equipment efficiency rating to determine
the total Btu in ut allowed.
JOB TYPE:
~°N OCCUPANCY:
Si
l COMPLIANCE PATI-I: IJEAT SYSTEM SIZE:
`
,,[
ew
[ ]Remodel ,
ng
e Family
[ ]Multi-famil Prescri tive Ch. 6 (circle one)
I '°~II III ~ Btu input
~
y Efficienc ratin °
y g ~
/o
[ ]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 Lig11t
,~]
Nat. Gas [ ]Heat Pump [ ]Puget Sound Energy
[ ]Propane [ ]Radiant Heat System (baseboard, wall cadet [ ]Peninsula Power
[ ]Oil, wood [ ] Hydronics system ,~"®ther
[ ]Gas or Wood Stove
VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one)
Ventilation Opti on: [ ] A [ ] B ~,C [ ] D [ ] AAHX
System Size:cfm [ Intermittently operating [ ]Continuous operating
P RESCRIPTIVE REQUIREMENTS°'' FOR GROUP R OCCUPANCY
CLIMATE ZONE 1-ALL FUEL TYPES
Option Glazing
Area to Glazing`U-factor Door9
U-val'ae Celin ~
g Vaulted
3
ili ~~'all
~, 4'
UUall, mt, a
Wall, ext., 5
Floor
Slab
of floor- ce
ng: Above
grade below
:grade below.grade dna
grade
vertical Overhead
I: d"2?/o -0:35 0.`58 0:20 R-38 R-30 R-1'S R=15 R-1-0 R-30 R-I0
IT.' IS% 0.'40. 0:58 0:20 R-38 R-30 R-21 R-21 R-10 R-30 R-10
III. Unlittiited
Group R-3 0:40 -0.38 0:20 R-38 R-30 R=2T IZ-21 R-10 R-30 R-IO
Occupancy
Orily
* Refere nce Case
°. tvommal K-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 of the W.S.E.C.
2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings.
3. Requirement applicable to orily to single rafter orjoist vaulted ceilings.
4. Below grade walls shall be insulated either ou 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, manufacftured for its intended use, and installed according to manufacturer's specifications.
7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5 insulation.
9. Doors, including al fire doors, shall be assigned default U-factors from Table 10-6C.
10. Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or
equal to that value. Overhead glazing with a U-factor of U~.40 or less is not included in glazing area limitations.
1 1. Overhead glazing shall have U-factors determined in accordance with NF'RC 100 or as specified in Section 502.1.5.
12. Log and solid tinber walls with a minirnum average log thickness oY'3.5 inches are exempt from this insulation requirement.
~
E TN@p~ CITY OF
'~
~ YELM
P.O. Box 479
Yelm, WA 98597
z 360-458-8403
RECEIVED
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a-. \ -.
RECEIVED FROM DATE REC. NO.
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L:%T ~=~ ~_iii;GL`iARY.-
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a CITY OF
v
~ YELM
P.O. Box 479
Yelm, WA 98597
z 360-458-8403
RECEIVED
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RECEIVED FROM DATE REC. NO. AMOUNT
LA~~bSi:rzS NE i:v'~ 1_, ~ ~!c _q-,9~ ,~`r? ~?;~~',<
i1i ~ iivl ii .~J ~ '
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F Tea
o CITY OF
~
~ YELM
P.O. Box 479
Yelm, WA 98597
z 360-458-8403
RECEIPT No. 3 g 2 g~~
AMOUNT REF. NO;
RECEIPT No. 3 8 2 9 4
RECEIPT No. 3 9 2 9 5
REF. NO
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RECEIVED
u~ TH.,JS +ii ,~Y i7Uivllry_~•U i ~z'."i LYiit;J; ~+~rL...I;F;;1 t 6,' ~E23TS
RECEIVED FROM DATE REC. NO. AMOUNT
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REF. NO
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y y l 'J
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 No. 2
P. O. Box 476
Yelm, WA 98597
Attn: l;rling M. Birl:land
Ii+TITiGATI®Pi AGIPEENL1gNT
Reference N®: Autumn Hill, SUB-04-003b-YL, Yelm, WA
Grantor. 1. John Lubbesmeyer
La»dshapes Northwest, Inc.
1151 E. 112m Tacoma, WA 98445
Grartt~: l . Yelm Community Schools District No. ~
Legal 1Descriptlon: A 30-17-2E S2 NE NW SE LESS RD
!
Aauasoe's J'toperty Tats Pir°ce! Numbee/Aeconat Nuntbtt•: h~73~?Q~ 00 ~ ~ 7 ~ ~' / ~ ~l ~ ~h ~y
THIS MITIGATION AG1tEEMENT ("Agreemem") is trade this~~ m0{, , 2005,
between the YELM COMMUNITY SCHOOLS DISTRICT' NO. 2, Yelm, Washington (t a "District")
and Landshapes Norhtwest, Inc.. (the "Developer").
RECITALS
A. The Developer has submitted an application to Thurston County for the constructiorf of a
24 lot subdivision "Autumn Hill II" Yc1m, Wash. (the "Project"). The Project is located on property that
lies within District boundaries, more particularly described on Exhibit A, attached hereto and
incorporated herein by reference.
B. The State Environmental Policy Act, Chapter 43.21C RCW ("SEPA"), provides
processes and procedures whereby major actions by state and local agencies, including, but not Limited
to, plat or Pt1D approval or the issuance of building permits, may be reviewed to determine the nature
and extene of their impact on the environment. Impacts on public services, including schools, are
environmental impacts for the purposes of SEPA. SEPA requires the mitigation of adverse
environmental impacts.
C. The District's student population and gowth projections indicate that the Project wilt
have an impact on the I3istricg when cumulative impacts of other project are considered.
D. tZCiW 82.02.020 authorizes the District to enter into a voluntary agreement with the
Developer for payment to mitigate the impact of tht Aeveloper's Project..
E. Pursuant to Resolution Alo. 12-i 6-93-05, it is the policy! of the District to recotnrtsend chat
the direct impact of development be votuntarily mitigated by the payment of fees and/or other mitigation
measures where appropriate.
F. The Developer has agreed to mitigate, on a voluntary; basis, the adverse impact off the
Project on the District.
ac>zE~IwErIT
NO~I(, THEREFORE, in consideration of the above recitals and the mutual protnisas and
covenants below, the District and the Developer agree as follows:
1. The Developer acknowledges and agrees that there is at direct irnpaet on the District as a
result of the Developer's project and that this Agreement is necessary asI a result of that impact.
2. The Developer acknowledges and a~ees that in order to miti~te the direct impact of the
Project, the Developer has offered to pay the District the following sutra of money: Two Thousand Onc
Hundred Forty and no/100 Dollars (52140.00 for each lot in the subdiviision or the total sutra off Fifty Dne
Thousand Three Hundred Sia-ty and no/100 Dollars (551,360.170) (the 1'Mitigation Payment") for the ?4
lots of the -subdivision. The- amount referenced by this paragraph is subject to change pursuant to
paragraph 4 below. .
3. Any extension, renewal, modification or amendment Ito the Project that results in an
adjustment in the number of lots shall result in a corresponding pro fate 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/100 Dollars (52,140.00)] per dwelling unit or Fifty Qnc
Thousand Three Hundred Sixty and no/100 Dollars (551,3b0.00) for file 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 Five (S) years from the date of this Agreement, the arrlount due far mitigation, as stated
in paragraph 2 above, shat! be modified to the amount reflected in ~ the then most recent mitigation
agreement to which the Disnrice is a parry. A copy of such ageethent shall be made avaslable to
Developer upon request.
5. The District agrees to record this Agreement after it bast been executed by the patties.
6. The Developer acknowledges and agrees that the Miti~tion Payment is authorized to be
used for capital improvements to the following facilities: Southworth Elementary School, Mill Pond
Intermediate School, Yelm Middle School, and/or Yelm High School and/or any other facilities that shay
be affected by the Project mndlor the purchase of portable facilities and/or school buses.
7. The Developer agrees that the District has Svc (S) yeat§ from the payment date to spend
the Mitigation Payrttent for the capital improvements or expenditures Ideseribed its paragraph 6. Zn the
event that the Mitigation Payment is not expended within those flue years, the moneys will be refunded
with interest at the rate applied to judgments to the property owners~of t+ecord at the time of refund;
however, if Elie Mitigation Payment is not expended within five years due to delay which is attributable
to the Developer, the Payment shall be refunded without interest.
8. The Developer waives and relinquishes its right to protest or challenge the payment of
the Mitigation Payment pursuant to this Ageement and hereby covenants and undertakes that it forever
refrains and desists from instituting, asserting, Sling or bringing any lawsuit, litigation, claim, oc
challenge or proceeding to challenge this Agreement, claim any repayment or reimbussemenr of funds,
performance or improvemenu provided for therein, or any of its terms and conditions, on any ground or
basis whatsoever.
9. The District hereby waives any objection to the Project as presently proposed.
I0. The District and the Developer agree that the Mitigation Payment will be full and
complete mitigation rot the impact of the Project as presently proposed ®n the District.
11. This Agreement shat! be binding upon and inure to thk benefit of the heirs, executors,
administrators, successors, and assigns of both of the Developer and theiDistrict.
12. if an action must be brought to ertfoeee the terms of this Agreement, such action shall be
brought in Thurston County Superior Court. T'he prevailing party shall be entitled to payataent of its costs
and reasonable areorneys' fees.
13. This Agreement constitutes the entire agreement betlHreen the parties and any other
agreement either written or oral shall be null and void. .
EXHIRTf A
- LEGAL DESCRIPTION
ID83~
Location~A9~ Vancil Rd.. Yehn. WA
Section 30 Township 17N Range 2E
Land Area 5.94 acres
Tax Parcel Number. ~~~ x.-130 ( 3d7 Up
Description: Subdivision of S 94 acres int sinele family bu6ldin¢_lots ..
YELM COIvIMUNITY SCHOOLS DISTRICT N . 2 /fi
By: Alan Burke
lts Superintettdeni
STATE OF WASHINGTON )
)SS
COUNTY QF THURSTON )
I certify that I know or have satisfactory evidence that ADan Burke is the person who appeared
before me, and said person acknowledged that he signed this instrurr-ent, on oath stated that he ~~as
.authorized to execute the instrument and acknowledged it as the Superintenderrt of the Yelm Coanmunity
Schools District No. 2 to be the free and voluntary act of such party for the uses and purposes mentioned
in the inserutnent< .G I
GNEN under any hand and official seal this ""'day of ~ ?pps
r 4 ~~~~Cy' ''y O L1 m and for the State of
~ , -°°~~'~ ~ ington, residing at
O~e .• ~,
y* ~ ~Ys A9y Commission Expires
~'i~ :2: --~L~=-
STATE 4~P WAS1~Ih1CiTOIV )
)SS
COtl~tTY ®~ T~URST~N )
John Lubbesrn~yer
Its ~~~~
I certify that I know or have satisfactory evidence thag Johni Lubbesmeyer is the person who
appeal before mc, and said person acknowledged that he signed this;instrument, on oath stated that he
was authorized to execute the itestrument and aCl:p-owledget9 it as tine appt[cant for this subdivision to be
the free atad voluntary act of such party for the uses and purposes mentioned in the instrument.
GIOIEAI under my hand and oflticiat seat this day of ~ o° 205
'"`~ T ~
~` • ~ _ $;q '~~ N to ar~d for the Mate of
~ • ,~-~°;p~N ~ ''-•~'tr~~y ngiou, t~siding at
'', ivly Commission Expires: /~ ) ~ -®~
~:~ ®tt~~" "":
.~
a~~r~4~G ~~a
~ r. „ .
a~! ' ~ P
~s'~~a
~~
TOTAL P.05
... .. ~..
.___
I REGISTERED AS PROVIDED BY LAW AS
CONST CONT GENERAL,
REGIST. # EXP. DATE
CCOl LANDSNI965MT 08/13/2006
EFFECTIVE DATE 08/13/20Q4
LANDSHAPES NORTHWEST.,;INC _.
1151 EAST 112TH STREET
TACOMA;WA, 9844.5
Signature
Issued by DEPARTMENT OF LABOR ANll INDUSTRIES J
F625-052-000 {8/97)
Please ~®ve
l~r~d ~i~~
ydenti7`ieatiO~I
hard ~ef~re
Placll~~ In
~lll~®ld
r----- Detach ;1nd Display Certificate ~
ENGINEERING ANALYSIS
FOR: LUBBESMEYER CONSTRUCTION
SITE: 10701 UMTANUM STREET SE
YELM, WA 98597
ORIGINAL STAMP
MUST BE RED
TO BE VALID
~, q ~ ~,~.
d ~ °'° a'
.vim, °i ~. ~ ,
ff-- = k ,.,, ~ _.
setzr ontE PLAN NUMBER:
PACIFIC NORTH WEST
-
~
¢a x;as 8
ENGINEERING INC. F
5
~
i$im Q g~ ~ e~;y
~o
4-28-2005 LUBBESMEYER 1830 ~ 0
1928109th Si.5W.5uite 8: Lakswaatl,WA 98199
Yhons / Fu (253)589-3265 444
444
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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 Engineering: 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 (psf) 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 (psfl 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
WOOdWOt'CS®Sh@arwallS SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 180 SHEAR.wsw Woodworks®Shearwalls 2004 June 2, 2005 15:57:15
Levei 1 of 2
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LUBBESh1ElTR 1830 SHEAR.wsw Woodworks®Shearwalls 2004 June 2, 2005 1 5:57:15
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WoodWorks® ShearWalls SOFTWARE FOR WOOD DESIGN
Woodworks®Shearwalls 2004
LUBBESMEYER 1830 SHEAR.wsr
Project Information
COMPANY AND PROJECT INFORMATION
Com an Project
Pacific Northwest Engineering Inc. LUBBESMEYER 1830
4928 109th St SW
Lakewood WA 98499
(253) 589-3265
DESIGN SETTINGS
Aug. 2, 2005 14:18:35
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 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 proce dure
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 S1:0.48og Ss:1.30og
- - - Fundamental Period E-W N-S
Site Location: - T Used 0.180s 0.180s
- Approximate Ta 0.180s 0.180s
- Maximum T 0.216s 0.216s
Response Factor R 6.50 6.50
WoodWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Structural Data
STORY INFORMATION
Story Floor/Ceiling Wall
Elev ft De th in Hei ht ft
Ceiling 21.50 10. 0
Level2 12.67 10.0 8.00
Level1 2.83 10.0 9.00
Foundation 2.00
BLOCK and ROOF INFORMATION
Block
Dimensions ft
Face
T e Roof Panels
Sloe
Overhan ft
BIOCk1 2 Story N-S Ridge
Location X,Y = -0.50 12.00 North xip 30.0 0.88
Extent X,Y = 29.50 37.50 South xip 30.0 0.88
Ridge X Location, Offset 14 .25 0.00 East side 26.9 1.00
Rid a Elevation, Hei ht 29.00 7.50 West side 26.9 1.00
BIOCk 2 1 Story N-S Ridge
Location X,Y = -0 .50 -2.00 North Joined 90.0 1.00
Extent X,Y = 23.00 14.00 South xip 30.0 0.54
Ridge X Location, Offset li . 00 0.00 East side 17 .3 1.00
Rid a Elevation, Hei ht 16.16 3.49 West Side 17.3 1.00
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
MATERIALS by WALL GROUP
Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply
Gr Surf Material Thick Orient Size T e Ed Fld Blk S ecies G S c Notes
1 Ext SS incl. OSB 7/16 Vert 8d Nail 4 8 yes Hem-Fir 0.43 16 1,3
2 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3
rvvies:
1. Capacity has been reduced according to IBC specific gravity adjustment.
3. Shear capacity for current design has been increased to the value for 1 x/32"sheathing with same nailing because stud spacing is 16"max. or
panel orientation is horizontal.
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
SHEARLINE. WALL and OPENING DIMENSIONS
North-South Type Wali 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 2 0.00 12.00 48.00 36.00 29.50 8.00
wall 1-1 Seg 2 0.00 12.00 48.00 36.00 29.50
Opening 1 28.50 31.50 3.00 7.00
Opening 2 39.00 42.50 3.50 7.00
Level 1
Line 1, Level 1 Seg 2 -0.50 -2.00 98.00 50.00 39.50 9.00
Wall 1-2 Seg 2 -0.50 12.00 98.00 36.00 25.50
Opening 1 25.00 30.00 5.00 7.00
Opening 2 35.00 40.50 5.50 7.00
Wall 1-1 Seg 2 -0.50 -2.00 12.00 19.00 14.00
Line 2
Level 1
Line 2, Level 1 NSW 18.00 48.00 49.50 1.50 0.00 9.00
Wall 2-1 NSW 18.00 48.00 49.50 1.50 0.00
Line 3
Level 2
Line 3, Level 2 NSW 22.50 -2.00 16.00 18.00 0.00 8.00
Wall 3-1 NSW 22.50 12.00 16.00 4.00 4.00
Level 1
Line 3, Level 1 Seg 2 22.50 -2.00 49.50 51.50 14.00 9.00
Wall 3-1 Seg 2 22.50 -2.00 12.00 14.00 14.00
Line 4
Level 2
Line 4, Level 2 Seg 2 29.00 16.00 48.00 32.00 32.00 6.00
wall 4-1 Seg 2 29.00 16.00 98.00 32.00 32.00
Level 1
Line 4, Level 1 Seg 2 29.00 12.00 49.50 37.50 33.50 9.00
Wall 4-1 Seg 2 29.00 12.00 49.50 37.50 33.50
Opening 1 31.50 35.50 4.00 7.00
East-West Type Wall Location Extent [ft] Length FHS Height
Shearlines Grou s Y ft Start End ft ft ft
Line A
Level 1
Line A, Level 1 Seg 1 -2.00 -0.50 22.50 23.00 7.00 9.00
Wall A-1 Seg 1 -2.00 -0.50 22.50 23.00 7.00
Opening 1 3.00 19.00 16.00 7.00
Line B
Level 2
Line B, Level 2 Seg 2 12.00 0.00 22.50 22.50 12.50 8.00
Wall B-1 Seg 2 12.00 0.00 22.50 22.50 12.50
Opening 1 3.00 8.00 5.00 7.00
Opening 2 15.00 20.00 5.00 7.00
Wall B-2 NSW 16.00 22.50 29.00 6.50 0.00
Opening 1 24.00 28.00 9.00 7.00
Level 1
Line B, Level 1 NSW 12.00 0.00 29.00 29.00 0.00 9.00
Wall B-1 NSW 12.00 22.50 29.00 6.50 0.00
Opening 1 29.00 28.00 4.00 7.00
Line C
Level 1
Line C, Level 1 Seg 2 22.00 -0.50 29.00 29.50 10.50 9.00
Wall C-1 Seg 2 22.00 -0.50 10.00 10.50 10.50
Line D
Level 2
Line D, Level 2 Seg 2 48.00 0.00 29.00 29.00 23.50 6.00
Wall D-1 Seg 2 48.00 0.00 29.00 29.00 23.50
Opening 1 19.00 24.50 5.50 7.00
Level 1
Line D, Level 1 Seg 1 48.56 -0.50 29.00 29.50 13.00 9.00
Wall D-1 Seg 1 48.00 -0.50 18.00 18.50 7.00
Opening 1 3.50 8.50 5.00 7.00
Opening 2 11.50 17.50 6.00 7.00
Wall D-2 Seg 1 49.50 18.00 29.00 11.00 6.00
Opening 1 21.00 26.00 5.00 7.00
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Loads
WIND SHEAR LOADS
Level2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [Ibs,pif,psf] Ht
Case Dir Dir Start End Start End ft
Block 1 W W->E Wind Line 11.12 12.00 0.0 0.5
Block 1 W W->E Wind Line 12.00 24.99 32.5 40.1
Block 1 W W->E Wind Line 24.99 36.51 40.1
Block 1 W W->E Wind Line 36.51 48.00 40.1 33.4
Block 1 W W->E Wind Line 98.00 50.38 1.9 0.0
Block 1 E W->E Lee Line 11.12 12.00 0.0 2.7
Block 1 E W->E Lee Line 12.00 16.00 24.3 36.6
Block 1 E W->E Lee Line 16.00 24.99 36.6 64.3
Block 1 E W->E Lee Line 24.99 36.51 64.3
Block 1 E W->E Lee Line 36.51 48.00 64.3 28.9
Block 1 E W->E Lee Line 48.00 50.38 7.3 0.0
Block 1 W E->W Lee Line 11.12 12.00 0.0 2.7
Block 1 W E->W Lee Line 12.00 24.99 24.3 64.3
Block 1 W E->W Lee Line 24.99 36.51 64.3
Block 1 W E->W Lee Line 36.51 48.00 69.3 28.9
Block 1 W E->W Lee Line 48.00 50.38 7.3 0.0
Block 1 E E->W Wind Line 11.12 12.00 0.0 0.5
Block 1 E E->W Wind Line 12.00 16.00 32.5 34.8
Block 1 E E->W Wind Line 16.00 24.99 34.8 40.1
Block 1 E E->W Wind Line 24.99 36.51 40.1
Block 1 E E->W Wind Line 36.51 48.00 40.1 33.4
Block 1 E E->W Wind Line 98.00 50.38 1.4 0.0
Block 1 S S->N Wind Line -1.50 0.00 0.0 1.4
Block 1 S S->N Wind Line 0.00 14.25 33.4 46.3
Block 1 S S->N Wind Line 14.25 22.50 46.3 38.8
Block 1 S S->N Wind Line 22.50 29.00 38.8 32.9
Block 1 S S->N Wind Line 29.00 30.00 0.9 0.0
Block 1 N S->N Lee Line -1.50 0.00 0.0 4.1
Block 1 N S->N Lee Line 0.00 14.25 23.3 62.0
Block 1 N S->N Lee Line 14.25 29.00 62.0 21.9
Block 1 N S->N Lee Line 29.00 30.00 2.7 0.0
Block 1 S N->S Lee Line -1.50 0.00 0.0 9.1
Block 1 S N->S Lee Line 0.00 14.25 23.3 62.0
Block 1 S N->S Lee Line 14.25 22.50 62.0 39.6
Block 1 S N->S Lee Line 22.50 29.00 39.6 21.9
Block 1 S N->S Lee Line 29.00 30.00 2.7 0.0
Block 1 N N->S Wind Line -1.50 0.00 0.0 1.4
Block 1 N N->S Wind Line 0.00 14.25 33.4 46.3
Block 1 N N->S Wind Line 14.25 29.00 46.3 32.9
Block 1 N N->S Wind Line 29.00 30.00 0.9 0.0
Level1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht
Case Dir Dir Start End Start End ft
Accum. W W->E Wind Line 12.00 48.00 57.6
Accum. E W->E Lee Line 12.00 99.50 91.6
Accum. W E->W Lee Line 12.00 48.00 41.6
Accum. E E->W Wind Line 12.00 49.50 57.6
Accum. S S->N Wind Line 22.50 23.52 58.1 57.6
Accum. S N->S Lee Line 22.50 23.52 38.5 37.1
Block 1 W W->E Wind Point 12.00 12.00 1583
Block 1 W W->E Wind Line 48.00 49.50 57.6
Block 1 W E->W Lee Line 48.00 49.50 91.6
Block 1 E E->W Wind Point 12.00 12.00 1583
Block 1 N S->N Lee Line -0.50 18.00 37.1
Block 1 N S->N Lee Line 18.00 29.00 37.1
Block 1 N N->S Wind Line -0.50 18.00 57.6
Block 1 N N->S Wind Line 18.00 29.00 57.6
Block 2 W W->E Wind Line -2.53 -2.00 0.0 -1.5
Block 2 W W->E Wind Line -2.00 4.05 31.3 14.1
Block 2 W W->E Wind Line 4.05 12.00 14.1
Block 2 E W->E Lee Line -2.53 -2.00 0.0 1.3
Block 2 E W->E Lee Line -2.00 4.05 16.5 31.5
Block 2 E W->E Lee Line 4.05 12.00 31.5
Block 2 W E->W Lee Line -2.53 -2.00 0.0 1.3
WoodWorks® Shea1'1Nalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
WIND SHEAR LOADS (continued)
Block 2 W E->W Lee Line -2.00 4.05 16.5 31.5
Block 2 W E->W Lee Line 4.05 12.00 31.5
Block 2 E E->W Wind Line -2.53 -2.00 0.0 -1.5
Block 2 E E->W Wind Line -2.00 4.05 31.3 14.1
Block 2 E E->W Wind Line 4.05 12.00 14.1
Block 2 S S->N Wind Line -1.52 -0.50 0.0 0.5
Block 2 S S->N Wind Line -0.50 11.00 33.2 38.6
Block 2 S S->N Wind Line 11.00 22.50 38.6 33.2
Block 2 S S->N Wind Line 23.52 29.00 57.6
Block 2 S N->S Lee Line -1.52 -0.50 0.0 1.4
Block 2 S N->S Lee Line -0.50 11.00 21.9 38.0
Block 2 S N->S Lee Line 11.00 22.50 38.0 21.9
Block 2 S N->S Lee Line 23.52 29.00 37.1
s
WoodWorks® ShearWalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
WIND C&C LOADS
Block Building
Face Level Magnitude [pst]
Interior End Zone
Block 1 West 2 14.1 17.4
Block 1 East 2 14.1 17.9
Block 1 South 2 14.1 17.9
Block 1 North 2 14.1 17.9
Block 1 West 1 14.1 17.4
Block 1 East 1 14.1 17.4
Block 1 South 1 14.1 17.4
Block 1 North 1 14.1 17.4
Block 2 West 1 14.1 17.9
Block 2 East 1 14.1 17.4
Block 2 South 1 14.1 17.4
WoodWorks® Shearwalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
BUILDING MASSES
Level 2
Force Building
Dir Element
E->W Roof
E->W Roof
N->S Roof
N->S Roof
All Wall 1-1
All Wall 3-1
All Wall 4-1
All Wall B-1
All Wall B-2
All Wall D-1
Level 1
Force Building
Dir Element
E->W Roof
E->W Roof
E->W Floor D1
E->W Floor D2
E->W Floor D3
E->W Floor D1
E->W Floor D2
E->W Floor D3
N->S Roof
N->S Roof
N->S Floor Dl
N->S Floor D2
N->S Floor D3
N->S Floor D1
N->S Floor D2
N->S Floor D3
All Wall 1-1
All Wall 1-2
All Wall 2-1
All wall 3-1
All Wall 4-1
All Wall A-1
All Wall B-1
All Wall D-1
All Wall D-2
Block Shear Profile
Line
Block 1 1 Line
Block 1 4 Line
Block 1 B Line
Block 1 Line
n/a Line
n/a 3 Line
n/a 9 Line
n/a B Line
n/a Line
n/a D Line
Block Shear Profile
Line
Block 2 1 Line
Block 2 3 Line
n/a 1 Line
n/a 1 Line
n/a 2 Line
n/a 3 Line
n/a 4 Line
n/a 4 Line
Block 2 A Line
Block 2 B Line
n/a A Line
n/a A Line
n/a B Line
n/a D Line
n/a Line
n/a Line
n/a 1 Line
n/a 1 Line
n/a 2 Line
n/a 3 Line
n/a 4 Line
n/a A Line
n/a B Line
n/a D Line
n/a Line
Location [ft]
Start End
11.12 50.38
11.12 50.38
-1.50 30.00
-1.50 30.00
12.00 48.00
12.00 16.00
16.00 48.00
0.00 22.50
22.50 29.00
0.00 29.00
Locatio n [ft]
Start End
-3.00 12.59
-3.00 12.59
-2.00 12.00
12.00 48.00
48.00 49.50
-2.00 12.00
12.00 48.00
98.00 49.50
-1.50 23.50
-1.50 23.50
-0.50 18.00
18.00 22.50
22.50 29.00
-0.50 18.00
18.00 22.50
22.50 29.00
-2.00 12.00
12.00 48.00
48.00 49.50
-2.00 12.00
12.00 49.50
-0.50 22.50
22.50 29.00
-0.50 18.00
18.00 29.00
Magnitude
[Ibs,plf,psf]
Start End
157.5 157.5
157.5 157.5
196.3 196.3
196.3 196.3
80.0 80.0
80.0 80.0
80.0 80.0
80.0 80.0
80.0 80.0
80.0 80.0
Magnitude
[Ibs,plf,psf]
Start End
125.0 125.0
125.0 125.0
115.0 115.0
147.5 147.5
55.0 55.0
115.0 115.0
147.5 147.5
55.0 55.0
75.4 75.4
80.0 80.0
250.0 250.0
257.5 257.5
187.5 187.5
250.0 250.0
257.5 257.5
187.5 187.5
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
90.0 90.0
Trib
Width '~
Width
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
SEISMIC LOADS
Level 2
Force
Dir
E->W
E->W
E->W
E->W
E->W
E->W
E->W
N->S
N->S
N->S
N->S
N->S
N->S
Force
Dir
E->W
E->W
E->W
E->W
E->W
E->W
E->W
E->W
E->W
E->W
E->W
E->W
N->S
N->S
N->S
N->S
N->S
N->S
N->S
N->S
N->S
N->S
Profile
Line
Point
Line
Point
Line
Point
Line
Line
Point
Line
Line
Point
Line
Profile
Line
Point
Line
Point
Point
Line
Line
Point
Line
Point
Line
Point
Line
Point
Line
Point
Line
Line
Point
Line
Line
Point
Location [ft]
Start End
11.12 12.00
12.00 12.00
12.00 16.00
16.00 16.00
16.00 48.00
48.00 48.00
48.00 50.38
-1.50 0.00
0.00 0.00
0.00 22.50
22.50 29.00
29.00 29.00
29.00 30.00
Location [ft]
Start End
-3.00 -2.00
-2.00 -2.00
-2.00 12.00
12.00 12.00
12.00 12.00
12.00 12.59
12.59 16.00
16.00 16.00
16.00 98.00
48.00 98.00
48.00 49.50
99.50 49.50
-1.50 -0.50
-0.50 -0.50
-0.50 0.00
0.00 0.00
0.00 18.00
18.00 22.50
22.50 22.50
22.50 23.50
23.50 29.00
29.00 29.00
by the user or generated by program are
Mag [Ibs,plf,psf]
Start End
58.8 58.8
168 168
66.3 66.3
99 49
73.8 73.8
217 217
58.8 58.6
73.3 73.3
269 269
88.3 88.3
88.3 88.3
239 239
73.3 73.3
Mag [Ibs,plf,psf]
Start End
24.6 24.6
102 102
56.1 56.1
1094 1094
89 89
66.9 66.4
41.8 41.8
26 26
45.8 45.8
196 196
9.8 9.8
49 49
7.4 7.4
221 221
65.5 65.5
142 192
73.3 73.3
74.8 74.8
62 62
38.2 38.2
30.8 30.8
292 292
reliability/redundancy factor to seismic loads before distributing them to the shearlines.
The program will apply a load factor of 0.70 and
9
WoodWorks®ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force [plt] Allowable Shear [plt] Crit.
Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
Line 1
Level 2
Lnl, Lev2 2 Both 1200 33.3 90.7 339 1.00 S 339 9986 0.12
Level 1
Lnl, Levl 2 S->N 2039 90.8 51.6 339 1.00 S 339 13372 0.15
2 N->S 2207 44.1 55.9 339 1.00 S 339 13372 0.17
Wall 1-2 2 S->N 1317 40.8 51.6 339 1.00 339 8632 0.15
2 N->S 1925 44.1 55.9 339 1.00 339 8632 0.17
Wall 1-1 2 S->N 723 40.8 51.6 339 1.00 339 4739 0.15
2 N->S 782 44.1 55.9 339 1.00 339 4739 0.17
Line 3
Ln3, Levl 2 S->N 1198 22.3 82.0 339 1.00 S 339 4739 0.24
2 N->S 1315 25.5 93.9 339 1.00 S 339 9739 0.28
Line 4
Level 2
Ln4, Lev2 2 Both 1184 37.0 37.0 339 1.00 S 339 10633 0.11
Level 1
Ln4, Levl 2 Both 1492 39.8 44.5 339 1.00 S 339 11340 0.13
East-West W For Shear Force [pit] Allowable Shear [plt] Crit.
Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
Line A
Level 1
LnA, Levl 1 Both 1324 57.6 189.2 495 1.00 S 495 3463 0.38
Line B
Level 2
LnB, Lev2 2 Both 1583 70.4 126.6 339 1.00 S 339 4232 0.37
Line C
Level 1
LnC, Levl 2 Both 3212 108.9 305.9 339 1.00 S 339 3554 0.90
Line D
Level 2
LnD, Lev2 2 Both 1636 56.4 69.6 339 1.00 S 339 7955 0.21
Level 1
LnD, Levl 1 Both 3047 103.3 234.4 495 1.00 S 495 6432 0.47
Wall D-1 1 Both 1641 103.3 234.4 495 1.00 495 3463 0.47
Wall D-2 1 Both 1406 103.3 239.4 495 1.00 495 2969 0.47
~- ~neauuny ~.omouiaoon: ,y- .yaa capac~ues; ~- ~rrongesr onry; x- strongest or nv~ce weaKest.
10
WoodWorks® Shearwalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
DRAGSTRUT AND HOLDDOWNFORCES
Level 1
Line- Position on Wall Locatio n [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 -0.50 -2.00 503 503
1-1 Right Wall End -0.50 12.00 1331 1331
1-2 Left Opening 1 -0.50 25.00 503 503 317
Line 1 Vert. Element 0.00 28.50 325 325
1-2 Right Opening 1 -0.50 30.00 503 503 96
Line 1 Vert. Element 0.00 31.50 325 325
1-2 Left Opening 2 -0.50 35.00 503 503 155
Line 1 Vert. Element 0.00 39.00 325 325
1-2 Right Opening 2 -0.50 40.50 503 503 88
Line 1 Vert. Element 0.00 42.50 325 325
1-2 Right Wall End -0.50 98.00 828 828
Line 3
3-1 Left Wall End 22.50 -2.00 846 846
3-1 Right Wall End 22.50 12.00 846 846 958
Line 4
4-1 Left Wall End 29.00 12.00 401 401
Line 4 Vert. Element 29.00 16.00 296 296
4-1 Left Opening 1 29.00 31.50 401 401 93
4-1 Right Opening 1 29.00 35.50 401 901 67
Line 9 Vert. Element 29.00 48.00 296 296
4-1 Right Wall End 29.00 49.50 401 401
Line A
A-1 Left Wall End -0.50 -2.00 1703 1703
A-1 Left Opening 1 3.00 -2.00 1703 1703 461
A-1 Right Opening 1 19.00 -2.00 1703 1703 461
A-1 Right Wall End 22.50 -2.00 1703 1703
Line B
Line B Vert. Element 0.00 12.00 1013 1013
Line B Vert. Element 3.00 12.00 1013 1013
Line B Vert. Element 8.00 12.00 1013 1013
Line B Vert. Element 15.00 12.00 1013 1013
Line B Vert. Element 20.00 12.00 1013 1013
Line B Vert. Element 22.50 12.00 1013 1013
Line C
C-1 Left Wall End -0.50 22.00 2754 2754
C-1 Right Wall End 10.00 22.00 2754 2754 2069
Line D
D-1 Left Wall End -0.50 48.00 2109 2109
Line D Vert. Element 0.00 48.00 557 557
D-1 Left Opening 1 3.50 48.00 2109 2109 524
D-1 Right Opening 1 8.50 48.00 2109 2109 8
D-1 Left Opening 2 11.50 98.00 2109 2109 901
D-2 Left Wall End 18.00 99.50 2109 2109
Line D Vert. Element 19.00 98.00 557 557
D-2 Left Opening 1 21.00 49.50 2109 2109 123
Line D Vert. Element 24.50 48.00 557 557
D-2 Right Opening 1 26.00 49.50 2109 2109 393
D-2 Right Wall End 29.00 49.50 2666 2666
Level 2
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 12.00 325 325
1-1 Left Opening 1 0.00 28.50 325 325 121
1-1 Right Opening 1 0.00 31.50 325 325 21
1-1 Left Opening 2 0.00 39.00 325 325 76
1-1 Right Opening 2 0.00 42.50 325 325 40
1-1 Right Wall End 0.00 48.00 325 325
Line 4
4-1 Left Wall End 29.00 16.00 296 296
4-1 Right Wall End 29.00 48.00 296 296
Line B
B-1 Left Wall End 0.00 12.00 1013 1013
B-1 Left Opening 1 3.00 12.00 1013 1013 169
B-1 Right Opening 1 8.00 12.00 1013 1013 183
B-1 Left Opening 2 15.00 12.00 1013 1013 211
B-1 Right Opening 2 20.00 12.00 1013 1013 141
B-1 Ri ht Wall End 22.50 12.00 1013 1013
11
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
DRAGSTRUT AND NOLDDOWN FORCES (flexible wind design, continued)
Line D
D-1 Left Wall End 0.00 98.00 557 557
D-1 Left Opening 1 19.00 98.00 557 557 251
D-1 Right Opening 1 24.50 48.00 557 557 59
D-1 Right Wall End 29.00 48.00 557 557
Dead load contribution to combined force is factored by 1.00/oad combination factor
12
WoodWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Wind Suction Design
COMPONENTS AND CLADDING by SHEARLINE
North-South Sheathing [psf] 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 2 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00
2 2 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
3 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
4 1 2 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
East-West Sheathing [psf] 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 1 1 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00
B 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 2 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00
D 1 1 17.9 98.0 0.36 15 13 68 0.23 0.18 1.00 1.00
2 2 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
13
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area
Mass Ibs s .ft Story Shear [Ibs]
E-W N-S Shear Ratio Rmax
E-W N-S Reliability Factor p
E-W N-S
Level2 17407 1018 3252 3252 0.385 0.173 0.37 -1.62
Levell 26641 1401 2621 2621 0.340 0.124 0.43 -2.30
Structure 44048 - 5873 5873 - - 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 [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 1
Level 2
Lnl, Lev2 2 Both 1.0 1.0 1161 32.3 39.4 242 1.00 S 242 7133 0.16
Level 1
Lnl, Levl 2 Both 1.0 1.0 2007 40.1 50.8 242 1.00 S 292 9551 0.21
Wall 1-2 2 Both 1.0 1.0 1295 40.1 50.8 242 1.00 242 6166 0.21
Wall 1-1 2 Both 1.0 1.0 711 40.1 50.8 242 1.00 242 3385 0.21
Line 3
Ln3, Levl 2 Both 1.0 1.0 715 13.9 51.1 242 1.00 S 242 3385 0.21
Line 4
Level 2
Ln9, Lev2 2 Both 1.0 1.0 1115 34.8 34.8 242 1.00 S 242 7738 0.14
Level 1
Ln4, Levl 2 Both 1.0 1.0 1390 37.1 41.5 242 1.00 S 242 8100 0.17
East-West W For H/W 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 1
LnA, Levl 1 Both 1.0 .78 894 38.9 127.7 275 1.00 S 275 1924 0.46
Line B
Level 2
LnB, Lev2 2 Both 1.0 .63 1094 48.6 87.5 151 1.00 S 151 2614 0.58
Line C
Level 1
LnC, Levl 2 Both 1.0 1.0 1336 45.3 127.3 242 1.00 S 242 2539 0.53
Line D
Level 2
LnD, Lev2 2 Both 1.0 1.0 1182 40.8 50.3 292 1.00 S 242 5682 0.21
Level 1
LnD, Levl 1 Both 1.0 .67 1768 59.9 136.0 236 1.00 S 236 3377 0.58
Wall D-1 1 Both 1.0 .67 952 59.9 136.0 236 1.00 236 1963 0.58
Wall D-2 1 Both 1.0 .67 816 59.9 136.0 236 1.00 236 1419 0.58
C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest.
14
WoodWorks® Shearwalls
DRAGSTRUT AND HOLDDOWN FORCES
LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
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
1-1 Left Wall End -0.50 -2.00 457 457
1-1 Right Wall End -0.50 12.00 1229 1229
1-2 Left Opening 1 -0.50 25.00 457 457 288
Line 1 Vert. Element 0.00 28.50 315 315
1-2 Right Opening 1 -0.50 30.00 457 457 87
Line 1 Vert. Element 0.00 31.50 315 315
1-2 Left Opening 2 -0.50 35.00 457 957 141
Line 1 Vert. Element 0.00 39.00 315 315
1-2 Right Opening 2 -0.50 90.50 457 457 80
Line 1 Vert. Element 0.00 92.50 315 315
1-2 Right Wall End -0.50 48.00 772 772
Line 3
3-1 Left Wall End 22.50 -2.00 460 460
3-1 Right Wall End 22.50 12.00 460 460 521
Line 4
4-1 Left Wall End 29.00 12.00 373 373
Line 4 Vert. Element 29.00 16.00 279 279
4-1 Left Opening 1 29.00 31.50 373 373 86
4-1 Right Opening 1 29.00 35.50 373 373 62
Line 9 Vert. Element 29.00 98.00 279 279
4-1 Right Wall End 29.00 49.50 373 373
Line A
A-1 Left Wall End -0.50 -2.00 1150 1150
A-1 Left Opening 1 3.00 -2.00 1150 1150 311
A-1 Right Opening 1 19.00 -2.00 1150 1150 311
A-1 Right Wall End 22.50 -2.00 1150 1150
Line B
Line B Vert. Element 0.00 12.00 700 700
Line B Vert. Element 3.00 12.00 700 700
Line B Vert. Element 8.00 12.00 700 700
Line B Vert. Element 15.00 12.00 700 700
Line B Vert. Element 20.00 12.00 700 700
Line B Vert. Element 22.50 12.00 700 700
Line C
C-1 Left Wall End -0.50 22.00 1196 1146
C-1 Right Wall End 10.00 22.00 1146 1146 861
Line D
D-1 Left Wall End -0.50 48.00 1229 1224
Line D Vert. Element 0.00 48.00 402 402
D-1 Left Opening 1 3.50 48.00 1224 1224 304
D-1 Right Opening 1 8.50 48.00 1224 1224 5
D-1 Left Opening 2 11.50 48.00 1224 1224 233
D-2 Left Wall End 18.00 49.50 1224 1224
Line D Vert. Element 19.00 48.00 402 402
D-2 Left Opening 1 21.00 49.50 1224 1224 71
Line D Vert. Element 24.50 48.00 402 902
D-2 Right Opening 1 26.00 49.50 1224 1224 228
D-2 Right Wall End 29.00 49.50 1627 1627
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Shear Dead U lift Cmb'd Force Ibs
Line 1
1-1 Left Wall End 0.00 12.00 315 315
1-1 Left Opening 1 0.00 28.50 315 315 117
1-1 Right Opening 1 0.00 31.50 315 315 21
1-1 Left Opening 2 0.00 39.00 315 315 79
1-1 Right Opening 2 0.00 42.50 315 315 39
1-1 Right Wall End 0.00 48.00 315 315
Line 4
9-1 Left Wall End 29.00 16.00 279 279
9-1 Right Wall End 29.00 48.00 279 279
Line B
B-1 Left Wall End 0.00 12.00 700 700
B-1 Left Opening 1 3.00 12.00 700 700 117
B-1 Right Opening 1 8.00 12.00 700 700 126
B-1 Left Opening 2 15.00 12.00 700 700 146
B-1 Right Opening 2 20.00 12.00 700 700 97
B-1 Ri ht Wall End 22.50 12.00 700 700
15
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic
contin
402 402
402 402
402 402
402 402
181
43
D-1 Left Wall End 0.00 48.00
D-1 Left Opening 1 19.00 48.00
D-1 Right Opening 1 24.50 48.00
D-1 Right Wall End 29.00 48.00
'load contribution to combined force is factored by 0.479 due to Ic
16
WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005
14:18:35
17
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
WOO~IWorkS~ (253) 589-3265 61
,,,,,„,,,„,~„,xa~„4, Aug. 2, 2005 14:37:21
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 200.0 No
Load2 Live Full UDL 800.0 No
Load3 Dead Full UDL 80.0 No
MAXIMUM REACTIONS IIbs1 and BEARING LENGTHS lint
o'
6'-6"
Dead 940 940
Live 2600 2600
Total 3540 3540
Bearin
:
g
LC number 2 2
Len th 1.6 1.6
Lumber-soft, D.Fir-L, No.2, 4x12"
Self Weight of 9.35 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 96 Fv' = 180 fv/Fv' = 0.53
Bending(+) fb = 935 Fb' = 977 fb/Fb' = 0.96
Live Defl'n 0.05 = <L/999 0.22 = L/360 0.22
Total Defl'n 0.07 = <L/999 0.32 = L/290 0.23
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1.00 1.00 1.00 0.987 1.100 1.00 1.00 1.00 1.00 - 2
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 5753 lbs-ft
Shear LC# 2 = D+L, V = 3540, V design = 2519 lbs
Deflection: LC# 2 = D+L EI= 664.49e06 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®
LOADS: (Ibs, psf, or plf )
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
(253) 589-3265 62
Aug. 2, 2005 14:37:31
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 13.0 No
Load2 Live Full UDL 53.0 No
Load3 Dead Point 120 6.00 No
Load4 Live Point 480 6.00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
o'
s'
Dead 95 155
Live 332 572
Total 427 727
B
i
ear
ng:
LC number 2 2
Len th 1.0 1.0
Lumber-soft, D.Fir-L, No.2, 2x10"
Spaced at 16" Gc; Self Weight of 3.3 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations:
ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 73 Fv' = 180 fv/Fv' = 0.40
Bending(+) fb = 738 Fb' = 821 fb/Fb' = 0.90
Live Defl'n 0.07 = <L/999 0.27 = L/360 0.26
Total Defl'n 0.10 = L/980 0.40 = L/240 0.24
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1.00 1.00 1.00 0.721 1.100 1.00 1.15 1.00 1.00 - 2
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 1316 lbs-ft
Shear LC# 2 = D+L, V = 727, V design = 674 lbs
Deflection: LC# 2 = D+L EI= 158.29e06 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~
LOADS: (Ibs, psf, or plf )
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
(253)589-3265 R1
Aug. 2, 2005 14:38:23
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 90.0 No
Load2 Snow Full UDL 150.0 No
MAXIMUM REp
'IONS (Ibs) and BEARING LENGTHS (in)
0'
6'
Dead 288 288
Live 450 450
Total 738 738
i
Bear
ng:
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 = 35 Fv' = 207 fv/Fv' = 0.17
Bending(+) fb = 433 Fb' = 1345 fb/Fb' = 0.32
Live Defl'n 0.02 = <L/999 0.20 = L/360 0.12
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 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+S, M = 1107 lbs-ft
Shear LC# 2 = D+S, V = 738, V design = 589 lbs
Deflection: LC# 2 = D+S EI= 177.83e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
~VOOdWOrkS~ (253) 589-3265 R2
n,,,w,R,,,~,„xa~„4„ Aug. 2, 2005 14:38:32
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 60.0 No
Load2 Snow Full UDL 100.0 No
MAXIMUM REACTIONS (Ibsl and BEARING LENGTHS (inl
0'
16'
Dead 555 555
Live 800 800
Total 1355 1355
B
i
ear
ng:
LC number 2 2
Len th 1.0 1.0
Lumber-soft, D.Fir-L, No.2, 4x12"
Self Weight of 9.35 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 46 Fv' = 207 fv/Fv' = 0.22
Bending(+) fb = 881 Fb' = 1138 fb/Fb' = 0.77
Live Defl'n 0.22 = L/865 0.53 = L/360 0.42
Total Defl'n 0.95 = L/424 0.80 = L/290 0.57
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 1.100 1.00 1.00 1.00 1.00 - 2
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+S, M = 5419 lbs-ft
Shear LC# 2 = D+S, V = 1355, V design = 1196 lbs
Deflection: LC# 2 = D+S EI= 664.94e06 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~'
LOADS: (ibs, psf, or plf )
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
(253) 589-3265 SF1
Aug. 2, 2005 14:38:42
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude
Start End Location [ft]
Start End Pattern
Load?
Loadl Dead Full UDL 100.0 No
Load2 Live Full UDL 400.0 No
Load3 Dead Full UDL 60.0 No
Load9 Snow Full UDL 100.0 No
Loads Dead Full UDL 80.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
--
o'
~~
Dead 1275 1275
Live 2000 2000
Total 3275 3275
Bearing:
LC number 2 2
Len th 1.0 1.0
Timber-soft, D.Fir-L, No.2, 6x12"
Self Weight of 15.02 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 63 Fv' = 170 fv/Fv' = 0.37
Bending(+) fb = 810 Fb' = 875 fb/Fb' = 0.93
Live Defl'n 0.10 = <L/999 0.33 = L/360 0.30
Total Defl'n 0.19 = L/617 0.50 = L/240 0.39
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 8188 lbs-ft
Shear LC# 2 = D+L, V = 3275, V design = 2647 lbs
Deflection: LC# 2 = D+L EI= 906.17e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
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~ Pacific Northwest Engineering
(253) 589-3265 LUBBESMEYER 1830
SF3
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Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
o' 2r
Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x15"
Self Weight of 17.7 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
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 0.973 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+L, M = 22851 lbs-ft
Shear LC# 2 = D+L, V = 4155, V design = 3683 lbs
Deflection: LC# 2 = D+L EI=2599.49e06 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 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).
Load Type Distribution Magnitude
Start End Location [ft]
Start End Pattern
Load?
Loadl Dead Full UDL 50.0 No
Load2 Live Full UDL 200.0 No
Load3 Dead Full UDL 30.0 No
Load4 Snow Full UDL 50.0 No
Loads Dead Full UDL 80.0 No
Dead 1955 1955
Live 2200 2200
Total 4155 9155
B
i
ear
ng:
LC number 2 2
Len th 1.2 1.2
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 72 Fv' = 290 fv/Fv' = 0.30
Bending(+) fb = 1427 Fb' = 2336 fb/Fb' = 0.61
Live Defl'n 0.41 = L/699 0.73 = L/360 0.55
Total Defl'n 0.95 = L/278 1.10 = L/240 0.86
COMPANY PROJECT
dW
k
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~ Pacific Northwest Engineering
(253) 589-3265 LUBBESMEYER 1830
SF3-PSL
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,,,,,„„w,,~„~K,~~„~„ Aug. 2, 2005 14:39:23
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
o' 22'
PSL, 2.OE, 2900Fb, 5-1/4x14"
Self Weight of 22.97 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or in )
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2900 1.00 - 1.00 1.000 0.98 - 1.00 1.00 - - 2
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+L, M = 23170 lbs-ft
Shear LC# 2 = D+L, V = 4213, V design = 3766 lbs
Deflection: LC# 2 = D+L EI=2400.96e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
Load Type Distribution Magnitude
Start End Location [ft]
Start End Pattern
Load?
Load/ Dead Full UDL 50.0 No
Load2 Live Full UDL 200.0 No
Load3 Dead Full UDL 30.0 No
Load4 Snow Full UDL 50.0 No
Loads Dead Full UDL 80.0 No
Dead 2013 2013
Live 2200 2200
Total 4213 9213
i
Bear
ng:
LC number 2 2
Len th 1.1 1.1
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 77 Fv' = 285 fv/Fv' = 0.27
Bending(+) fb = 1621 Fb' = 2851 fb/Fb' = 0.57
Live Defl'n 0.44 = L/601 0.73 = L/360 0.60
Total Defl'n 1.04 = L/253 1.10 = L/240 0.95
WoodWorks~
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
(253) 589-3265 SF4
Aug. 2, 2005 14:39:47
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Load/ Dead Full UDL 10.0 No
Load2 Live Full UDL 40.0 No
Load3 Dead Point 220 16.50 No
MAXIMUM REACTIONS (Ibs):
o'
1 a'-s°
Dead 139 306
Live 370 370
Total 504 676
I-Joist, generic, low stg., 1-3/4x11-718"
Spaced at 12" Gc; Self Weight of 1.88 plf automatically included in loads;
Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear V = 676 Vr = 990 V/Vr = 0.68
Bending(+) M = 2949 Mr = 4525 M/Mr = 0.54
Live Defl'n 0.37 = L/600 0.96 = L/480 0.80
Total Defl'n 0.62 = L/358 0.92 = L/290 0.67
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2
Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 2449 lbs-ft
Shear LC# 2 = D+L, V = 676 lbs
Deflection: LC# 2 = D+L EI= 285.OOe06 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. I-JOISTS: the attached I-joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer.
WoodWorks~
COMPANY PROJECT
Pacific Northwest Engineering LUBBESMEYER 1830
(253) 589-3265 SF5
Aug. 2, 2005 14:40:23
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 13.0 No
Load2 Live Full UDL 53.0 No
Load3 Dead Point 220 16.50 No
MAXIMUM REACTIONS (Ibs):
0'
17'
Dead 133 340
Live 950 450
Total 583 790
I-Joist, generic, low stg., 1-3/4x11-718"
Spaced at 16" Gc; Self Weight of 1.88 plf automatically included in loads;
~ load combinations: ICC-IBC;
~ SECTION vs. DESIGN CODE NDS-2oo~: (Ibs, Ibs-ft, or in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear V = 790 Vr = 990 V/Vr = 0.80
Bending(+) M = 2507 Mr = 4525 M/Mr = 0.55
Live Defl'n 0.35 = L/583 0.93 = L/480 0.82
Total Defl'n 0.51 = L/396 0.85 = L/240 0.61
*Tne ettect oz point loaas within a aistance a or the support
has been included as per NDS 3.4.3.1
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2
Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 2507 lbs-ft
Shear LC# 2 = D+L, V = 790 lbs
Deflection: LC# 2 = D+L EI= 285.OOe06 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. I-JOISTS: the attached I-joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer.