20050434ENGINEERING ANALYSIS
FOR: LU66ESMEYER CONST.
SITE: 10673 UMTANUM ST SE
YELM, WA 98597
ORIGINAL STAMP
MUST BE RED
TO BE VALID
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strter onh PLAN NUMBER: PACIFIC NORTHWEST 43» a" ~
ENGINEERING INC. a
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6-30-2005
LUBBESMEYER 1924
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Phone /Fax (253)589-3265 Fn• a
CONSULT/NG
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
D2
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 (psf) 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® Shearwalls SOFTWARE FOR WOOD DESIGN
LUBBESMEYER 1924 SHEAR.wsw WoodWorks® Shearwalls 2004 July 11, 2005 12:57:49
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LUBBESMEYER 1924 SHEAR.wsw Woodworks® Shearwalls 2004 July 11, 2005 12:57:49
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LUBBESMEYER 1924 SHEAR.wsr
Project Information
COMPANY AND PROJECT INFORMATION
Com an Project
Pacific Northwest Engineering Inc. LUBBESMEYER 1924
4928 109th St SW
Lakewood WA 98499
(253) 589-3265
DESIGN SETTINGS
Jul. 11, 2005 12:58:15
Design Code Wind Standard Seismic Standard
IBC 2003 ASCE-7 98 ASCE-7 98
Wind Capacity Increase Load Combinations Building Code Capacity Reduction
Shear C&C Panels 0.70 seismic Wind Seismic
1.40 1.60 1.00 Wind 1.00 1.00
Nail Withdrawal Modification Max Shearwall Offset [ft]
Duration Temperature Moisture Content Plan Elevation
Factor Range Fabrication Service (within story) (between stories)
1.60 T<=100F Dry Dry 4.00 1.67
Maximum Height-to-width Ratio
Plywood Fiberboard Lumber Gypsum
Wind Seismic Wind Seismic Blocked Unblocked
3.5 3.5 - - - - -
SheanNall Relative Rigidity: Designed capacity using flexible distribution
HOId-down Forces: Based on applied shearline force
SelsmiC Materials: Include gypsum on exterior walls
SITE INFORMATION
IBC Occupancy ASCE-7 Equivalent
Category II -All others Category II -All others
Wind Seismic
ASCE-7 98 General analytic method for all bldgs ASCE-7 98 Equivalent lateral force procedure
Design Wind Speed 85mph Use Group I
Exposure Exposure B Design Category D
Enclosure Enclosed Site Profile Class D
Topographic Information [ft] Spectral Response Acceleration
Shape Height Length S1:0.980g Ss:1.30og
- - - Fundamental Period E-W NS
Site Location: - T Used 0. 180s 0. 180s
- Approximate Ta o. 18 O s o. 18 o s
- Maximum T 0 . 216s 0 . 216s
Response FactorR 6.50 6.50
41~tce CoL ~ ~..
PIERCE COUNTY
DEVELOPMENT CENTER
2002 WA. STATE ENERGY
CODE INFOIZIVIATION
~t~i~-~A IV~~~.~1 Application No, Date:
PLEASE COMPLETE THE FOLLOWING:
Glazing area calculation: ~ J
~~ ~ ~ sf - ~~~' sf = % Heats stem sizing calculation:~f~
1-- x 20 = '-~ ~'""~'~` ~ btu's
o
Window area _.Heated floor area = % of glazing 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: OCCUPANCY: COMPLIANCE PATH: HEAT SYSTEM SIZE:
„[~°New
[ ]Remodel ,~ Single Family
[ ]Multi-famil ~Prescri tive Ch. 6 (circle one)
I ~ II III to input ~ ~ ~ `~~
~ l~
Effi
i
ti
y c
ency ra
ng
[ ]Addition [ ]Component Performance Ch. 5 [ ]WATTS
[ ]System analysis Ch. 4 HSPF rating
FUEL TYPE: HEAT TYPE: ELEC. UTILITY PROVIDER:
[ ]Electric '~j 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 ,~ther
[ ]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 operating
PRESCRIPTIVE REQUIREMENTS°'' FOR GROUP R OCCUPANCY
CLIMATE ZONE 1-ALL FUEL TYPES
Option Glazinog Glazing i1-factor Doors Ceiling ~ Vaulted
3 Walt 'wall, inf. a Wiill, ext., a Floor 5 Slab
Area U-value ceiling Above. ~" below below: grade on a
%offlbor grade grade :grade
Vertical Overhead
I. 12% 0.35 0:58. 0:20 R-38 R-30 R-15 R-Ib $-10 R-30 R=10
IL' IS% 0.40 0:58 020 R-38 R-30 R-21 R-21 R-10 $-30 R-10
III, Unlimited 0,40 0.~8 0?20 R-38 R-30 R-21 R21 R-IO R-30 R-10
Group R-3
Occupancy
Only
• RPfrrr nrP f acn
0. Nominal 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 I S% 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 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 on 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. Requved 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 framing 16 inches on center with headers insulated with a minimum of R-5 insulation.
9. Doors, including al fae doors, shall be assigned default U-factors from Table 10-6C.
10. Where a maximum glazing area is listed, the total glazing azea (combined vertical plus overhead) as a percent of gross conditioned floor azea 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.
12. Log and solid tunber walls with a minimum average log thickness of 3.5 inches are exempt from this insulation requirement.
WoodWorks® Shearwalis LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
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
RI (IRK and Rr1rlF INFARMOTIAN
Block
Dimensions ft
Face
T e Roof Panels
Sloe
Overhan ft
BIOCk 1 2 Story E-W Ridge
Location X,Y = 0.00 0.00 North Side 30.0 1.00
Extent X,Y = 42 .50 21.50 South Side 30.0 1.00
Ridge Y Location, Offset 10.75 0.0o East Gable 90.0 1.00
Rid a Elevation, Hei ht 27.71 6.21 West Gable 90.0 1 .00
BIOCk 2 1 Story E-W Ridge
Location X,Y = 0.00 21.50 North Side 30 .0 1.00
Extent X,Y = 42.50 25.50 South Side 30.0 1.00
Ridge Y Location, Offset 34 .25 0.00 East Gable 90.0 1.00
Rid a Elevation, Hei ht 20.03 7.36 West Gable 90.0 1.00
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CITY OF YELM INSPECTION LOG
PROJECT (- I G~-~v ~ ~~ ~{ / LG ~ ~ ~~
PERtiIIT NTMBER (~ J ' U ~ 3
aDDREss / 0 C~ 7 3 (~y~ ~~.~ ~~ U yv~ ~~- ~~ ~
SET BACKS Date:
Front
Rear
Side/Flanking
Side
FOOTING REBAR Date:
Comments
FOOTL~i G tiVALL
0 12" ^ 6"
^ 16" ^ 8"
^ other ^ other
^ required vents_
tiV.4LL REBAR Date: - i ~~
COMBINED FRAME/ EXTERIOR SI3EAR WAIL I1tiSPECTION
~~~i" Hold downs ^ Shear Nailing ^
"~"' ~~ 1 ~~~j Frame ^ Gas/Propane ^
~' numbing ~ ~ cchanical ^
Comments
INSULATION
Comments
^ Gas ^ Electric ^ other
^ Foam and Seal ^ Vapor barrier ^ PVA
STET ROCKlSHEAR WALL NAIL
Comments
OTHER Comments
`(,'T `T~
j` j v = Sewer Final ~ Electrical ~ Civil Final ! Landscape Final
Address Insulation Site Draina;e Sidewalk
Comments -
~'E W
WATER NSTRv
D~ TE. jNSPE TAI ~N
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FROM :YELM SEWER DEPT.
Of ?H~ a~
YELM
w
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TO:
FAX N0. :360-458-8166 Jun. 14 2006 01:33PM P1
FA.X TRANSIVIISSION
CITY OF YELM
P.O. }30X 479 ~ 931 NP ROAD NE
YELM, WA 98597
360-458-8411.
FAX 360-458-8166
~- EN
FAX#:
From: r'~'+~.1~ `r~
Sub'ect:
1 ?~o~.cs~ F~~L.~
DATE: ~, I4~-'p
PAGES: / ,including this
Cover sheet
COMMENTS : ~. oT' I S ~ / p ~ ~ 3 U r» I /~ ~tJ u -''''
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** If you do not receive all copies or any copy is not le~ihle, please call (3C0) 458-8411
as soon as possible.
City of Yelm
Community Development Department
Building Division
Phone: (380) 458-8407
Fax: (360) 458-3144
Applicant:
Name: Landshapes NW, Inc.
Address: 1151E 112th Street
Property Information:
Site Address: 10673 Umtanum St. SE
Assessor Parcel No. 32660001500
Contractor Information:
Name: Applicant
Address:
Contractor License No:
Project>Infonnation:
Project: Autumn Hill, phase II
Description of Work: 1924 SFR, Lot 15
Sq. Ft. per floor: (1st) 1418 (2nd) 506
Heat Type (Electric, Gas, Other): GAS
Fees:
City: Tacoma
Permit Ivo: BLD-05-0434-YL
Issue Date: 01/06/2006
(Work must be started within 180 days)
Receipt No: 39649
Subdivision: Autumn Hill, phase II
Contact:
City:
Expires:
(3rd) 0 Garage 462
Phone: 253.537.6370
State: WA Zip 98445
Lot: 15
Phone:
State: Zip:
Business License:
Basement 0
Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
---------------------------
Building Permit 100-500k -----------
1,431.67 -----------
993.75 -----------
437.92 -----------
5.6000 ----------
78.2000 -------------
$1,000
Building Plan Review 604.88 0.00 0.00 0.0000 0.0000
Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 118.00 20.00 98.00 7.0000 14.0000 Fixture
Sewer ERU 5,569.00 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 515.38 0.00 515.38 0.2160 2,386.0000 square foot
TOTAL FEES: 511,114.18
OFFICIAL USE ONLY
# Sets of Prints:
Finat Inspection:
Date:' ''~ I/ {
By
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 record. If applying as a contractor, I futher certify that I am currently
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
i
Fax: (360)458-3144 .
_--
-~_
R~ermit Fees Schedule
~~ ~ ~ P rmit No: BLD-05-0434-YL
JAN ft ~ 70i1i`
CITY OF YELAI~
Applicant: J
! ,
Name: Landshapes NW, Inc. ~ ~ ~ ~j ~ 7 ' one: 253.537.6370
Address: 1151E 112th Street ~, City: Tacoma t/ State: WA Zip 98445
Project Information:
Project: Autumn Hill, phase II ,
Description of Work: 1924 SFR, Lot 15 -----~
Site Address: 10673 Umtanum St. SE Assessor Parcel No. 32660001500
Fees:
Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
Building Permit 100-500k 032 001-322-10-00 1,431.67 993.75 437.92 5.6000 78.2000 $1,000
Building Plan Review 100 001-345-83-00 604.88 0.00 0.00 0.0000 0.0000
Mechanical Permit 032 001-322-10-00 78.25 0.00 0.00 0.0000 0.0000
Plumbing Permit 032 001-322-10-00 118.00 20.00 98.00 7.0000 14.0000 Fixture
Sewer ERU 802 412-343-50-01 5,569.00 0.00 5,417.00 5,417.0000 1.0000 ERU
Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU
Water ERU 715401-343-80-02 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU
Water Meter (SFD) 712 401-343-80-01 300.00 300.00 0.00 0.0000 0.0000
Water Deposit 740 402-389-00-00 40.00 40.00 0.00 0.0000 0.0000
Traffic Facilities Charge 420 120-345-85-00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip
Sewer Deposit 742 402-389-01-00 50.00 50.00 0.00 0.0000 0.0000
State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000
Fire District Impact Fee 105 001-345-85-00 515.38 0.00 515.38 0.2160 2,386.0000 square foot
TOTAL FEES: $11,114.18
.. .: -. -.
~t r Hs ,, u
~ xi~~~ ~YEL OF
-. ,~
;J ~~X 47~ RECEIPT No. 3 ~ ~ ~ g ~,
~> Y„ i iA 989'
Y~z~ _ 360-468-is403
~I
._ ~ .~., ~ ~J' i_
****ELEVEN THOUSAND ONE HUNDRED FOURTEEN DOLLARS & 18 CENTS
RECEIVED FR01,1 DATE REC. NO. AMOUNT REE. naCs.
,~j i S~' U
LANDSHAPES NW INC 01/06/06 39649 11.114.18 CHECK PENDING
1151E 112TH ST ~
TACOMA, WA 98445 BUDGETARY
LOT 15 10673 UMTANUM ST SE
PERMIT1431.67, PLAN604.88, MECH78.25, PLUMB118, SWRERU5569, WTRERU1500
MTR300. DEP9@. BC4.50, TRAFFIC757.50, FIRE IMPACT515.38 LOT 15
Yelm Community Schools
PO Box 476
Yelm, WA 98597
Clerk: Gerber
Terminal: 13003
Receipt:
Manual Receipt:
NTACOMA
NMITIGATIONS
LANDSHAPES, NORTH 4~lEST INC.
1/6/2006 12:27 PM
Qt Item ___ Price
10700.00
1 MITIGATION
Autumn Hill 11 - Lots 15,16,17,18 & 19
Subtotal: 10700.00
Tax:
Total: 10700.00
Check 10700.00
3181
Change Due: 0.00
.~ ;~.'
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~~~~~~~
RUI't~1WCSt ~nC.1151 East 112th Street-Tacoma, WA 98445
Office: 253 537-6370 - Fax: 253 537-9163
To Whom It May concern:
Infiltration as designed on the engineered plat shall be located in the rear yard of each lot.
1 Lubbesmeyer
President
~_
_.._. ___-_-_._._L_L
I REGISTERED AS PROVIDED BY LAW AS
CONST CONT GENERAL
REGIST. # ESP. DATE
CCOl LANDSNI965MT 08/13/2006
EFFECTIVE DATE 08/13/2004-'
LANDSHAPES, NORTHW$ST; ;INC:: ._._
1151 EAST 112TH STREET
TACOMA WA 9$445::;
Signature
Issued by DEPARTMENT OF LABOR AND INDUSTRIES
F625-052-000 (8/97)
~i c~~I~~~~°i~~ii®~
~~~.r~f ~3~f®~°~
~~~~fo~d
Detach .vnd L~ispl<<, C'~nifi~~ue
,r
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s,;~T ,~,Jr t~` -~ .~s
After recordingreturn to:
Yelm Community Schools District No. 2
P. O. Box 47b
Yelm, WA 98597
Attn: !/rling M. Wickland
NIITIGATIQN AGREEMENT
Refereaec No: Autumn Hill, SiJB-04-003C~YL, Yelm, WA
Grantor. 1. John Lubbesmeyer
Landshapes Northwest, Inc.
1 I 51 E. 112, Tacoma, WA 98445
Gtadtee: 1. Yelm Community Schools District No. ~
Legal Description: A 30-17-2E S2 NE NW SE LESS RD
17 1
Assessor's PmpetKy Tax Farrel Number/Aeconnt humbtt : 2~7394?'9~100 ~ ~ ~ a ~' ~ 3 ~ `~ ~'
THIS MITIGATION AGR)r>/MENT ("Ageement") is made this~~ /mod(. , 2005,
between the YELM COMMUNITY SCHOdLS DISTRICT NO. 2, Yelm, Washington {t a 'District")
and Landshapes Norhtwest, Inc.. (the "Developer").
RECITALS
A. The Developer has submitted an application to Thurstori~ County for the constntction of a
24 lot subdivision "Autumn Hill II" Yelm, Wash. (the "Project"). The Project is located on property that
lies within District boundaries, more particularly described on Exhibit A, attached hereto and
incorporated herein by refetrnce.
B. The State Environmental Policy Act, Chapter 43.Z1C RCW ("SEPA"), provides
pr0eesses and procedures whereby major actions by state and local agencies, including, but not limited
ta, plat or PUD approval or the issuance of building permits, may be reviewed to determine the nature
and extent of their impact on the environment. Impacts on public services,, including srhoois, 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 will
have an impact on the District, when cumulative impacts of other project are considered.
D. RCW 82.02.020 authorizes the District to erner into a voluntary agreement with the
Developer for payment to mitigate the impact of tht Developefs Project..
E. Pursuant to Resolution No. 12-1 b-43-05, it is the policy of the District to recommend that
the direct impact of developmen[ be voluntarily mitigated by the payment of fees and/or other mitigation
measures where appropriate.
F. The Developer has agreed to mitigate, on a voluntary, basis, the adverse impact of the
Project on the District.
AGREEMENT
NOW, THEREFORE, fn consideration of the above recitals and the mutual promises and
covenants below, the District and the Developer agee as follows:
1. The Developer acknowledges and agr~s that there is at direct impact on the District as s
result of the Developer's Project and that this Agreement is necessary a5f a result of that impact.
2. The Developer acknowledges and agrees that in order to mitigate the direct impact of the
Project, the Developer has offered to pay the District the following sutra of money; Two Thousand One
Hundred Forty and no/100 Dollars (52140.00 for each lot in the subdivision or the total sum of Fifty One
Thousand Three Hundred Sixty and no/100 Dollars (551,360.00) (the !'Mitigation Payment's for the 24
lots of the -subdivision. The- amount referenced by this paragraph is subject to ehattge 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 nol100 Dollars (52,140.00) per dwelling unit or Fifty One
Thousand Three Hundred Sixty and no/100 Dollars ($51,360.00) for the 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 dale of this Agreement, the amount due for mitigation, as stated
in paragraph 2 above, shall be modified to the amount reflected in ~ the then most recent mitigation
agreement to which the D1sD'ICI is a parry. A copy of such ageeritent shall be made available to
Developer upon request.
5. The District agrees to record this Agreement after it has been executed by the parties.
6, The Developer acknowledges and agrees that the Miti~tion Payment is authorized tcs be
used for capital improvemmnts to the following facilities: Southwordt Elementary SchooD, MiU Pond
Intermediate School, Yelm Middle School, and/or Yelm High School and/or any other facilities that may
be affected by the Project and/or the purchase of portable facilities and/or school buses.
7. The Developer agrees that the District has five (5) years from the payment date to spend
the Mitigation Payttuttt for the capita! improvements or expenditures (described in paragaph ti. U the
event that the Mitigation Payment is not expended within those flue years, the morays will be refunded
with interest at the rate applied to judgments to the property awners of record et the time of refund;
however, if the Mitigation Payment is not expended within five years due to delay which is attributable
to the Developer, the Payment shall be refunded without interest.
8. The Developer waives and relinquishes its right to protest or challenge the payment of
the Mitigation Payment pursuant to this Ageement and hereby covenants and undertakes thae it forever
refrains and desists from instituting, asserting filing or bringing any lawsuit, litigation, claim, or
challenge or proceeding to challenge this Ageement, claim any repayment or reimbursement of funds,
performance or improvements provided for dterein, or any of its tenors and conditions, on any ground or
bas'':s whatsoever.
4. The District hereby waives any objection to the Project as presently proposed.
10. The District and the Developer agree that the Mitigation Paymetrt will be full and
complete mitigation for the impact oithe Project as presently proposed ®n the District.
11. This Agreement shall be binding upon and inure to thle benefit of the heirs, executors,
administrators, successors, end assigns of both of the Developer and theiDistrict.
12. If an action must be brought to enforce the terms of this Ageeement, such action shall be
Drought in Thurston County Superior Court. The prevailing party shat) be entitled to payment of iu costs
and reasonable attorneys' fees.
13. This Agreement constitutes the entire agreement betMreen the parties and any oilier
agreement either written or oral shall be null and void.
F.XHiBiT A
- LEGAL DESCRIPTION
rog3i
General Locatian-~A9~~- va~it Rd. Yelm wA
Section 30 Township 17N Range 2E
Land Area 594 acres
Tax Parcel Number. ~~A4?9~~8~ 0~.-7 3D I ~-] l~0 ~ `
Description: Subdivision of 5.94 aches int in le famil buildin lots ..
YELM COMMi7NITY SCHOOLS DISTRICT N . 2 jr
DATED: ~ ~ ~ 7r- O ~ (J~~ J~@-~~
By: Alan Burke '
Its Superintettdeny
STATE OF WASHINGTON )
)SS
COUNTY OF THLIRSTON )
I certify that I know or have satisfactory evidence that Alan Hurke is the person who appeared
before nrte, and said person acknowledged that he signed this instrutitent, on oath stated that he ~~as
.authorized to execute the instrument and acknowledged it as the Superirttendetrt of the Yelm Community
Schools District No_ 2 to be the free and voluntary act of such party for the uses and purposes mentioned
in the instrument. .4
GNEN under my hand and official seal this "'"day of 2005
.~~~G~\~~/NQ1a1\ iv t f
~S~Q f f
° + LI in and for the State of
''`~ ••.•,~ ~'¢ +•+ ington, residing st
~i~• ~
~ 2 . ~l '', My Commission Expires ~j~~°.Z
's
~~~ ~
'~~ ~~'~TE Of ;tat
DATED: S
STATE ®F WASHITIGTOIV )
~S
C®UIdTY DF THtJRST~td
John Lubbesmiy~er
[ts r~
I certify that - know or have satisfactory evidence that Johnl Lubbest»eyer is the person who
appeared before rne, and said person acknowledged that he signed this;instrutnent, on oath stated that he
was authorized t® execute the instrument and acknowledged it as tin applicar-t for this subdivision to 1x
the free and vo-untaey act of such party for the uses and purposes mentibncd in the instrument.
G-VEAI under my stand and official seal this day of ~ 2®tl5
. _ ...... ~~,..wow;~~~ _ _. ..
~, ?E/V~ °~,~ N to and far the State ®f
~ 'opN ~- ~,~'~y ngton, r+~siding at
-~ ~~ °o, My Commission Expires: ,(n -) q -®~
®/'~ ~ ~ e
~ ~ ~® ~'
i~~.®G ®'
~ ~°°"~~ .
TOTAL P.05
_ l~ C.
CITY E3F YELIVI ~ ~ o j~(~~
RESIDEN7'lA&. ~tJIL®IP~G PEttllAlT APPEIC~-FfOY~ FEBRIVI /E-1
project Address: ~ ~~ ~ ~ p~~,1~Y~ ,~ ~~,~tl ~ ~~ -~ Parcel a r. lv/ ~;
Subdivision;~~~,~'~~~y~'(~~~~~ ~~i,4~~ ~ Lot#:~ Zoning;
~,~~
~~
„jl( New Construction ^ Re-Model / R e-Roof /Addition ^ Home Occupation Sign a
~
~
O
^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other ,~~~
6'
Project DescriptionlScope of Work: °'-~"e ~-.~t~~"l~~`:..:t ~
Project Value: t~ ~,} w ~~'`
/9 '~i
Building Area (sq. ft} 15t Floor ~ 2"d jQ
Floor~~ Garage "'1 Deck ~O ~~~
B
t ~I
asemen Carport Patio ~~lj'
# 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 QWNER NAME: ~,
ADDRESS p ~°~~ ~~ "? ~~ ~ """ EMAIL
CITY~~°~~')t'1"~d"=~ STATE '~~d~ ZIP.'~~ ~-~~~i TELEPHONE°~~~ ~~ ~"~-(l.~a~
ARCHITECT/ENGINEER_.~~~;~y ~ ~~t'.a `~~I..f~~,, l~ '~~ LICENSE #
ADDRESS `~` '~~ ~ ~i~=~'"` EMAIL
CITY- ~~(->~t"i19~~. STATE 't+e;Q'~, ZIP -~ "'~J', TELEPHONE~S~f~~~~~~O~„ I
GENERAL CONTRACTOR ' , `,~ - "``) ;'% TELEPHONE ~- r ~"'~ --~ ' ~;~"° ~"1
ADDRESS u7 - :l v~ ~`~ EMAIL
CITYY~~n~'~.~`~1`~~`~ STATE t ZIP -~ '~" FAX~~7~~ ;~°3 =~~/e~'
CONTRACTOR'S LICENSE # ~. ` EXP DATECIT LICENSE #
PLUMBING CONTRACTOR ..d~`_Z`a 1. ` i~` TELEPHONE` r'`~ ~ ~- --;?3`
ADDRESS ~ ~ t~.'.a~C ~-~-~~.aMAIL
CITYt"~'r~>j-{F~l'1'"t STATE ~ i~ ZIP~'r`~rS~~~r'~ FAX ~
CONTRACTOR'S LICENSE #~CIF~t~'Si1S~~.;t EXP DATE CITY LICENSE #
~~4ECHANICALCONTRACTOR 8• p~"~Z~ ~-~C:.(~~'l'E1~.yC:~ TELEPHONE ~ ~ '~~--t-$~
ADDRESS ~:~~` t` ~t'va'/~ ``dam L:.. EMAIL
CITY`:~A6ti~6-}d~i~l~ STATE - ZiP_L~~~ "a~l FAX';$.`.~;~ `~a~-R.~-~.~~~~`a
CONTRACTOR'S LICENSE #n"~ieti~l-l)@i~$G'i~;~.. EXP DATE C TY LICENSE #
_~ Copy of mitigation agreement with Yelm Community Schools, if applicable.
I hereby certify that the above irrfarmation fs correct and that the construction on, and the occupancy and the use of the
above de ibed property will be in accordance with the laws, rules and regulations of the State of washangton and 4he
City of Y ~
,'Applicant's Si aturi? Date
Owner /Contractor /Owner's nt !Contractor's Agent (Please circle one.)
All permits are non-transferable and will expire if work authorized by such perrriit is not begun
within 1x30 days off Issuance, or it' work is suspended or abandoned for a period of 1~tD days
105 Yelm Avenue WesB
1'O Sox 479 (360) 458-3835
(36D) 458-3144 FA7f
Yelm, WA 98597 www.ei.yelm.wa.us
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAFt.wsr Jul. 11, 2005
12:58:15
MOTFR101 S by W01 I r,ROl1P
Gr Wall
Surf Sheathing [in]
Material Thick
Orient Fasteners
Size T e Spcg [in]
Ed Fld
Blk Framing Members [in]
S ecies G
S c Apply
Notes
1 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3
2 Ext SS incl. OSB 7/16 Vert 8d Nail 3 6 yes Hem-Fir 0.43 16 1,3
3 Ext SS incl. OSB 7/16 Vert 8d Nail 4 8 yes Hem-Fir 0.43 16 1,3
Notes:
1. Capacity has been reduced according to IBC specific gravity adjustment.
3. Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max. or
panel orientation is horizontal.
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
CWFARI INF WAI 1 and f1PFNIN[, r)IMFNSIANS
North-South Type Wall Location Extent [ft] Length FHS Height
Shearlines Grou s X ft Start End ft ft ft
Line 1
Level 1
Line 1, Level 1 Seg 1 0.00 0.00 47.00 47.00 32.00 9.00
wall 1-1 Seg 1 0.00 0.00 21.50 21.50 11.50
Opening 1 6.00 11.00 5.00 6.75
Opening 2 16.50 19.50 3.00 6.75
Wall 1-2 Seg 1 0.00 21.50 47.00 25.50 20.50
Opening 1 26.50 31.50 5.00 6.75
Line 2
Level 2
Line 2, Level 2 Seg 1 11.00 4.50 21.50 17.00 17.00 8.00
Wall 2-1 Seg 1 11.00 4.50 21.50 17.00 17.00
Line 3
Level 2
Line 3, Level 2 NSW 21.00 0.00 21.00 21.00 0.00 8.00
Wall 3-1 NSW 21.50 3.50 4.50 1.00 0.00
Level 1
Line 3, Level 1 NSW 21.00 0.00 21.00 21.00 0.00 9.00
Wall 3-2 NSW 21.00 6.50 21.00 14.50 14.50
Wall 3-1 NSW 21.50 0.00 6.00 6.00 6.00
Line 4
Level 2
Line 4, Level 2 NSW 30.50 2.50 6.00 3.50 0.00 8.00
Wall 4-1 NSW 30.50 2.50 3.50 1.00 0.00
Level 1
Line 4, Level 1 NSW 30.50 2.50 6.00 3.50 0.00 9.00
Wall 4-1 NSW 30.50 3.00 6.00 3.00 3.00
Line 5
Level 2
Line 5, Level 2 Seg 1 42.50 2.50 21.50 19.00 13.50 8.00
Wall 5-1 Seg 1 42.50 2.50 21.50 19.00 13.50
Opening 1 16.00 19.50 3.50 6.75
Level 1
Line 5, Level 1 Seg 1 92.50 3.00 47.00 44.00 39.00 9.00
Wall 5-1 Seg 1 42.50 3.00 21.50 18.50 18.50
Wall 5-2 Seg 1 42.50 21.50 47.00 25.50 20.50
Opening 1 26.00 31.00 5.00 6.75
East-West Type Wall Location Extent [ft] Length FHS Height
Shearlines Grou s Y ft Start End ft ft ft
Line A
Level 1
Line A, Level 1 Seg 1 0.00 0.00 21.50 21.50 3.00 9.00
Wall A-1 Seg 1 0.00 0.00 21.50 21.50 3.00
Opening 1 3.00 19.00 16.00 6.75
Line B
Level 2
Line B, Level 2 Seg 3 3.43 11.00 42.50 31.50 12.50 8.00
Wall B-3 Seg 3 2.50 30.50 42.50 12.00 7.00
Opening 1 34.00 39.00 5.00 6.75
Wall B-1 Seg 3 9.50 11.00 21.50 10.50 5.50
Opening 1 19.00 19.00 5.00 6.75
Wall B-2 NSW 3.50 21.50 30.50 9.00 0.00
Opening 1 23.50 28.50 5.00 6.75
Level 1
Line B, Level 1 Seg 2 3.00 30.50 42.50 12.00 7.00 9.00
Wall B-2 Seg 2 3.00 30.50 42.50 12.00 7.00
Opening 1 39.00 39.00 5.00 6.75
Wall B-1 NSW 6.00 21.50 30.50 9.00 3.50
Opening 1 25.00 29.50 4.50 6.75
Line C
Level 2
Line C, Level 2 Seg 1 21.50 11.00 42.50 31.50 31.50 8.00
Wall C-1 Seg 1 21.50 11.00 42.50 31.50 31.50
Level 1
Line C, Level 1 Seg 1 21.50 0.00 92.50 42.50 20.50 9.00
Wall C-1 Seg 1 21.50 0.00 20.50 20.50 20.50
Line D
Level 1
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Line D, Level 1 Seg 1 47.00 0.00 42.50 42.50 19.50 9.00
Wall D-1 Seg 1 47.00 0.00 42.50 92.50 19.50
Opening 1 5.00 10.00 5.00 6.75
Opening 2 14.00 26.00 12.00 6.75
Opening 3 32.50 38.50 6.00 6.75
5
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Loads
WIND SHEAR LOADS
Level2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht
Case Dir Dir Start End Start End ft
Block 1 W W->E Wind Line 0.00 2.50 0.0 9.2
Block 1 W W->E Wind Line 2.50 3.50 41.2 44.9
Block 1 W W->E Wind Line 3.50 4.50 44.9 48.5
Block 1 W W->E Wind Line 4.50 10.75 48.5 71.5
Block 1 W W->E Wind Line 10.75 21.50 71.5 32.0
Block 1 E W->E Lee Line 0.00 2.50 0.0 3.9
Block 1 E W->E Lee Line 2.50 10.75 16.9 29.8
Block 1 E W->E Lee Line 10.75 21.50 29.8 13.0
Block 1 W E->W Lee Line 0.00 2.50 0.0 3.9
Block 1 W E->W Lee Line 2.50 3.50 16.9 18.5
Block 1 W E->W Lee Line 3.50 4.50 18.5 20.0
Block 1 W E->W Lee Line 4.50 10.75 20.0 29.8
Block 1 W E->W Lee Line 10.75 21.50 29.8 13.0
Block 1 E E->W Wind Line 0.00 2.50 0.0 9.2
Block 1 E E->W Wind Line 2.50 10.75 41.2 71.5
Block 1 E E->W Wind Line 10.75 21.50 71.5 32.0
Block 1 S S->N Wind Line -1.00 11.00 12.0
Block 1 S S->N Wind Line 11.00 21.50 49.0
Block 1 S S->N Wind Line 21.50 30.50 49.0
Block 1 S S->N Wind Line 30.50 42.50 44.0
Block 1 S S->N Wind Line 42.50 43.50 12.0
Block 1 N S->N Lee Line -1.00 11.00 36.0
Block 1 N S->N Lee Line 11.00 92.50 57.4
Block 1 N S->N Lee Line 42.50 43.50 36.0
Block 1 S N->S Lee Line -1.00 11.00 36.0
Block 1 S N->S Lee Line 11.00 21.50 57.4
Block 1 S N->S Lee Line 21.50 30.50 57.4
Block 1 S N->S Lee Line 30.50 92.50 57.4
Block 1 S N->S Lee Line 92.50 93.50 36.0
Block 1 N N->S Wind Line -1.00 11.00 12.0
Block 1 N N->S Wind Line 11.00 42.50 44.0
Block 1 N N->S Wind Line 42.50 43.50 12.0
Level1 Magnitude Trib
Block F Element Load Wnd Surf Prof Locatio n [ft] [Ibs,plf,psfJ Ht
Case Dir Dir Start End Start End ft
Accum. W W->E Wind Line 21.50 34.25 32.8 78.5
Accum. E W->E Lee Line 21.50 34.25 15.4 36.6
Accum. W E->W Lee Line 21.50 34.25 15.4 36.6
Accum. E E->W Wind Line 21.50 34.25 32.8 78.5
Block 1 W W->E Wind Line 0.00 3.00 57.6
Block 1 W W->E Wind Line 3.00 6.00 115.2
Block 1 W W->E Wind Line 6.00 21.50 57.6
Block 1 E W->E Lee Line 0.00 3.00 25.2
Block 1 E W->E Lee Line 3.00 6.00 50.3
Block 1 E W->E Lee Line 6.00 21.50 25.2
Block 1 W E->W Lee Line 0.00 3.00 25.2
Block 1 W E->W Lee Line 3.00 6.00 50.3
Block 1 W E->W Lee Line 6.00 21.50 25.2
Block 1 E E->W Wind Line 0.00 3.00 57.6
Block 1 E E->W Wind Line 3.00 6.00 115.2
Block 1 E E->W Wind Line 6.00 21.50 57.6
Block 1 S S->N Wind Line 0.00 21.50 70.1
Block 1 S S->N Wind Point 11.00 11.00 2173
Block 1 S S->N Wind Line 21.50 30.50 70.1
Block 1 S S->N Wind Line 30.50 42.50 70.1
Block 1 S S->N Wind Line 42.50 43.50 12.5
Block 1 S N->S Lee Line 0.00 21.50 78.8
Block 1 S N->S Lee Line 21.50 30.50 78.8
Block 1 S N->S Lee Line 30.50 42.50 78.8
Block 1 S N->S Lee Line 42.50 43.50 37.5
Block 1 N N->S Wind Point 11.00 11.00 2173
Block 2 W W->E Wind Line 34.25 47.00 78.5 32.8
Block 2 E W->E Lee Line 34.25 97.00 36.6 15.4
Block 2 W E->W Lee Line 34.25 47.00 36.6 15.4
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
WIND SHEAR LOADS (continued)
Block 2 E E->W Wind Line 34.25 47.00 78.5 32.8
Block 2 S S->N Wind Line -1.00 0.00 12.5
Block 2 N S->N Lee Line -1.00 0.00 37.5
Block 2 N S->N Lee Line 0.00 42.50 58.5
Block 2 N S->N Lee Line 42.50 43.50 37.5
Block 2 S N->S Lee Line -1.00 0.00 37.5
Block 2 N N->S Wind Line -1.00 0.00 12.5
Block 2 N N->S Wind Line 0.00 92.50 95.3
Block 2 N N->S Wind Line 42.50 43.50 12.5
7
WoodWorks® Shearwalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
WIND C&C LOADS
Block Building
Face Level Magnitude [psf]
Interior End Zone
Block 1 West 2 14.1 17.9
Block 1 East 2 14.1 17.4
Block 1 South 2 14.1 17.4
Block 1 North 2 14.1 17.4
Block 1 West 1 14.1 17.4
Block 1 East 1 14.1 17.4
Block 1 South 1 14.1 17.4
Block 2 West 1 14.1 17.4
Block 2 East 1 19.1 17.4
Block 2 North 1 19.1 17.4
WoodWorks® ShearWalis LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
BUILDING MASSES
Level2 Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width
Dir Element Line Start End Start End ft
E->W Roof Block 1 1 Line -1.00 22.50 333.8 333.8
E->W Roof Block 1 5 Line -1.00 22.50 333.8 333.8
E->W R Gable Block 1 1 Line 0.00 10.75 62.1 0.0
E->W L Gable Block 1 1 Line 10.75 21.50 0.0 62.1
E->W L Gable Block 1 5 Line 0.00 10.75 62.1 0.0
E->W R Gable Block 1 5 Line 10.75 21.50 0.0 62.1
N->S Roof Block 1 A Line -1.00 43.50 176.3 176.3
N->S Roof Block 1 C Line -1.00 43.50 176.3 176.3
All Wall 2-1 n/a 2 Line 4.50 21.50 80.0 80.0
All Wall 3-1 n/a Line 3.50 9.50 80.0 80.0
All Wall 4-1 n/a 4 Line 2.50 3.50 80.0 80.0
All Wall 5-1 n/a 5 Line 2.50 21.50 80.0 80.0
All Wall B-3 n/a B Line 30.50 42.50 80.0 80.0
All Wall B-2 n/a Line 21.50 30.50 80.0 80.0
All Wall B-1 n/a Line 11.00 21.50 80.0 80.0
All Wall C-1 n/a C Line 11.00 42.50 80.0 80.0
Levell Magnitude Trib
Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width
Dir Element Line Start End Start End ft
E->W Roof Block 2 1 Line 20.50 48.00 333.8 333.8
E->W Roof Block 2 5 Line 20.50 48.00 333.8 333.8
E->W R Gable Block 2 1 Line 21.50 34.25 73.6 0.0
E->W L Gable Block 2 1 Line 34.25 47.00 0.0 73.6
E->W L Gable Block 2 5 Line 21.50 39.25 73.6 0.0
E->W R Gable Block 2 5 Line 34.25 47.00 0.0 73.6
E->W Floor D1 n/a 1 Line 0.00 6.00 107.5 107.5
E->W Floor D2 n/a 1 Line 6.00 47.00 212.5 212.5
E->W Floor D1 n/a Line 0.00 6.00 107.5 107.5
E->W Floor D3 n/a 4 Line 3.00 6.00 60.0 60.0
E->W Floor D3 n/a 5 Line 3.00 6.00 60.0 60.0
E->W Floor D2 n/a 5 Line 6.00 97.00 212.5 212.5
N->S Roof Block 2 C Line -1.00 43.50 206.3 206.3
N->S Roof Block 2 D Line -1.00 43.50 206.3 206.3
N->S Floor D1 n/a A Line 0.00 21.50 235.0 235.0
N->S Floor D3 n/a Line 30.50 42.50 220.0 220.0
N->S Floor D2 n/a Line 21.50 30.50 205.0 205.0
N->S Floor D1 n/a D Line 0.00 21.50 235.0 235.0
N->S Floor D2 n/a D Line 21.50 30.50 205.0 205.0
N->S Floor D3 n/a D Line 30.50 42.50 220.0 220.0
All Wall 1-1 n/a 1 Line 0.00 21.50 90.0 90.0
All Wall 1-2 n/a 1 Line 21.50 47.00 90.0 90.0
All Wall 3-1 n/a Line 0.00 6.00 90.0 90.0
All Wall 4-1 n/a 4 Line 3.00 6.00 90.0 90.0
All Wall 5-1 n/a 5 Line 3.00 21.50 90.0 90.0
All Wall 5-2 n/a 5 Line 21.50 47.00 90.0 90.0
All Wall A-1 n/a A Line 0.00 21.50 90.0 90.0
All Wall B-2 n/a Line 30.50 42.50 90.0 90.0
All Wall B-1 n/a Line 21.50 30.50 90.0 90.0
All Wall D-1 n/a D Line 0.00 42.50 90.0 90.0
9
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
SEISMIC LOADS
Force
Dir
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
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
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
Line
Point
Line
Point
Point
Line
Line
Point
Line
Line
Point
Line
Line
Line
Point
Line
Profile
Point
Line
Point
Line
Point
Line
Point
Point
Line
Point
Line
Line
Point
Line
Line
Point
Line
Line
Point
Line
Point
Point
Line
Line
Line
Point
Line
Location [ft]
Start End
-1.00 0.00
0.00 2.50
2.50 2.50
2.50 4.50
3.50 3.50
4.50 4.50
4.50 10.75
10.75 21.50
21.50 21.50
21.50 22.50
-1.00 11.00
11.00 11.00
11.00 21.50
21.50 30.50
30.50 42.50
42.50 42.50
92.50 43.50
Location [ft]
Start End
0.00 0.00
0.00 2.50
2.50 2.50
2.50 3.00
3.00 3.00
3.00 4.50
3.50 3.50
4.50 4.50
4.50 6.00
6.00 6.00
6.00 20.50
20.50 21.50
21.50 21.50
21.50 34.25
34.25 47.00
47.00 97.00
47.00 48.00
Mag (Ibs,plf,psf]
71.8 71.8
71.8 79.9
103 103
63.5 86.0
77 77
90 90
94.6 102.4
102.4 89.1
271 271
71.8 71.8
37.9 37.9
146 146
55.2 55.2
55.2 55.2
55.2 55.2
307 307
37.9 37.9
Mag [Ibs,plf,psf]
Start End
110 110
17.3 17.3
54 54
21.8 21.8
61 61
33.7 33.7
91 41
98 48
38.3 38.3
46 46
67.5 67.5
143.1 143.1
143 143
139.1 150.8
150.8 139.1
217 217
75.7 75.7
-1.00 0.00 46.8 46.8
0.00 0.00 346 346
0.00 11.00 110.3 110.3
11.00 11.00 1029 1029
11.00 11.00 77 77
11.00 21.50 119.3 119.3
21.50 30.50 112.5 112.5
30.50 92.50 115.9 115.9
42.50 42.50 417 417
42.50 43.50 46.8 46.8
user or generated by program are
reliability/redundancy factor fo seismic loads before distributing them to the shearlines.
.The program will apply a load factor of 0.70 and
10
WoodWorks® ShearWalis LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Flexible Diaphragm Wind Design
SHFOR RFSl1LTS
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 1
Lnl, Levl 1 S->N 4393 93.5 137.3 339 1.00 S 339 10833 0.41
1 N->S 4296 91.4 134.3 339 1.00 S 339 10833 0.90
wall 1-1 1 S->N 1579 93.5 137.3 339 1.00 339 3893 0.41
1 N->S 1549 91.4 134.3 339 1.00 339 3893 0.40
Wall 1-2 1 S->N 2814 93.5 137.3 339 1.00 339 6990 0.41
1 N->S 2752 91.4 134.3 339 1.00 339 6940 0.40
Line 2
Level 2
Ln2, Lev2 1 Both 2173 127.8 127.8 339 1.00 S 339 5755 0.38
Line 5
LnS, Lev2 1 Both 1645 86.6 121.8 339 1.00 S 339 4570 0.36
Level 1
Ln5, Levl 1 S->N 4990 113.4 127.9 339 1.00 S 339 13202 0.38
1 N->S 4893 111.2 125.5 339 1.00 S 339 13202 0.37
Wall 5-1 1 S->N 2367 113.4 127.9 339 1.00 339 6263 0.38
1 N->S 2321 111.2 125.5 339 1.00 339 6263 0.37
Wall S-2 1 S->N 2623 113.4 127.9 339 1.00 339 6940 0.38
1 N->S 2572 111.2 125.5 339 1.00 339 6940 0.37
East-West W For Shear Force [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 A
Level 1
LnA, Levl 1 Both 129 5.8 41.4 339 1.00 S 339 1016 0.12
Line B
Level 2
LnB, Lev2 3 Both 807 25.6 69.5 495 1.00 S 495 6185 0.13
Wall B-3 3 Both 452 25.6 64.5 495 1.00 495 3463 0.13
Wall B-1 3 Both 355 25.6 64.5 495 1.00 995 2721 0.13
Level 1
LnB, Levl 2 Both 1924 160.4 274.9 638 1.00 S 638 4466 0.43
Line C
Level 2
LnC, Lev2 1 Both 654 20.7 20.7 339 1.00 S 339 10663 0.06
Level 1
LnC, Levl 1 Both 2480 58.4 121.0 339 1.00 S 339 6940 0.36
Line D
LnD, Levl 1 Both 1041 24.5 53.4 339 1.00 S 339 6601 0.16
C- 5heathing GombinaUOn: A-Add capacmes; S- Strongest onry,• x- strongest or [w~ce weaKesr.
11
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or 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 1235 1235
1-1 Left Opening 1 0.00 6.00 1235 1235 263
1-1 Right Opening 1 0.00 11.00 1235 1235 204
1-1 Left Opening 2 0.00 16.50 1235 1235 37
1-1 Right Opening 2 0.00 19.50 244
1-2 Left Wall End 0.00 21.50 1235 1235
1-2 Left Opening 1 0.00 26.50 1235 1235 63
1-2 Right Opening 1 0.00 31.50 1235 1235 405
1-2 Right Wall End 0.00 97.00 1235 1235
Line 2
Line 2 Vert. Element 11.00 4.50 1023 1023
Line 2 Vert. Element 11.00 21.50 1023 1023
Line 5
Line 5 Vert. Element 42.50 2.50 975 975
5-1 Left wall End 42.50 3.00 1151 1151
Line 5 Vert. Element 42.50 16.00 975 975
5-1 Right Wall End 42.50 21.50 2303 2303
5-2 Left Opening 1 42.50 26.00 1151 1151 334
5-2 Right Opening 1 42.50 31.00 1151 1151 233
5-2 Right Wall End 42.50 97.00 1151 1151
Line A
A-1 Left Wall End 0.00 0.00 372 372
A-1 Left Opening 1 3.00 0.00 372 372 107
Line B
Line B Vert. Element 11.00 2.50 516 516
Line B Vert. Element 14.00 2.50 516 516
Line B Vert. Element 19.00 2.50 516 516
Line B Vert. Element 21.50 2.50 516 516
B-2 Left Wall End 30.50 3.00 2990 2990 1443
B-2 Left Opening 1 34.00 3.00 2990 2990 1042
B-2 Right Opening 1 39.00 3.00 2990 2990 1644
B-2 Right Wall End 42.50 3.00 2990 2990
Line C
C-1 Left Wall End 0.00 21.50 1089 1089
Line C Vert. Element 11.00 21.50 166 166
C-1 Right Wall End 20.50 21.50 1089 1089 1284
Line C Vert. Element 42.50 21.50 166 166
Line D
D-1 Left Wall End 0.00 47.00 481 481
D-1 Left Opening 1 5.00 47.00 481 481 144
D-1 Right Opening 1 10.00 47.00 481 481 22
D-1 Left Opening 2 14.00 47.00 981 481 138
D-1 Right Opening 2 26.00 47.00 981 481 156
D-1 Left Opening 3 32.50 47.00 981 481 31
D-1 Right Opening 3 38.50 47.00 481 481 116
D-1 Right Wall End 42.50 97.00 981 481
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 2
2-1 Left Wall End 11.00 4.50 1023 1023
2-1 Right Wall End 11.00 21.50 1023 1023
Line 5
5-1 Left Wall End 42.50 2.50 975 975
5-1 Left Opening 1 42.50 16.00 975 975 476
Line B
B-1 Left Wall End 11.00 4.50 516 516
B-1 Left Opening 1 14.00 4.50 516 516 117
B-1 Right Opening 1 19.00 4.50 516 516 11
B-1 Right Wall End 21.50 4.50 516 516 86
B-3 Left Wall End 30.50 2.50 516 516 149
B-3 Left Opening 1 39.00 2.50 516 516 8
B-3 Right Opening 1 39.00 2.50 516 516 136
B-3 Right Wall End 42.50 2.50 516 516
Line C
C-1 Left Wall End 11.00 21.50 166 166
C-1 Right Wall End 42.50 21.50 166 166
12
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Dead load contribution to combined force is factored by 1.00 load combination factor
13
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Wind Suction Design
COMPONENTS AND CLADDING by 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 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
3 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
1 17.9 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00
4 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
5 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
East-West Sheathing (pst] Fastener Withdrawal [Ibs] Service Cond
Shearlines Force Cap Force/ Force Cap Force/Cap Factors
Line Lev Gr Ca End Int End Int Tem Moist
A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
B 1 2 17.4 48.0 0.36 12 9 68 0.17 0.14 1.00 1.00
2 3 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00
1 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00
C 2 1 17.4 98.0 0.36 23 19 68 0.39 0.28 1.00 1.00
D 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00
14
WoodWorks® ShearWalis LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area
Mass Ibs s .ft Story Shear [Ibs]
E-W NHS Shear Ratio Rmax
E-W NHS Reliability Factor p
E-W N-S
Level2 12470 569 2684 2684 0.439 0.335 0.09 -0.50
Levell 51188 1908 5804 5804 0.386 0.141 0.81 -1.25
Structure 63659 - 8488 8486 - - 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 [plf] Crit.
Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res .
Line 1
Level 1
Lnl, Levl 1 Both 1.0 1.0 2543 59.1 79.5 242 1.00 S 242 7738 0.33
Wall 1-1 1 Both 1.0 1.0 914 54.1 79.5 242 1.00 242 2781 0.33
Wall 1-2 1 Both 1.0 1.0 1629 54.1 79.5 292 1.00 242 4957 0.33
Line 2
Level 2
Ln2, Lev2 1 Both 1.0 1.0 1029 60.5 60.5 242 1.00 S 242 4111 0.25
Line 5
LnS, Lev2 1 Both 1.0 1.0 850 44.7 62.9 242 1.00 S 292 3264 0.26
Level 1
LnS, Levl 1 Both 1.0 1.0 3090 70.2 79.2 242 1.00 S 242 9430 0.33
Wall 5-1 1 Both 1.0 1.0 1466 70.2 79.2 242 1.00 242 4473 0.33
Wall 5-2 1 Both 1.0 1.0 1624 70.2 79.2 292 1.00 242 4957 0.33
East-West W For HM/ Fact. Shear Force (plt] Allowable Shea r (plf] 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 .67 101 4.7 33.8 161 1.00 S 161 484 0.21
Line B
Level 2
LnB, Lev2 3 Both 1.0 .63 1031 32.7 82.5 221 1.00 S 221 3512 0.37
Wall B-3 3 Both 1.0 .87 577 32.7 82.5 221 1.00 309 2165 0.27
Wall B-1 3 Both 1.0 .63 459 32.7 82.5 221 1.00 221 1347 0.37
Level 1
LnB, Levl 2 Both 1.0 .78 1588 132.3 226.8 354 1.00 S 354 2481 0.64
Line C
Level 2
LnC, Lev2 1 Both 1.0 1.0 848 26.9 26.9 292 1.00 S 292 7617 0.11
Level 1
LnC, Levl 1 Both 1.0 1.0 2711 63.8 132.2 242 1.00 S 242 4957 0.55
Line D
LnD, Levl 1 Both 1.0 .89 1476 34.7 75.7 215 1.00 S 215 9500 0.35
C- Sheathing Combination: A-Add capacities; S- Strongest only; X- Strongest or twice weakest.
15
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
DRAGSTRUT AND HOLDDOWN FORCES
Level 1
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Shear Dead U lift Cmb'd Force Ibs
Line 1
1-1 Left Wall End 0.00 0.00 715 715
1-1 Left Opening 1 0.00 6.00 715 715 152
1-1 Right Opening 1 0.00 11.00 715 715 118
1-1 Left Opening 2 0.00 16.50 715 715 21
1-1 Right Opening 2 0.00 19.50 141
1-2 Left Wall End 0.00 21.50 715 715
1-2 Left Opening 1 0.00 26.50 715 715 36
1-2 Right Opening 1 0.00 31.50 715 715 234
1-2 Right Wall End 0.00 97.00 715 715
Line 2
Line 2 Vert. Element 11.00 4.50 484 484
Line 2 Vert. Element 11.00 21.50 484 489
Line 5
Line 5 Vert. Element 42.50 2.50 503 503
5-1 Left Wall End 42.50 3.00 713 713
Line 5 Vert. Element 42.50 16.00 503 503
5-1 Right Wall End 42.50 21.50 1426 1426
5-2 Left Opening 1 42.50 26.00 713 713 207
5-2 Right Opening 1 42.50 31.00 713 713 144
5-2 Right Wall End 42.50 47.00 713 713
Line A
A-1 Left Wall End 0.00 0.00 309 309
A-1 Left Opening 1 3.00 0.00 304 309 87
Line B
Line B Vert. Element 11.00 2.50 660 660
Line B Vert. Element 14.00 2.50 660 660
Line B Vert. Element 19.00 2.50 660 660
Line B Vert. Element 21.50 2.50 660 660
B-2 Left Wall End 30.50 3.00 2701 2701 1191
B-2 Left Opening 1 34.00 3.00 2701 2701 860
B-2 Right Opening 1 39.00 3.00 2701 2701 1522
B-2 Right Wall End 42.50 3.00 2701 2701
Line C
C-1 Left Wall End 0.00 21.50 1190 1190
Line C Vert. Element 11.00 21.50 215 215
C-1 Right Wall End 20.50 21.50 1190 1190 1403
Line C Vert. Element 42.50 21.50 215 215
Line D
D-1 Left Wall End 0.00 47.00 681 681
D-1 Left Opening 1 5.00 47.00 681 681 205
D-1 Right opening 1 10.00 47.00 681 681 31
D-1 Left Opening 2 19.00 97.00 681 681 195
D-1 Right Opening 2 26.00 47.00 681 681 222
D-1 Left Opening 3 32.50 47.00 681 681 45
D-1 Right Opening 3 38.50 47.00 681 681 164
D-1 Right Wall End 42.50 47.00 681 681
Level 2
Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut
Wall Or O enin X Y Shear Dead U lift Cmb'd Force Ibs
Line 2
2-1 Left Wall End 11.00 4.50 484 484
2-1 Right Wall End 11.00 21.50 484 489
Line 5
5-1 Left Wall End 42.50 2.50 503 503
5-1 Left Opening 1 42.50 16.00 503 503 246
Line B
B-1 Left Wall End 11.00 9.50 660 660
B-1 Left Opening 1 19.00 4.50 660 660 149
B-1 Right Opening 1 19.00 4.50 660 660 14
B-1 Right Wall End 21.50 4.50 660 660 110
B-3 Left Wall End 30.50 2.50 660 660 185
B-3 Left Opening 1 34.00 2.50 660 660 10
B-3 Right Opening 1 39.00 2.50 660 660 174
B-3 Right Wall End 42.50 2.50 660 660
Line C
C-1 Left Wall End 11.00 21.50 215 215
C-1 Right Wall End 42.50 21.50 215 215
16
WoodWorks® ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force
17
WoodWorks®ShearWalls LUBBESMEYER 1924 SHEAR.wsr Jul. 11, 2005
12:58:15
18
COMPANY PROJECT
~~~~a ,O ~~~~ Pacific Northwest Engeering LUBBESMEYER 1924
W (253)589-3265 F1
July 11, 2005 12:59:10
SOFJWARf fOR WOOD 1}F37GN
Design Check Calculation Sheet
Sizer 2004
LOADS: C ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 190.0 No
Load2 Live Full UDL 760.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
o'
6'
Dead 593 593
Live 2280 2280
Total 2873 2873
B
i
ear
ng:
LC number 2 2
Len th 1.3 1.3
Lumber-soft, D.Fir-L, No.2, 4x10"
Self Weight of 7.69 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 99 Fv' = 180 fv/Fv' = 0.55
Bending(+) fb = 1036 Fb' = 1080 fb/Fb' = 0.96
Live Defl'n 0.06 = <L/999 0.20 = L/360 0.30
Total Defl'n 0.08 = L/863 0.30 = L/240 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 = 4310 lbs-ft
Shear LC# 2 = D+L, V = 2873, V design = 2135 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 1=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
WOt~!'~WO rks® Pacific Northwest Engeering
(253) 589-3265
July 11, 2005 12:59:24
sosrwattF rott woos nrsrcn
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 40.0 No
Load2 Live Full UDL 220.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
PROJECT
LUBBESMEYER 1924
F2
~___. _- L
0'
10'
Dead 238 238
Live 1100 1100
Total 1338 1338
Bearing:
LC number 2 2
Len th 1.0 1.0
Lumber-soft, D.Fir-L, No.2, 4x10"
Self Weight of 7.69 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
~ SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear
Bending(+)
Live Defl'n
Total Defl'n fv = 52
fb = 804
0.14 = L/850
0.19 = L/641 Fv' = 144
Fb' = 869
0.33 = L/360
0.50 = L/240 fv/Fv' = 0.36
fb/Fb' = 0.93
0.92
0.37
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 0.80 - 2
Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2
Bending(+): LC# 2 = D+L, M = 3346 lbs-ft
Shear LC# 2 = D+L, V = 1338, V design = 1132 lbs
Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2
Total Deflection = 1.50(D ead Load Deflection) + Live Load Defle ction.
(D=dead L =live S=snow W=wind I=impact C=construction CL d=concentrat ed)
(All LC's are lis ted 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
~~~~_ ,~ ~ ~~~ Pacific Northwest Engeering
\,/J~\// (253) 589-3265
July 11, 2005 12:59:36
SOFM'ARF fOR WOOb bF33GN
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 80.0 No
Load2 Live Full UDL 320.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
PROJECT
LUBBESMEYER 1924
SF1
o'
1 o'-s°
Dead 954 454
Live 1680 1680
Total 2134 2139
i
Bear
ng:
LC number 2 2
Len th 1.1 1.1
Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8x9"
Self Weight of 6.48 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
~ SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear
Bending(+)
Live Defl'n
Total Defl'n fv = 98
fb = 1593
0.26 = L/491
0.36 = L/350 Fv' = 240
Fb' = 2400
0.35 = L/360
0.52 = L/290 fv/Fv' = 0.41
fb/Fb' = 0.66
0.73
0.69
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+L, M = 5602 lbs-ft
Shear LC# 2 = D+L, V = 2134, V design = 1829 lbs
Deflection: LC# 2 = D+L EI= 341.71e06 lb-in2
Total Deflection = 1.50(D ead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrat ed)
(All LC's are lis ted 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
~/4~C~W0 rks~ Pacific Northwest Engeering LUBBESMEYER 1924
(253) 589-3265 SF2
July 11, 2005 12:59:46
sorrwexr rax woan nesrcr:
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
z. ._
- _ - _ - _ _
._ ~ _ _ ..
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o' 8'
LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 1-ply
Self Weight of 5.99 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE Nis-2001: (Ibs, Ibs-ft, or in )
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2200 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.8 million - 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+L, M = 3568 lbs-ft
Shear LC# 2 = D+L, V = 1784, V design = 1343 lbs
Deflection: LC# 2 = D+L EI= 439.57e06 lb-in2
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
Loadl Dead Full UDL 40.0 No
Load2 Live Full UDL 400.0 No
Dead 184 184
Live 1600 1600
Total 1784 1784
i
Bear
ng:
LC number 2 2
Len th 1.4 1.4
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 97 Fv' = 285 fv/Fv' = 0.34
Bending(+) fb = 1041 Fb' = 2202 fb/Fb' = 0.47
Live Defl'n 0.08 = <L/999 0.27 = L/360 0.31
Total Defl'n 0.10 = L/976 0.40 = L/240 0.25
COMPANY PROJECT
~~~d W~ ~ ~~® Pacific Northwest Engeering LUBBESMEYER 1924
(253) 589-3265 R1
July 11, 2005 12:59:56
SQfTWARE fnR WDOU DFK7Gti
Design Check Calculation Sheet
Sizer 2004
LOADS: (Ibs, psf, or plf )
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
p~ 16'
Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x13-112"
Self Weight of 15.93 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in )
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+S, M = 22876 lbs-ft
Shear LC# 2 = D+S, V = 6682, V design = 5616 lbs
Deflection: LC# 2 = D+S EI=1891.38e06 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 Point 600 7.00 No
Load2 Snow Point 1000 7.00 No
Load3 Dead Partial UDL 60.0 60.0 7.00 16.00 No
Load4 Snow Partial UDL 100.0 100.0 7.00 16.00 No
Loads Dead Partial UDL 360.0 360.0 0.00 7.00 No
Load6 Snow Partial UDL 600.0 600.0 0.00 7.00 No
Dead 2586 1329
Live 4097 2003
Total 6682 3332
Bearing:
LC number
2
2
Len th 2.0 1.0
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 122 Fv' = 276 fv/Fv' = 0.99
Bending(+) fb = 1763 Fb' = 2760 fb/Fb' = 0.64
Live Defl'n 0.31 = L/618 0.53 = L/360 0.58
Total Defl'n 0.61 = L/315 0.80 = L/240 0.76
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COMPANY PROJECT
Pacific Northwest Engeering LUBBESMEYER 1924
(253) 589-3265 R2
July 11, 2005 13:00:12
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 75.0 No
Load2 Snow Full UDL 105.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
o'
I o'
413
Dead 413 525
Live 525 938
Total 938
Bearing:
2
LC number 2 1.0
Len th 1.0
Lumber-soft, D.Fir-L, No.2, 4x10"
Self Weight of 7.69 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SFCTInN vs_ DESIGN CODE NDS-2001: f stress=osi, and in 1
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 37 Fv' = 207 fv/Fv' = 0.18
Bending(+) fb = 564 Fb' = 1242 fb/Fb' = 0.45
Live Defl'n 0.06 = <L/999 0.33 = L/360 0.19
Total Defl'n 0.14 = L/860 0.50 = L/240 0.28
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2
Fv' 160 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending(+): LC# 2 = D+S, M = 2346 lbs-ft
Shear LC# 2 = D+S, V = 938, V design = 794 lbs
Deflection: LC# 2 = D+S EI= 369.34e06 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.