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BLD-05-04570 t~C^2 ''ba; ,.~.. wig ~..._ ., x~c? '"'~'' ~ ~k~.< ~-w-~ "LL ,~ "..a ~~.;_~ _. -',? e ~"~... .w,.~~ ;, _;~ ~~~ .~« cn ~~ in ~~ ~~ Dc ~~ a~~ ~~ N~ v ~- -~ ~~~ N ~- 3 ~~ ~ N .~ ~ ~~~ ~' ~ ~ ~~~ °~~ N~ ~ (7 ~ N ~vv ~~o ~~_ __ v <-~~-~ ~~~ `~ N. `~~ ,~~ ~ ~. oon o= o ~~ a ~ ~ ~ n ~ ~ c ~ v m c Q ~~ 0 v tD n N~ C7 0 Q o' D m N 7 N m m a W c Q ~~ co m ~_ Z c a m v z m 00 N N ~ ~ Q N n~ ~ ~ Z W c Q ~~ cQ D n n m m n v ~ m ~ ~_ ~ r m n r m ~ ~ ~ T, c_ `I r v_ m Z G7 O 'p n D C ~ ~ Z C7 ~ .~ ~ CJ1 ? -Ca V1 < ~ ~ D~ c ~~ a~~ ~~ ~QN~ v ~~ -~ ~. o ~Q~ -~ ~,. Nr' 7 ~ ~ n Q~ ~~~ °3? N~ ~ ~~~ " ~, ~~o ~W= ___ <~-~ ~~~ N. ~~~ ~ o ~ ~ ~^-`F ~W_\ O O l / ..~~ ICY G7 C7 v O 0 v u~ D ~ ~ m ~ ~ N v' C7 ai o ~ ~ m o a c a ~' ca m ~_ Z c fD v Z ~.. 1 V 00 ~ ~ m m av a~ m m W c Q ~' ca D n m N m n v ~ rn ~ z ~ n ~ r m n r m ~ ~ ~ -~ o0 c n m z O Ip n D C ~ D I :~® _*., ~~' ! ~~; -~ .~ W_~ R~ ,.~ _ ....- 0~# FROM :YELM SEWER DEPT. O~Q~ StI~ ~~ 4 M '~LLM Miw~ INOTPN FAX N0. :360-458-8166 Sep. 11 2006 10:04AM P1 SAX T1~ANSIVIIS SIGN CITY Or 'YEI_.NI P.O. BOX 479 ~ 93 I NP ROAD NE YELM, VilA 98597 360-458-841 I n (~~" ` 1~'AX 360-458-8166 TO: ~~,' N L~jiJ ~^AX#: From: ~Atiq ~; D1~.TE: 9-~1~ - c.~ ~ PAGES: ~ ,including this Cover. sheet Subject: ~O ~lSr~ ~'rNA~ /,Auk ~ ~-~ ~ ~ ~ .~ COMMENTS: ,~ ~~ ~~ ~ ~ ! `~'~ t~ ~ ~ c~ D 6~ .. ~~ ~ ~ - ©o ST ~.~'. ** [f'you do not receive all copies or any copy is nat legible, please call (36~) 458-8411 as soon as possible. City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: Landshapes NW, Inc. Address: 1151E 112th Street Property;i nformation: Site Address: 16183 Birkland St. SE Assessor Parcel No. 32660000800 Contractor Information: Name: Applicant Address: Contractor License No: Project.Information: Project: Autumn Hill, phase II Description of Work: 1719 SFR, Lot 8 Sq. Ft. per floor: (1st) 890 (2nd) 829 Heat Type (Electric, Gas, Other): OTHER Fees: City: Tacoma Subdivision: Autumn Hill, p. II Contact: City: Expires: Permit Ivo: BLD-05-0457-YL Issue Date: 01/31/2006 (Work must be started within 180 days) Receipt No: 40409 Phone: 253.537.6370 State: WA Zip 98445 Phone: State: Zip: Business License: (3rd) 0 Garage 492 Basement 0 Lot: 8 Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --------------------------- Building Permit 100-500k ----------- 1,339.83 ----------- 993.75 ----------- 346.08 ----------- 5.6000 ----------- 61.8000 ------------- $1,000 Building Plan Review 870.88 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 104.00 20.00 84.00 7.0000 12.0000 Fixture Sewer ERU 5,569.00 0.00 5,569.00 5,569.0000 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 Fire District Impact Fee 477.58 0.00 477.58 0.2160 2,211.0000 square foot TOTAL FEES: $11,232.04 # Sets of Prints: Date:.- ~y:, 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 a~pf T"f P CITY OF YELM P.O. Box 479 Yeim, WA 98597 360-458-8403 RECEIPT No. 4 0 4 0~9 ~~~`EVEN THOUSAND TWO HUNDRED THIRTY TWO DOLLARS & 04 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. LANDSHAPES NW INC 02/01/06 40409 11,232.04 CHECK 3322 1151 E 112TH ST TACOMA, WA 98445 BUDGETARY DIANA rV~ ~- p s " G lS7 -YL , BLD1339.83. PLNREV870.88. MECHPRMT78.25. PLMB104. S/ERU5569. S/INSP145 W/ERU1500, E/MTR300, W/DEP40, TRAFF757.50. S/DEP50. FIRE477.58. .. -. -. a~~f T~ ~ CITY OF ~'`~ YELM Po. sox a7s RECEIPT No. 4 0 410 Yelm, WA 98597 360-458-8403 R~'~~E~,EVEN THOUSAND ONE HUNDRED FOURTEEN DOLLARS & 18 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. LANDSHAPES NN INC 02/01/06 40410 11,114.18 CHECK 3322 1151 E 112TH STREET TACOMA. WA 98445 BUDGETARY DIANA ~j° ~ -US_6 y,SS -~ . 6 4.88. MECH78.25. PLMB118. S/INSP145. W/ERU1500. W/MTR300. W/DEP40. TRAFF757.50. S/DEP50. ST FEE4.50. FIRE515.38. S/ERU5569. r! fi i; r ,~ ~ P ~~ i k ~'~ {~ ~tt , ' j j ~ prp g- '. t ~ ; I ! ~ V ~a 3 ^ ~y g •, L*Q 1 ~ i ~? r~_` ~''`' ^ ~ ~r: ~ i ~ ~ J { 4 ' ~ I S ' i ~~. ~ ? :. y _.,....,.W. ~..~.,.......__. ~~ 1 ~ fr i 1 j y I rf r I~7, J. aka, v ;..f~ __.,__ ___._....a.___ ~~ y~A .._... . ,~~:~~ ~ ~ ;'. d ~~w . ~ ~ , ~' ~`~~' ` w x• r f i t {,~ ~at~^., ~ v-.,. t r- - , t w.: ,~.~ q ~;J ,.. /lJd~ C~~i_~U 1911dShApP.S 11 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 4~~ice Cod ~ .._ PIERCE; COUNTY DEVELOPMENT CENTER 2002 WA. STATE ENERGY CODE INFORMATION Application No. Date: PLEASE COMPLETE THE FOLLOWING: Glazin>? area calculation: Heats stem sizing calculation: . - 2 O~ sf = ,1, ~l t-"~ sf = i ~- % ,~ , ~ . ~ x 20 = ~ ~ " btu's _ Window area _ Heated floor area = % of glazing Heated floor area x btu per sq. ft. =total system output Refer to the table below to 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: [>C] New [k]~ Single Family ,(~ Prescriptive Ch. 6 (circle one) [~] Btu input `~. ~ ~.~ [ ]Remodel [ ]Multi-family I ~3I1,/ III Efficiency rating [ ]Addition [ ]Component Per-formance Ch. 5 _ [ ]WATTS [ ]System analysis Ch. 4 HSPF rating FUEL TYPE: HEAT TYPE: ELEC. UTILITY PROVIDER: [ ]Electric ,[x] Forced Air Furnace ( ]Tacoma City Light [k`J Nat. Gas [ ]Heat Pump [ ]Puget Sound Energy [ ]Propane [ ]Radiant Heat System (baseboard, wall cadet [ ]Peninsula Power [ ]Oil, wood [ ] Hydronics system Other ~~ [ ]Gas or Wood Stove VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one) Ventilation Option: [~] A [ ] B [ ] C [ ] D [ ] AAHX System Size: t ~Jt'~ cfm [~ Intermittently operating [ ]Continuous operating PRESCRIPTIVE REQUIREMENTS°'' FOR GROUP R OCCUPANCY CLIMATE ZONE 1-ALL FUEL TYPES Option dazing 10 Glazing U=factor Door 9 Ceiling ~ Vaulted W atl Wall; int. `t Wa11, ext., 4 Floor 5 Slab Area %:of floor U-value cetling ' Above below below grade on'~ grade .grade grade Vertical Overhead I: 129/0 0.35 0.58 0;20 R-38 R-30 R-15 R-}5 R=-bO R-30 R-10 ; lI. * }5% 0:40 0:58 0;30 R-38 R-30 R-21 R-21 R-IO R-30 R-10 III; Unlimited 0.40 0:58 0:2'0 R-3$" R-30 R-21 R-21 R-IO R-30 R-10 Group R- Occupancy . Drily _. . * Refere nce Case _. 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1 l . Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 ofthe W.S.E.C. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings. 3. Requitement applicable to only to single rafter or joist 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. Requaed slab perimeter insulation shall be a water resistant material, manufacftured for its intended use, and installed according to manufacturer's specifications. 7. Int. denotes standazd framing 16 inches on center with headers insulated with a minimum of R-5 insulation. 9. Doors, including al fue doors, shall be assigned default U-factors from Table 10-60. 10. Where a maximum glazing azea is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with a U-factor of U~.40 or less is not included in glazing area limitations. 11. Overhead glazing shall have U-factors detennined in accordance with NFRC 100 or as specified in Section 502.1.5. 12. Log and solid tunber walls with a ~nuutnum average log thiclmess of 3.5 inches are exempt from this insulation requirement. CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: 1 ~'~~ ' ~-~~~1°Y~ ~'?~'"` ~?~,, Parcel #: Subdivision: l,~t'U.~~t~l `'t"~~I~ ~~,.- Lot #. 'J Zoning; Re~e'~e ZOOS a ,,~~New Construction u Re-Model / Re-Roof /Addition u Home Occupation Sign u Plumbing U Mechanical u Mobile !Manufactured Home Placement u Other Project Description/Scope of Project Value: Building Area (sq. ft) 15Y Floor_ '~ 2"d Floor ~_ ~.f " Garage ~ Deck ~ ~- 'T Basement Carport Patio # Bedrooms # BathroomsZ. Heatin .GAS OTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: ~' .C ~iv. -_~ . ~ '~' ADDRESS ~:r I _ h EMAIL CITY ~f'~Cti~t'"'1r,c.'x. STATE ~} ZIP `r.-$~' TELEPHONE 2~~=3 ~7'~~- t ~`~"`~ ARCHITECT/ENGINEER '~ LICENSE # ADDRESS ~ZL ~ Y EMAIL CIT ~' STATE -ry'i~ ZIP ~~ ~' TELEPHONE !~,~'~ • 1:,~~ ~ ~,~.:16y~ GENERAL CONTRACTOR • ~' ' =~ TELEPHONE ~;~~--~~~'~~} ADDRESS '~~ • ~. I ~' , ' EMAIL CITY~~/a(';1I^f'?C~ STATE ' ZIP :FAX '~.~7:%3~-~=y~j ~~i1~~ h _ CONTRACTOR'S LICENSE # ~i~t"'EXP DATE CITY LICENSE # PLUMBING CONTRACTOR ~ r~ ~ ~ ELEPHONE~j3 - ~-~''`-'X,j`~~~ ADDRESS ~ ~~' ~,:~'= MAIL CITY C7t`14,h~.7r~ STATE ZIP FAX CONTRACTOR'S LICENSE # I~~ i= Eh:"a`J •5.1XP DATE CITY LICENSE # MECHANICAL CONTRACTOR '' ' ~'~~. ~-~~~~, TELEPHONE~~j3 -' t-j',_flm& ADDRESS EMAIL CITY_L~a;:,l1t„~..iSTATE ~ ZIP `.' FAX~_-~~:.~"(- )~~ ~. r.~ CONTRACTOR'S LI NSE # ~u..l<?~'~. ~ XP DATE CITY LICENSE # ~ Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the a~~~cribed property will be in accordance with the laws, rules and regulations of the State of Washington and the ity of Y m. ~ 4 Applicant' ur D e Owner /Contractor /Owner's Agent /Contractor's Agent (Please circ a one.) All permits are non-transferable and will 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 180 days lva iecm avenue west (360) 458-3835 PO Box 479 (360) 458-3144 FAX Yedm, WA 98597 www.ci.yelm.wa.us *************** -COMM. JOU. .i~- ******************* DATE JAN-..:-2006 ***** TIME 22:24 ******** MODE = MEMORY TRANSMISSION FILE No.=412 STN COMM. KEY NAME No. 001 OK s START=JAN-24 22:23 END=JAN-24 22:24 STATION NAME/EMAIL ADDRESS/TELEPHONE N0. PAGES DURATION 912535379163 002/002 00:00:26 -Yelm CDD - ***** DP-3520 ********************** -Yelm CDD - ***** - 360 458 3144- ********* ~~ ~~ JOS Yelm Avenue West Y ~ LM P.O. Box 479 w~•~»oo,. Yelm, Wash/ngton 98597 360) 458-3244 Review Plan 1 19 1. Check site plan. Driveway must be 21 feet or less for 5 foot set back on east property line 2. Engineering does not call out for any hold downs on the second floor. Does typical shear wall detail apply? 3. No joist engineering supplied per note on page 3. Attached is joist layout from ICC for LPI joist. It requires blocking at bearing wall above locations. ~ ~". Does engineering concur? 4. At hipmaster in garage and girder truss in family room, any more support then doubling framing member below? Any additional hold downs required? Gary 77~ City of Ydm is an Equal Opportunity Prauider ~~~~ ~i~3 City of Yelm Yelm 105 Yelm Avenue West P.O. Box 479 Yelm, Washington 9 (360) 458-3244 Review Plan 1719 1. Check site plan. Driveway must be 21 feet or less for 5 foot set back on east property line 2. Engineering does not call out for any hold downs on the second floor. Does typical shear wall detail apply? 3. No joist engineering supplied per note on page 3. Attached is joist layout from ICC for LPI joist. It requires blocking at bearing wall above locations. Does engineering concur? 4. At hipmaster in garage and girder truss in family room, any more support then doubling framing member below? Any additional hold downs required? Gary The City of Yelm is an Equal Opportunity Provider ~.. -~ s 37~- ~~4 3 Page 16 of 22 ESR-1305 FIGURE 3 -TYPICAL I-JOIST FLOOR LAYOUT Nonbearing cantilevers: (^ See FIGURE 4 Details 10 11 Load bearing cantilevers: See TABLE 5 & Temporary construction bracing is Details ~N © ® required for lateral support before decking is comple Led. in FIGURE 2. ~~ ''~,~ ~ LP] I-joist blocking or 2 x squash blocks are required to ~ ~ ~ support bearing wall from above. __ - - ._ Holes may be cut in web for - ~ plumbing, wiring and duct work - - See FIGURE 1 and TABLES 2 _ _ to 4 for hole sizes and locations ~, _ /. NOTE: Never cut oa- notch flanges. ~. ~' i ~ ~ i _. ~~ ~_ ~ ~' .. _. ~~~ ~~ ~ Nonbearing cantilevers. ~ See FIGURE 4 Details Load bearing cantilevers: 10 11 ~ See TABLE 5 & Details ~ ~ ® ~~ in FIGURE 2. r ~~~ Use hangers recognized In current ICC ES report. Some details have been omitted for clarity. For SI Units Conversion: I ft. = 304.8 mm. NOTES: 1. These instructions are offered as a guide and are typical for good practice in the handling, storage and installation of I joists. In some instances, other or additional details maybe necessary. 2. All rim joists, blocking, connections, and temporary bracing must be installed before erectors are allowed on the structure. 3. No loads other than the weight of the erectors are to be imposed on the structure before it is permanently sheathed. 4. Numbered details are noted in Figure 4. I REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL ~l~~s~ ~.~>rYYlOVE~ REGIST.. # EXP ., DATE .A~ic~ ~~gri CC01 LANDSNI965MT 08/13/2006 ~1C111 ~C~~1'>i~1~~flC~ "EFFECTIVE DATE 08/.13/2004 , _,,,. ~ - ,- ~a>rd ref®Ye LANDSHAPES; NORTHWEST, _INC __.. ~~aci~g II1 1151 EAST 112TH STREET ~,~1~I`®gd TACQMA. WA.:: 98445., . Signature ~' F625-052-000 (8/97) Issued by DEPARTMENT OF LABOR AND INDUSTRIES Detach And Display Certificate .i.Il '' r ,. ~. ~ ... ....i ~.w. .~~.'.? il! ~G I.~ i Chi? 11`~r... 'I ..~ ire: . ~'~ ^r ly _ (h i!s i t- i ~t f~"t After recordine rrtnm to: Yelm Comrnuniry Schools District No. 2 P. O. Box 476 Yelm, WA 98597 Arm: &rling M. Birkland MITIGATION AGREEMENT Reference No: Autumn Hill, SLTB-04-0036-YL, Yelm, WA Grantor. l . John Lubbesmeyer Landshapes Northwest, Inc. 1151 E. 112 Tac~rta, WA 98445 Graettee; 1. Yelm Community Schools District No. ~ Legal Description; A 30-17-2E S2 NE NW SE LESS RD 1 Assessor's Properly Tax Parcel Nu®ber/Account Nu~oobtw h~730~~9~104 ~ ~ 7 ~ ~' ~ ~ ~l , ~~ ~~ THIS MITIGATION AGRE>MENT ("Ageemem") Is made this~~ md~, , 2005, between the YELM COMMUNITY SCHOOLS DISTRICT NO. 2, Yetm, Washington ( "District"} and Landshapes Norhtwest, Inc.. (the "Developer'7. REC ALS A. The Developer has submitted an application to Thurstoai County for the constrpction of a 24 lot subdivision "Autumn HiU iI" Yetm, Wash. (the "Project"). The Project is located on Property that lies within District boundaries, more particularly described on Exhibit A, attacbed hereto and incorporated herein by reference. B. The State I;nvironrnentnl Policy Act, Chapter 43.21C RCW ("SEPA"), provides processes and procedures whereby major actions by area and local agencies, including, but not lirrrited t0. plat or PUD approval or the issuance of building permits, may be reviewed m determine the nature and extent of their impact on the environment. Impacts on public services, including schools, arc environmental impacts for the parrposes of SEPA. SEPA requires the mitigation of adverse environmental impacts. C. The District's student population and govvth projections indicate that the Project will have an impact on the YDistriet; whin cumulative impacts of other projects are considered. D. RCW 82.02.020 authorizes the District to enter into $ voluntary agreement with the Devebper for payment to mitigate the impact of the Developer's Project.; E. Pursuant to Resolution No. 12-16-93-05, it is the policy] of the District to recomrttend that the direct impact of development 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, in consideration of the above recital and the mutual promises and covenants below, the District and the Developer agree as follows: t . The Developer acknowledges and agrees that there is a direct impact on the District as a result of the Developer's Project and that this Agreamni is necessary asl a result of that impact. 2. The Developer acknowledges and wets that in order tb mitigpte the direct impact of the Project, the Developer has offered to pay the District the following sutn 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 nol100 Dollars (551,360.00) (the hMitigstion Payment") for the 24 tots of the -subdivision. The- amount referenced by this paraeaph is subject w 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 nol100 Dollars ($2,140.00){ per dwelling unit or Fifty One Thousand Three Hundred Sixty and no1100 Dollars ($S 1,360.00) 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 date of this Agreement, the arrlount due for mitigation, as stated in paragraph 2 above, shall be modified to the amourn reflected in ~ the then most recent mitigation agreement m which the District is a parry. A copy of such agreetitern shall be made available to Developer upon request. 5. The District agrees to record this Agreement after it beast been executed by the parties. 6. The Developer acknowledges and agrees that the Mitigation Payment is authorized to be used for capital improvements to the following facilities: Southwottlt Elementary SchooD. Mill 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 portabk facilities and/or school buses. ?. The Developer agrees that the District has flue (S) y+ta,s from the payment date to spend the Mitigation Payment for the capital improvements or expenditures (described in paragaph 6. In the event that the Mitigadon Payment is not expended within those five years, the moneys will be refunded with interest at the rate applied to judgments to the property awners•of record at the time of refund; however, if the Mitigation Payment is not expended within five years due to delay which is attributable to the Developer, the Payment shall be refunded without interest. g. The Developer waives and relinquishes its right to protest or challenge the payment of the Mitigation Payment pursuant to this Agreement and hereby covenants and undertakes that it forever refrains and desists from instituting, asssning, 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 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 for the impact of the Project as presently proposed tun the pistrict. 11. This Agreement shall be binding upon and inure to thk benefit of the heirs, executor, administrators, successors, and assigns of both of the Developer and theiDistrict. 12. if an action must be brought to enforce the terms of thil; Agreement, such action shall be brought in Thurston County Superior Court. The prevailing party sha116e entitled to payment of its costs and reasonable attorneys' fees. ' 13. This Agreement constitutes the entire abmeement betwreen the parties and any other agreemenl either written or oral shall be null and void. , EXI-iIJ~TT A LEGAL DESCRIPTION fog3t General Locaaiom-~A9dr Vancii Rd.. Yehn. WA Scction ~ Township 17N Range 2E Land Area 5.9~ acres Tax Parccl Nnraber: ~38~?9}86~ 0~.-1 ~(} 13(,x? CEO YELM COMMUNITY SCHOOLS DISTRICT NS. 2 By: Alan Burke ` Its Superintendens STATE OF WASHINGTON ) )SS COUNTY OF THURSTON ) . I certify that I know or have satisfactory evidence that Alan Burke is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he v~~as .authorized to execute the instrument and acknowledged it as the Superintendetrt of the Yelm Co9nmunity Schools Distriu No. 2 to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. ,GI GIVEN u»dcr my hand and official scat thi "day of _r, 2005 ~~~N..•...o. ti, ~~~~,,~~Q~~,,~t, O Ll m and for the State of ~tA~,, ~ , ington, residing st 2 r R~ ~iP :: ~ ~;~ My Commission Expires ~ jq ~~ ~ ~; i~ o : o ~_ ~~ ~T~TE OF ~~~` ~•o.......-~' DATE®: ~ ~~ STATE GF WASi~tA1GTOIV ) ~S C®UhITY QF Tt~9URST®Id } John Lubbtstt~yer - It$ r I ccrtify that I know or have satisfactory evidence that Johnl Lubbestneyer is the person who appeared before mc, and said person acknowledged that he signed this;instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the applicant for this subdivision to be the free and volutttttty act of such party for the uscs and purposes tnentibnecl in the instrument. GNEAI under my hand and official seal this c~_l.~`a'ay of ~ ~_, 2005 aE` ~. STE/~j~~~~t N >n and for the State of y~ ~ •ypW ••..~. y'~.'`•~~ ngitm, residing at - ~•~' ,~ O+t. ~°~ My Commission Expires: /n -) ~ -D~1 .~O ~ :, r~ ~~~0 ~~+ ~ ~~`' TOTAL P.05 j1 s ~.. ~,~ °`~~...~ k, ~ ~,~ ~ ¢ t ~~ , ....x~P~C"~ ,m .~~; __ _ _ 1 1 i , .w* f ~, ~~ ~ ,:. ~~ Northwest ~ Inc. 1151 East 112th Street -Tacoma, WA 98445 Office: 253 537-6370 - Fax: 253 537-9163 To V~hom It May concern: Infiltration as designed on the engineered plat shall be located in the rear yard of each lot. .~ 1 Lubbesmeyer President LATERAL AND GRAVITY ANALYSIS FOR: LANDSHAPES NORTHWEST, INC. SITE: 16183 BIRKLAND ST SE YELM, WA 98597 ORIGINAL STAMP MUST BE RED TO BE VALID StitiLw ~ ~~ ~ ~woF. -: ~G ~o ~ J l~'O. b 39315 r sHEEr ogre PLAN NUMBER: .r'-~ ~ PACIFIC NORTHWEST s z r ~ ,; EN6INEERII~iINC. ~' ° ~ , ~4s 1-18-2006 LUBBESMEYER 1719 F. Nt.INF.. .F HINt+ {92 Vhons~(253) 682 2850 Fax I~ 2k 582-2858{~ tl 4 S ; y CONSULTING ENGINEERS PAC/FIC NORTHWEST ENGINEER/NG 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 LIVE LOADS (psfl U.N.O. 2003 International Building Code D2 1.30 0.48 6.5 D 85 mph Exposure B - Uninhabitable attics without storage 10 -Uninhabitable attics with storage 20 -Habitable attics and sleeping areas 30 -All other areas except balconies and decks 40 -Balconies and Decks 60 DEAD LOADS (psfl U.N.O. - Roof 15 -Floor 10 SNOW LOADS (psfl U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 12" PACIFIC NORTHWEST ENGINEERING INC. 4924 109TH ST SW,~ SUITE C LAKEWOOD, WA. 98499-3733 ~- -- --- -- -- - - - l~ WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1719 SHEARWALLS.wsw Woodworks® Shearwalls 2004 Jan. 19, 2006 12:47:46 Level 1 ~f ~ - _ - ~- 6E} ~ i _ - -_ --- - - --', - ' ~I _- - L- __ _ ~ - ~ I - - -~ - I I~ I - - ~ - __ - - - I I - - ' - 55' - -- ~ -- -I ~ - - - ~ - --- G- I ~ _ i I - ~ i I _ ~ - - I -- - ~ -- - -- - ~, '~ I '~ - ~ - I -~ I ~ ~~ ! 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II--- ~ ----~---- A~1 ~---~--- -_____ '~ I I, I ~ I i _ i - _ , - _ _ ,~ - - ~I - _ - ~ - ~~ -15' i ~ -- - - - - -- --- ~~ ~ t ' ~~ -= ~ ~ --- - - ' ~ - -- - - ~ ~ j -20' I -- -- -- --- - -! - --- ~~ -- -- -- ~ ~ ~ ~ ~ -- - -'; --- - - 'i -- ~- - X25' ~ ~ -1,0' -5' I d' $' I 1 p' 1 ~5' ~ 2p' 2~' 3p' 3~' i 4p' I 45' ~ ~ _ WOOC~WOPICS®ShearwallS SOFTWARE FOR WOOD DESIGN ~ 1 LUBBESMEYER 1719 SHEARWALLS.wsw Woodworks® Shearwalis 2004 Jan. 19, 2006 12:47:46 Level 2 of 2 ' ' ~ ~ ~ ~ ~ 'i I I I I ~; ~ ~ ~ __~ ~, - I I T ~-- 1' ~ i -i ~~ I I ', ~ I II ~ II -- fi- - - - - -r -- fi- - ~ --- -- - ~ -- - Ir -- -± - - ~ - --- -~ . 3oi I I I I I I I~ i I ~~ !, '' ~' -- -- - ~ I - I- ~- - I ~ - ~ ----- ---- ---- -- -II- - i---- - -'-- - I I ~ i I I I i I I I i ~ I '~ I i C-1 C-2 I' ~ _ _ _ -I - -- - - i ~ - __ - -- - - - - - --'r -- I _ _ - -- 'I i ' ' I - -,~ i I ~ I ~, j L -- __ i - - ~ - -~- I - -- - - '! ~ 5f ~ ~ I ~ ' ~ i ~ ~ 'I I i i I I i ii ~ I ~ --- ~ I ~ ~ B-1 -_ ___ _-4_. ._..._ __ _. __ L._ -_ _- -I - + - 4 --_-- + I ~J ~ ~ N ~, I _-- ~ --- __. - _._. _-- --- ---- -- -i -- - - -- --- I -- - -F.. __. __. .__ I... _.. - - __ •_ ._ __ ~ ~ ' - '~ _~. __. _~_. --- ~ ~ it . ~ I I A,1 i _I'-- ' '-- I I I - !- - ~ -_ -13 I - - -- ~ - ~ ~~ -_ i -- -~ --I -- -- -} ~ ~ ~ --- -- - -- - ~~ ~ - - i - - - - - ~ 30~ I I _._. __ _._..._ _ ,_ _ ' ! ~ ___ -- - ~ - I - ,- ~~ ~ T - - ~~ -- I - - - ~ ~ ! I -r - --- -- ', I =?5! -1'',0' -$' 0' S' 1 b' 15' 2p' 2~5' 3p' 35' 40' 45' WoodWorks®Shearwalis SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1719 SHEARWALLS.wsr Woodworks®Shearwalls 2004 Jan. 19, 200612:48:56 RAMPANV ANn PRA_IFCT INFARMOTIAN Project Information Com an Project PACIFIC NORTHWEST ENGINEERING (253) 682-2850 nFCIrN cFTrwrc 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 - - - - - Sheanvall Relative Rigidity: Designed capacity using flexible distribution HOId-down Forces: Based on applied shearline force Seismic Materials: Ignore gypsum for 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 n Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1: o.48og Ss: 1.30og - - - Fundamental Period E-W NS Site Location: - T Used 0.17 2 s o .17 2 s - Approximate Ta 0. 172s 0.172s - Maximum T 0.207s 0.207s Response FactorR 6.50 6.50 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft De th in Hei ht ft Ceiling 20.50 10. 0 Level2 11.67 10.0 8.00 Leve11 2.83 10.0 8.00 Foundation 2.00 QI A~`I[ ~...~ DAAC INFORMATION -------------- ---- -- --------- Block Dimensions ft Face T Roof Panels Slo Overhan ft BIOCk1 1 Story N-S Ridge Location X,Y = 8 .00 20.00 North xip 30 .0 1.00 Extent X,Y = 22 .00 22.00 SOUth Gable 90 .0 1.00 Ridge X Location, Offset 19.00 0 . oo East side 30.0 1.00 Rid a Elevation, Hei ht 18.02 6.35 West side 30.0 1.00 BIOCk 2 2 Story N-S Ridge Location X,Y = 0.00 -13.00 North Gable 90.0 1 .00 Extent X,Y = 28 .00 33.00 South Gable 90.0 1.00 Ridge X Location, Offset 14.00 0. oo East side 30.0 1.00 Rid a Elevation, Hei ht 28.58 8.08 West side 30. o i. 00 WoodWorks® ShearWalis LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 MATFRIAI C by WO1 1 [;RAIIP Wall Gr Surf Sheathing [in] Material Thick Orient Fasteners Spcg [in] Size T Ed Fid Framing Members [in] Blk 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 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 1532"sheathing with same nailing because stud spacing is 16"max. or panel orientation is horizontal. WoodWorks® Shearwalis LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 SHEARLINE_ WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s X ft Start End ft ft ft Line 1 Level 2 Line 1, Level 2 Seg 1 0.00 0.00 20.00 20.00 15.00 8.00 Wall 1-1 Seg 1 0.00 0.00 20.00 20.00 15.00 Opening 1 12.00 17.00 5.00 6.75 Level 1 Line 1, Level 1 Seg 1 0.00 0.00 20.00 20.00 8.00 8.00 Wall 1-1 Seg 1 0.00 0.00 20.00 20.00 8.00 Opening 1 4.00 7.00 3.00 6.75 Opening 2 7.50 12.50 5.00 6.75 Opening 3 13.00 16.00 3.00 6.75 Line 2 Level 2 Line 2, Level 2 Seg 1 2.00 -13.00 20.00 33.00 13.00 8.00 Wall 2-1 Seg 1 2.00 -13.00 0.00 13.00 13.00 Level 1 Line 2, Level 1 Seg 1 2.00 -13.00 20.00 33.00 13.00 8.00 wall 2-1 Seg 1 2.00 -13.00 0.00 13.00 13.00 Line 3 Level 1 Line 3, Level 1 Seg 1 8.00 -13.00 42.00 55.00 22.00 8.00 Wall 3-1 Seg 1 8.00 20.00 42.00 22.00 22.00 Line 4 Level 2 Line 4, Level 2 Seg 1 28.00 -13.00 20.00 33.00 26.00 8.00 wall 4-1 Seg 1 28.00 -13.00 20.00 33.00 26.00 Opening 1 4.50 6.50 2.00 6.75 Opening 2 12.00 17.00 5.00 6.75 Level 1 Line 4, Level 1 Seg 1 28.00 -13.00 42.00 55.00 25.00 8.00 Wall 9-1 Seg 1 28.00 -13.00 20.00 33.00 25.00 Opening 1 1.00 5.50 4.50 6.75 Opening 2 12.00 15.50 3.50 6.75 Line 5 Level 1 Line 5, Level 1 Seg 1 30.00 20.00 42.00 22.00 6.00 8.00 Wall 5-1 Seg 1 30.00 20.00 42.00 22.00 6.00 Opening 1 23.00 39.00 16.00 6.75 East-West Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s Y ft Start End ft ft ft Line A Leve12 Line A, Level 2 Seg 1 -13.00 2.00 28.00 26.00 16.00 8.00 Wall A-1 Seg 1 -13.00 2.00 28.00 26.00 16.00 Opening 1 10.50 12.50 2.00 6.75 Opening 2 13.00 18.00 5.00 6.75 Opening 3 18.50 20.50 2.00 6.75 Level 1 Line A, Level 1 Seg 1 -13.00 2.00 28.00 26.00 14.50 8.00 Wall A-1 Seg 1 -13.00 2.00 28.00 26.00 14.50 Opening 1 10.00 13.00 3.00 6.75 Opening 2 13.50 15.50 2.00 6.75 Opening 3 18.50 24.50 6.00 6.75 Line B Level 2 Line B, Level 2 NSW 0.00 0.00 2.00 2.00 0.00 8.00 Wall B-1 NSW 0.00 0.00 2.00 2.00 0.00 Level 7 Line B, Level 1 NSW 0.00 0.00 2.00 2.00 0.00 8.00 Wall B-1 NSW 0.00 0.00 2.00 2.00 0.00 Line C Level 2 Line C, Level 2 Seg 1 20.00 0.00 28.00 28.00 28.00 8.00 Wall C-2 Seg 1 20.00 8.00 28.00 20.00 20.00 Wall C-1 Seg 1 20.00 0.00 8.00 8.00 8.00 Level 1 Line C, Level 1 Seg 1 20.00 0.00 30.00 30.00 17.00 8.00 Wall C-3 Se 1 20.00 28.00 30.00 2.00 0.00 4 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 SHEARLINE, WALL and OPENING DIMENSIVIVS (connnuea) Wall C-2 Seg 1 20.00 8.00 28.00 20.00 17.00 Opening 1 18.50 21.50 3.00 6.75 Wall C-1 Seg 1 20.00 0.00 8.00 8.00 0.00 Opening 1 1.50 6.50 5.00 6.75 Line D Level 1 Line D, Level 1 Seg 1 42.00 8.00 30.00 22.00 22.00 8.00 Wall D-1 Seg 1 42.00 8.00 30.00 22.00 22.00 5 WoodWorks® ShearWalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 Loads wizen cuFeR i nenc 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 2 W W->E Wind Line -14.00 -13.00 15.3 Block 2 W W->E Wind Line -13.00 20.00 46.8 Block 2 W W->E Wind Line 20.00 21.00 15.3 Block 2 E W->E Lee Line -14.00 -13.00 45.9 Block 2 E W->E Lee Line -13.00 20.00 67.3 Block 2 E W->E Lee Line 20.00 21.00 45.9 Block 2 W E->W Lee Line -14.00 -13.00 45.9 Block 2 W E->W Lee Line -13.00 20.00 67.3 Block 2 W E->W Lee Line 20.00 21.00 45.9 Block 2 E E->W Wind Line -14.00 -13.00 15.3 Block 2 E E->W wind Line -13.00 20.00 46.8 Block 2 E E->W Wind Line 20.00 21.00 15.3 Block 2 S S->N Wind Line 0.00 14.00 31.5 83.0 Block 2 S S->N Wind Line 14.00 28.00 83.0 31.5 Block 2 N S->N Lee Line 0.00 14.00 19.8 53.0 Block 2 N S->N Lee Line 14.00 28.00 53.0 19.8 Block 2 S N->S Lee Line 0.00 14.00 19.8 53.0 Block 2 S N->S Lee Line 14.00 28.00 53.0 19.8 Block 2 N N->S Wind Line 0.00 14.00 31.5 83.0 Block 2 N N->S Wind Line 14.00 28.00 83.0 31.5 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 20.00 31.00 40.3 Accum. E W->E Lee Line 20.00 31.00 50.5 Accum. W E->W Lee Line 20.00 31.00 50.5 Accum. E E->W Wind Line 20.00 31.00 40.3 Accum. S S->N Wind Line 28.00 30.00 36.9 29.7 Accum. N S->N Lee Line 8.00 19.00 21.2 50.5 Accum. S N->S Lee Line 28.00 30.00 23.0 18.6 Accum. N N->S Wind Line 8.00 19.00 30.6 40.3 Block 1 W W->E Wind Line 19.00 20.00 65.0 Block 1 W W->E Wind Line 31.00 42.00 40.3 30.6 Block 1 W W->E Wind Line 42.00 43.00 0.9 0.0 Block 1 E W->E Lee Line 19.00 20.00 71.0 Block 1 E W->E Lee Line 31.00 42.00 50.5 21.2 Block 1 E W->E Lee Line 42.00 43.00 2.7 0.0 Block 1 W E->W Lee Line 19.00 20.00 71.0 Block 1 W E->W Lee Line 31.00 92.00 50.5 21.2 Block 1 W E->W Lee Line 42.00 93.00 2.7 0.0 Block 1 E E->W Wind Line 19.00 20.00 65.0 Block 1 E E->W Wind Line 31.00 42.00 40.3 30.6 Block 1 E E->W Wind Line 42.00 43.00 0.9 0.0 Block 1 S S->N Wind Line 8.00 19.00 54.3 93.9 Block 1 S S->N Wind Line 19.00 28.00 93.9 61.5 Block 1 N S->N Lee Line 7.00 8.00 36.3 38.9 Block 1 N S->N Lee Line 19.00 30.00 50.5 21.2 Block 1 N S->N Lee Line 30.00 31.00 2.7 0.0 Block 1 S N->S Lee Line 8.00 19.00 36.3 60.6 Block 1 S N->S Lee Line 19.00 28.00 60.6 40.7 Block 1 N N->S Wind Line 7.00 8.00 54.3 55.2 Block 1 N N->S Wind Line 19.00 30.00 40.3 30.6 Block 1 N N->S Wind Line 30.00 31.00 0.9 0.0 Block 2 W W->E Wind Line -13.00 19.00 54.3 Block 2 E W->E Lee Line -13.00 19.00 39.0 Block 2 W E->W Lee Line -13.00 19.00 39.0 Block 2 E E->W Wind Line -13.00 19.00 54.3 Block 2 S S->N Wind Line 0.00 8.00 54.3 Block 2 N S->N Lee Line 0.00 7.00 36.3 Block 2 S N->S Lee Line 0.00 8.00 36.3 Block 2 N N->S Wind Line 0.00 7.00 54.3 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 WIND C&C LDADS Block Building Face Level Magnitude [psf] Interior End Zone Block 2 West 2 14.1 17.4 Block 2 East 2 14.1 17.4 Block 2 South 2 14.1 17.4 Block 2 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 1 North 1 14.1 17.4 Block 2 West 1 14.1 17.4 Block 2 East 1 14.1 17.4 Block 2 South 1 14.1 17.4 Block 2 North 1 14.1 17.4 WoodWorks® Shearwalis LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 RI III r11Nr MACSFS Level2 Magnitude Trib Force Building Block Shear Profile Locatio n [ft] [Ibs,plf,pst] Width Dir Element Line Start End Start End ft E->W Roof Block 2 1 Line -14.00 21.00 225.0 225.0 E->W Roof Block 2 4 Line -14.00 21.00 225.0 225.0 N->S Roof Block 2 A Line -1.00 29.00 262.5 262.5 N->S Roof Block 2 C Line -1.00 29.00 262.5 262.5 N->S L Gable Block 2 A Line 0.00 14.00 80.8 0.0 N->S R Gable Block 2 A Line 14.00 28.00 0.0 80.8 N->S R Gable Block 2 C Line 0.00 14.00 80.8 0.0 N->S L Gable Block 2 C Line 19.00 28.00 0.0 80.8 All Wall 1-1 n/a 1 Line -13.00 20.00 80.0 80.0 All Wall 3-1 n/a 9 Line -13.00 20.00 80.0 80.0 All Wall A-1 n/a A Line 0.00 28.00 80.0 80.0 All Wall B-1 n/a C Line 0.00 8.00 80.0 80.0 All Wall B-2 n/a C Line 8.00 28.00 80.0 80.0 Level1 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 3 Line 19.00 43.00 180.0 180.0 E->W Roof Block 1 5 Line 19.00 43.00 180.0 180.0 E->W Floor D1 n/a 1 Line -13.00 20.00 140.0 140.0 E->W Floor D2 n/a 3 Line 20.00 42.00 110.0 110.0 E->W Floor D1 n/a 4 Line -13.00 20.00 140.0 140.0 E->W Floor D2 n/a 5 Line 20.00 42.00 110.0 110.0 N->S Roof Block 1 C Line 7.00 31.00 180.0 180.0 N->S Roof Block 1 D Line 7.00 31.00 180.0 180.0 N->S L Gable Block 1 C Line 8.00 19.00 63.5 0.0 N->S R Gable Block 1 C Line 19.00 30.00 0.0 63.5 N->S Floor D1 n/a A Line 0.00 8.00 165.0 165.0 N->S Floor D2 n/a A Line 8.00 28.00 275.0 275.0 N->S Floor D1 n/a C Line 0.00 8.00 165.0 165.0 N->S Floor D3 n/a C Line 28.00 30.00 110.0 110.0 N->S Floor D2 n/a D Line 8.00 28.00 275.0 275.0 N->S Floor D3 n/a D Line 28.00 30.00 110.0 110.0 All Wall 1-1 n/a 1 Line -13.00 20.00 80.0 80.0 All wall 2-1 n/a 3 Line 20.00 42.00 80.0 80.0 All Wall 3-1 n/a 4 Line -13.00 20.00 80.0 80.0 All Wall 4-1 n/a 5 Line 20.00 42.00 80.0 80.0 All Wall A-1 n/a A Line 0.00 28.00 80.0 80.0 All Wall B-1 n/a C Line 0.00 8.00 80.0 80.0 All Wall B-2 n/a C Line 28.00 30.00 80.0 80.0 All Wall C-1 n/a D Line 8.00 30.00 80.0 80.0 8 WoodWorks® ShearWails LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 SEISMIC LDADS Level 2 Force Profile Location [ft] Mag [Ibs,plf,pst] Dir Start End Start End E->W Line -14.00 -13.00 86.0 86.0 E->W Point -13.00 -13.00 930 430 E->W Line -13.00 20.00 101.3 101.3 E->W Point 20.00 20.00 430 430 E->W Line 20.00 21.00 86.0 86.0 N->S Line -1.00 0.00 100.4 100.4 N->S Point 0.00 0.00 252 252 N->S Line 0.00 8.00 115.7 133.3 N->S Line 8.00 14.00 133.3 146.6 N->S Line 14.00 28.00 146.6 115.7 N->S Point 28.00 28.00 252 252 N->S Line 28.00 29.00 100.4 100.4 Level 1 Force Profile Location [ft] Mag [Ibs,plf,pst] Dir Start End Start End E->W Point -13.00 -13.00 214 219 E->W Line -13.00 19.00 42.1 42.1 E->W Line 19.00 20.00 76.5 76.5 E->W Point 20.00 20.00 212 212 E->W Line 20.00 42.00 63.1 63.1 E->W Point 42.00 42.00 84 84 E->W Line 42.00 43.00 34.4 34.4 N->S Point 0.00 0.00 252 252 N->S Line 0.00 7.00 46.8 46.8 N->S Line 7.00 8.00 81.3 81.3 N->S Point 8.00 8.00 84 84 N->S Line 8.00 19.00 102.3 108.4 N->S Line 19.00 28.00 108.4 103.4 N->S Point 28.00 28.00 252 252 N->S Line 28.00 30.00 64.2 63.1 N->S Point 30.00 30.00 84 84 N->S Line 30.00 31.00 34.4 34.4 All loads entered by the user or generated by program are specified (unfactored) Ioads.The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. WoodWorks® ShearWalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 Flexible Diaphragm Wind Design S41FAR RFRI11 TC North-South W For Shear Force [plf] Allowable Shear [plf] 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 1 Both 55 2.8 3.7 339 1.00 S 339 5078 0.01 Level 1 Lnl, Levl 1 Both 196 7.3 18.2 339 1.00 S 339 2708 0.05 Line 2 Level 2 Ln2, Lev2 1 Both 1353 41.0 104.0 339 1.00 S 339 4401 0.31 Level 1 Ln2, Levl 1 Both 1715 52.0 131.9 339 1.00 S 339 4401 0.39 Line 3 Ln3, Levl 1 S->N 1370 24.9 62.3 339 1.00 S 339 7447 0.18 1 N->S 1110 20.2 50.4 339 1.00 S 339 7447 0.15 Line 4 Level 2 Ln4, Lev2 1 Both 1215 36.8 46.7 339 1.00 S 339 8802 0.14 Level 1 Ln4, Levl 1 S->N 2433 94.2 97.3 339 1.00 S 339 8463 0.29 1 N->S 2137 38.8 85.5 339 1.00 S 339 8463 0.25 Line 5 Ln5, Levl 1 S->N 56 2.6 9.4 339 1.00 S 339 2031 0.03 1 N->S 52 2.3 8.6 339 1.00 S 339 2031 0.03 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 2 LnA, Lev2 1 Both 1944 74.8 121.5 339 1.00 S 339 5416 0.36 Level 1 LnA, Levl 1 Both 3486 134.1 240.4 339 1.00 S 339 4909 0.71 line C Level 2 LnC, Lev2 1 Both 1944 69.4 69.4 339 1.00 S 339 9479 0.21 Wall C-2 1 Both 1389 69.4 69.4 339 1.00 339 6770 0.21 Wall C-1 1 Both 556 69.9 69.4 339 1.00 339 2708 0.21 Level 1 LnC, Levl 1 Both 4491 149.7 264.2 339 1.00 S 339 5755 0.78 Wall C-3 1 Both 149.7 339 1.00 339 0.0 - Wall C-2 1 Both 4491 149.7 264.2 339 1.00 339 5755 0.78 Wall C-1 1 Both 149.7 339 1.00 339 0.0 - Line D LnD, Levl 1 Both 822 37.4 37.4 339 1.00 S 339 7947 0.11 C- Sheathing Combination: A-Add capacities; S- Strongest only; X- Strongest or twice weakest. 10 WoodWorks® Shearwalls DRAGSTRl1T AND HOLDDOWN FORCES LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 Level 1 Line- Position on Wall Location (ft] Holddown Force [Ibs] Dragstrut Wall Or O nin X Y Ld. Case Shear Dead U lift Cmb'd Force bs Line 1 1-1 Left Wall End 0.00 0.00 176 176 1-1 Left Opening 1 0.00 4.00 146 146 44 Line 1 Vert. Element 0.00 7.50 3 3 Line 1 Vert. Element 0.00 12.50 27 27 1-1 Right Opening 3 0.00 16.00 146 146 44 Line 1 Vert. Element 0.00 17.00 30 30 1-1 Right Wall End 0.00 20.00 176 176 Line 2 2-1 Left Wall End 2.00 -13.00 1888 1888 2-1 Right Wall End 2.00 0.00 1888 1888 1039 Line 3 3-1 Left Wall End 8.00 20.00 496 498 822 3-1 Right Wall End 6.00 42.00 498 498 Line 4 4-1 Left Wall End 28.00 -13.00 1152 1152 4-1 Left Opening 1 28.00 1.00 862 862 743 4-1 Right Opening 1 28.00 5.50 1069 1069 544 Line 4 Vert. Element 28.00 6.50 374 374 4-1 Left Opening 2 28.00 12.00 1152 1152 889 4-1 Right Opening 2 28.00 15.50 779 779 734 Line 4 Vert. Element 28.00 17.00 374 374 4-1 Right Wall End 28.00 20.00 1152 1152 973 Line 5 5-1 Left Wall End 30.00 20.00 75 75 5-1 Left Opening 1 30.00 23.00 75 75 21 5-1 Right Opening 1 30.00 39.00 75 75 21 5-1 Right Wall End 30.00 42.00 75 75 Line A A-1 Left Wall End 2.00 -13.00 2896 2896 A-1 Left Opening 1 10.00 -13.00 2733 2733 851 Line A Vert. Element 13.00 -13.00 162 162 A-1 Right Opening 2 15.50 -13.00 1923 1923 113 A-1 Left Opening 3 18.50 -13.00 2571 2571 432 A-1 Right Opening 3 24.50 -13.00 2247 2247 372 A-1 Right Wall End 28.00 -13.00 2896 2896 Line C Line C Vert. Element 0.00 20.00 556 556 C-1 Right Opening 1 6.50 20.00 973 C-2 Left Wall End 8.00 20.00 3224 3224 C-2 Left Opening 1 18.50 20.00 2113 2113 401 C-2 Right Opening 1 21.50 20.00 2113 2113 48 C-2 Right Wall End 28.00 20.00 2669 2669 Line D D-1 Left wall End 8.00 42.00 299 299 D-1 Right Wall End 30.00 42.00 299 299 Level 2 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or O nin X Y Ld. Case Shear Dead U lift Cmb'd Force bs Line 1 1-1 Left Wall End 0.00 0.00 30 30 1-1 Left Opening 1 0.00 12.00 30 30 11 1-1 Right Opening 1 0.00 17.00 30 30 3 1-1 Right Wall End 0.00 20.00 30 30 Line 2 2-1 Left Wall End 2.00 -13.00 832 832 2-1 Right Wall End 2.00 0.00 832 832 820 Line 4 9-1 Left Wall End 28.00 -13.00 374 374 9-1 Left Opening 1 28.00 4.50 374 374 173 9-1 Right Opening 1 28.00 6.50 374 374 100 4-1 Left Opening 2 28.00 12.00 374 374 154 4-1 Right Opening 2 28.00 17.00 374 374 30 9-1 Right Wall End 28.00 20.00 374 374 Line A A-1 Left Wall End 2.00 -13.00 972 972 A-1 Left Opening 1 10.50 -13.00 972 972 397 A-1 Ri ht O enin 3 20.50 -13.00 972 972 351 11 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 2006 12:48:56 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) A-1 Right Wall End 28.00 -13.00 972 972 Line C C-1 Left Wall End 0.00 20.00 556 556 C-1 Right Wall End 8.00 20.00 1111 1111 C-2 Right Wall End 28.00 20.00 556 556 Dead load contribufion to combined force is factored by 1.00 load combination factor 12 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 Wind Suction Design CAMP[)NFNTS ANr1 CI AI~DINC 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 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 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 5 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ilu] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr Ca End Int End I nt Tem Moist A 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 B 1 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 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 D 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 13 WoodWorks®Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 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 22893 924 4377 4377 0.313 0.325 -0.11 -0.02 Leve11 35099 1408 3355 3355 0.291 0.203 0.17 -0.62 Structure 57992 - 7732 7732 - - 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 1 Both 1.0 .75 329 16.4 21.9 181 1.00 S 181 3496 0.12 Level 1 Lnl, Levl 1 Both 1.0 1.0 538 26.9 67.3 242 1.00 S 242 1934 0.28 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 1296 39.3 99.7 242 1.00 S 242 3143 0.41 Level 1 Ln2, Levl 1 Both 1.0 1.0 1429 43.3 109.9 242 1.00 S 242 3143 0.45 Line 3 Ln3, Levl 1 Both 1.0 1.0 916 16.7 41.7 242 1.00 S 242 5320 0.17 Line 4 Level 2 Ln4, Lev2 1 Both 1.0 .75 1439 43.6 55.4 181 1.00 S 181 6105 0.31 Level 1 Ln4, Levl 1 Both 1.0 1.0 2402 43.7 96.1 242 1.00 S 242 6045 0.40 Line 5 Ln5, Levl 1 Both 1.0 .75 127 5.8 21.2 181 1.00 S 181 1088 0.12 East-West W For HNV Fact. Shear Force [plt] Allowable Shear [plt] Crit. Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 1532 58.9 95.7 292 1.00 S 292 3869 0.40 Level 1 LnA, Levl 1 Both 1.0 .75 2168 83.4 149.5 181 1.00 S 181 3219 0.82 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 1532 54.7 54.7 242 1.00 S 242 6770 0.23 Wall C-2 1 Both 1.0 1.0 1094 54.7 54.7 242 1.00 242 4836 0.23 Wall C-1 1 Both 1.0 1.0 438 54.7 54.7 242 1.00 242 1934 0.23 Level 1 LnC, Levl 1 Both 1.0 1.0 2676 89.2 157.4 242 1.00 S 242 4111 0.65 wall C-3 1 Both 1.0 1.0 89.2 242 1.00 242 0.0 - Wall C-2 1 Both 1.0 1.0 2676 89.2 157.4 242 1.00 242 4111 0.65 Wall C-1 1 Both 1.0 1.0 89.2 242 1.00 242 0.0 - Line D LnD, Levl 1 Both 1.0 1.0 569 25.9 25.9 242 1.00 S 242 5320 0.11 C- Sheathing Combination: A-Add capacities; S- Strongest only; X- Strongest or twice weakest. 14 ~ WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 ~ 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 0.00 714 714 1-1 Left Opening 1 0.00 4.00 538 538 162 Line 1 Vert. Element 0.00 7.50 18 18 Line 1 Vert. Element 0.00 12.50 158 158 1-1 Right Opening 3 0.00 16.00 538 538 162 Line 1 Vert. Element 0.00 17.00 175 175 1-1 Right Wall End 0.00 20.00 714 714 Line 2 2-1 Left Wall End 2.00 -13.00 1676 1676 2-1 Right Wall End 2.00 0.00 1676 1676 866 Line 3 3-1 Left wall End 8.00 20.00 333 333 550 3-1 Right Wall End 8.00 42.00 333 333 Line 4 4-1 Left Wall End 28.00 -13.00 1211 1211 4-1 Left Opening 1 28.00 1.00 867 867 734 4-1 Right Opening 1 28.00 5.50 1113 1113 537 Line 9 Vert. Element 28.00 6.50 443 443 4-1 Left Opening 2 28.00 12.00 1211 1211 878 4-1 Right Opening 2 28.00 15.50 769 769 725 Line 4 Vert. Element 28.00 17.00 443 443 4-1 Right Wall End 28.00 20.00 1211 1211 961 Line 5 5-1 Left Wall End 30.00 20.00 170 170 5-1 Left Opening 1 30.00 23.00 170 170 46 5-1 Right Opening 1 30.00 39.00 170 170 46 5-1 Right Wall End 30.00 92.00 170 170 Line A A-1 Left wall End 2.00 -13.00 1962 1962 A-1 Left Opening 1 10.00 -13.00 1834 1834 529 Line A Vert. Element 13.00 -13.00 128 128 A-1 Right Opening 2 15.50 -13.00 1196 1196 70 A-1 Left Opening 3 18.50 -13.00 1707 1707 269 A-1 Right Opening 3 24.50 -13.00 1451 1451 231 A-1 Right Wall End 28.00 -13.00 1962 1962 Line C Line C Vert. Element 0.00 20.00 938 438 C-1 Right Opening 1 6.50 20.00 580 C-2 Left Wall End 8.00 20.00 2135 2135 C-2 Left Opening 1 18.50 20.00 1259 1259 239 C-2 Right Opening 1 21.50 20.00 1259 1259 29 C-2 Right Wall End 28.00 20.00 1697 1697 Line D D-1 Left Wall End 8.00 92.00 207 207 D-1 Right Wall End 30.00 42.00 207 207 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 bs Line 1 1-1 Left Wall End 0.00 0.00 175 175 1-1 Left Opening 1 0.00 12.00 175 175 66 1-1 Right Opening 1 0.00 17.00 175 175 16 1-1 Right Wall End 0.00 20.00 175 175 Line 2 2-1 Left Wall End 2.00 -13.00 797 797 2-1 Right Wall End 2.00 0.00 797 797 785 Line 4 4-1 Left Wall End 28.00 -13.00 443 943 4-1 Left Opening 1 28.00 4.50 443 443 206 4-1 Right Opening 1 28.00 6.50 443 443 118 4-1 Left Opening 2 28.00 12.00 443 443 183 4-1 Right Opening 2 28.00 17.00 493 443 35 4-1 Right Wall End 28.00 20.00 443 443 Line A A-1 Left Wall End 2.00 -13.00 766 766 A-1 Left Opening 1 10.50 -13.00 766 766 313 A-1 Ri ht O enin 3 20.50 -13.00 766 766 276 15 WoodWorks® Shearwalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) A-1 Right Wall End 28.00 -13.00 766 766 Line C C-1 Left Wall End 0.00 20.00 438 438 C-1 Right Wall End 8.00 20.00 875 875 C-2 Right Wall End 28.00 20.00 438 438 Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force 16 WoodWorks®ShearWalls LUBBESMEYER 1719 SHEARWALLS.wsr Jan. 19, 200612:48:56 17 ---- ,- COMPANY PROJECT '" _~._ PACIFIC NORTHWEST ENGINEERING, INC. (253) 589-3265 LUBBESMEYER 1719 Jan. 19, 2006 14:47:40 F1 ,::::a.,tyf~~:I ~1K=: i`V(.:.~:.)i:::::z...l...}-i~~f'J k~:-..~;_.1... ~ N G 1 N E E R I N G Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' 6' Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 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 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 = 5276 lbs-ft Shear LC# 2 = D+L, V = 3517, V design = 2589 lbs Deflection: LC# 2 = D+L EI= 510.84e06 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. Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 720.0 No Load2 Live Full UDL 440.0 No Dead 2197 2197 Live 1320 1320 Total 3517 3517 Bearing: LC number 2 2 Len th 1.0 1.0 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 74 Fv' = 170 fv/Fv' = 0.44 Bending(+) fb = 765 Fb' = 875 fb/Fb' = 0.87 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.09 = L/819 0.30 = L/240 0.29 --- ------- COMPANY PROJECT '~• ~ ._ PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER . ~ ~y (253)589-3265 1719 Jan. 19, 2006 14:47:46 F2 F= N G I N E E_• R I N G 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 260.0 No Load2 Live Full UDL 980.0 No MAXIMUM REA CTIONS (Ibs) and BEARING LENGTHS (in) i ~ _ _ ~ 0' 6' Dead 817 817 Live 2940 2940 Total 3757 3757 Bearing: LC number 2 2 Len th 1.1 1.1 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 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 1 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 79 fb = 817 0.06 = <L/999 0.08 = L/908 Fv' = 170 Fb' = 875 0.20 = L/360 0.30 = L/240 fv/Fv' = 0.47 fb/Fb' = 0.93 0.28 0.26 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 = 5636 lbs-ft Shear LC# 2 = D+L, V = 3757, V design = 2766 lbs Deflection: LC# 2 = D+L EI= 510.84e06 lb-in2 Total Deflec tion = 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 PROJECT '''~ ,~ PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER _ _ (253)589-3265 1719 Jan. 19, 2006 14:47:52 F3 ,.. E N G I N E S Fi I N G Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) p' 12' LVL n-ply,1.8E, 2200Fb, 1-3/4x9-1/2", 1-ply Self Weight of 4.79 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'+ 2200 1.00 - 1.00 1.000 1.03 - 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 = 2772 lbs-ft Shear LC# 2 = D+L, V = 2646, V design = 2590 lbs Deflection: LC# 2 = D+L EI= 225.06e06 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? Load/ Dead Full UDL 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 503 11.00 No Load4 Live Point 1920 11.00 No Dead 149 568 Live 478 2078 Total 627 2646 Bearing: LC number 2 2 Len th 1.0 2.0 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fV = 239 FV' = 285 fv/Fv' = 0.82 Bending(+) fb = 1264 Fb' = 2270 fb/Fb' = 0.56 Live Defl'n 0.24 = L/596 0.40 = L/360 0.60 Total Defl'n 0.35 = L/413 0.60 = L/240 0.58 -- -- ,- COMPANY PROJECT '' ,' PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER (253)589-3265 1719 Jan. 19, 2006 14:47:59 SF1 ~ N G I N 1= E_• R I N G Design Check Calculation Sheet Sizer 2004 LADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 100.0 No Load2 Live Full UDL 400.0 No Load3 Dead Point 2100 1.00 No Load4 Snow Point 3500 1.00 No MAXIMUM REACTIONS (Ibs) and BE. r--- 0' 5' Dead 1961 701 Live 2850 1275 Total 4811 1976 Bearing: LC number 3 3 Len th 1.4 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 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 = 134 Fv' = 195 fv/Fv' = 0.69 Bending(+) fb = 682 Fb' = 1006 fb/Fb' = 0.68 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.13 Total Defl'n 0.09 = <L/999 0.25 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending(+): LC# 4 = D+S, M = 4705 lbs-ft Shear LC# 4 = D+S, V = 4761, V design = 4672 lbs Deflection: LC# 3 = D+.75(L+S) EI= 510.84e06 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. inl . ---°--~-~- COMPANY PROJECT '~`-_ ,' PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER (253)589-3265 1719 Jan. 19, 2006 14:48:05 SF2 ~:::::,,z5,,r__iE~tl:::;~; f'~.i(..._pl::::Z...i...H\.^~!£~.`-;_.I... ~ N G I N E E Fi I N G Design Check Calculation Sheet Sizer 2004 I LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 160.0 No Load2 Live Full UDL 640.0 No MAXIMUM REA CTIONS (Ibs) and BEARING LENG7 M5 (~n) 0' 6 Dead 503 503 Live 1920 1920 Total 2423 2423 Bearing: LC number 2 2 Len th 1.1 1.1 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 = 83 Fv' = 180 fv/Fv' = 0.46 Bending(+) fb = 874 Fb' = 1080 fb/Fb' = 0.81 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.25 Total Defl'n 0.07 = <L/999 0.30 = L/240 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 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 = 3635 lbs-ft Shear LC# 2 = D+L, V = 2423, V design = 1800 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflec tion = 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 PROJECT :"'` _ PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER (253) 589-3265 1719 Jan. 19, 2006 14:48:19 SF3 K::::aLS..C:. ::11•-#f_, NC_Ai:::_§_I... H'VVC:-.,~'-,...j... ~ N~ I N != 1= R I N C~ 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 Live Full UDL 240.0 No Load3 Dead Full UDL 60.0 No Load4 Snow Full UDL 100.0 No MAXIMUM RED ~TIONS (Ibs) and BEARING LENGTHS (in) -- -~ _ ___ __ ~__ . __~ e~ -- _- ~ --- - ~ 0' 6 Dead 389 389 Live 765 765 Total 1154 1154 Bearing: LC number 3 3 Len th 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x8" Self Weight of 9.8 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 = 32 fb = 387 0.03 = <L/999 0.05 = <L/999 Fv' = 170 Fb' = 750 0.20 = L/360 0.30 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.52 0.15 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 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 - 3 Bending(+): LC# 2 = D+L, M = 1664 lbs-ft Shear LC# 2 = D+L, V = 1109, V design = 878 lbs Deflection: LC# 3 = D+.75(L+S) EI= 251.36e06 lb-in2 Total Deflec tion = 1.50 (Dead 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 PROJECT :~' ,' PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER (253)589-3265 1719 Jan. 19, 2006 14:48:40 SF4 F::::~Af_:31•~li_.; rVC)4:::::;...Y...H`J\!~.`-...:a"...T... E N~ I N~ E R I N~ 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 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 400 5.00 No Load4 Live Point 750 5.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) -_ - - - - - _ s~;P - - s .. ...." T .•~•.., S 0' 12'-6" Dead 359 279 Live 781 631 Total 1140 910 Bearing: LC number 2 2 Len th 1.0 1.0 LVL n-ply, 1.8E, 2200Fb,1-3!4x11-7/8",1-ply Self Weight of 5.99 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2oo~: ~ Ibs, Ibs-ft, or in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 77 fb = 1400 0.18 = L/835 0.31 = L/490 Fv' = 285 Fb' = 2202 0.42 = L/360 0.63 = L/240 fv/Fv' = 0.27 fb/Fb' = 0.64 0.43 0.49 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 = 4799 lbs-ft Shear LC# 2 = D+L, V = 1140, V design = 1069 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. ..----- ,--- COMPANY PROJECT ;"~•~ ~ PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER - - •~~ ~ ~ (253) 589-3265 1719 Jan. 19, 2006 14:48:46 R1 ~ N G I N E E F7 I N G 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 Partial UDL 180.0 180.0 2.50 16.00 No Load2 Snow Partial UDL 300.0 300.0 2.50 16.00 No Load3 Dead Point 720 2.50 No Load4 Snow Point 1200 2.50 No MAXIMUM REACTIONS Ilbsl and BEARING LENGTHS (in) 0' 16' Dead 1746 1631 Live 2721 2529 Total 4467 4160 Bearing: LC number 2 2 Len th 1.3 1.2 Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x12" Self Weight of 14.16 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:1 stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 108 fb = 1708 0.37 = L/513 0.73 = L/261 Fv' = 276 Fb' = 2760 0.53 = L/360 0.80 = L/240 fv/Fv' = 0.39 fb/Fb' = 0.62 0.70 0.92 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' 290 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 = 17503 lbs-ft Shear LC# 2 = D+S, V = 4467, V design = 4438 lbs Deflection: LC# 2 = D+S EI=1328.38e06 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 - _ PACIFIC NORTHWEST ENGINEERING, INC. LUBBESMEYER (253)589-3265 1719 Jan. 19, 2006 14:48:53 R2 r::::,ta rte: I ~ I c ~; i'~.i (°_) f:::::~...T_ }-i`J\/ i- ,`=i...r... ~ N G I N E_ E_• r~ I N C-. 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 (Ibs) and BEARING LENGTHS (in) 0' 10' Dead 330 330 Live 500 500 Total 830 830 Bearing: 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 Bending(+) Live Defl'n Total Defl'n fv = 43 fb = 812 0.13 = L/948 0.25 = L/476 Fv' = 207 Fb' = 1345 0.33 = L/360 0.50 = L/240 fv/Fv' = 0.21 fb/Fb' = 0.60 0.38 0.50 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 = 2075 lbs-ft Shear LC# 2 = D+S, V = 830, V design = 730 lbs Deflection: LC# 2 = D+S EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead 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.