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HomeMy WebLinkAbout17625 79TH DR NE_BLD20120011_2026 i CITY OF ARLINGTON 238 N.OLYMPIC A\/E.-ARLINGTON,WA 98223 PHONE:(360)403-3551 BUILDING PERMIT Address: 17625 79THDRNF,ARLINGTON Permit#:BLD20120011 Parcel#:01107700001000 Valuation:$350,000.00 OWNER APPLICANT CONTRACTOR ENCORE HOMES ENCORE HOMES ENCORE HOMES KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesinc.com keith@encorehomesinc.com Lie#:ENCORHI914NS Exp:8/10/2013 PLUMBING CONTRACTOR MEJCHANICAL CONTRACTOR - SOUNDVIEW PLUMBING 5917 195TH ST NE#3 ARLINGTON,WA 98223 Lie#:SOUNDVP033NF Exp:6/13/2013 Lic#: Exp: JOB DESCRIPTION'--" SFR PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONSI' TYPE: V-B DWELLINGUNITS: 1 OCCGROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington 43101. gnature Print Name Dat eleased By Date ARCHIVE APPLICANT AS S FS S OR OTHER BLD20120011 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS,MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tailpiece. • The conditions and protection of the planting easement must be in place prior to Certificate of Occupancy. PERMIT FEES Date Description Fee Amount Paid Balance Due 1/11/2012 Plumbing Permit Fee $193.00 ($193.00) $0.00 1/11/2012 Mechanical Permit Fee $75.00 ($75.00) $0.00 1/11/2012 Building Permit Fee(QTY 1) $2,069.58 ($2,069.58) $0.00 1/11/2012 Building Plan Check Fee(QTY. 1) $1,345.23 ($1,345.23) $0.00 1/11/2012 State Building Code Surcharge(QTY.- 1) $4.50 ($4.50) $0.00 3/8/2012 Building Permit-Other Fees (QTY. 1) $1,642.23 $0.00 $1,642.23 Total Due: $5,329.54 ($3,687.31) $1,642.23 CALL FOR INS PDCTIONS BUILDINGENGINCF.RINUPARKSX]MITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone-Number,Date Prefereed,and whether you prefer morning or afternoon. • None .1 oM o C � CD o 9 M ° ul � v o d ° C� �� � ,rye ~ z �] y cn x cn � °z z o r) 120 k z o U) r+ > r d �t tTl d z d O d crq c z r a O � ntTl ~ ram o z t7l �. z r)M O N O � o o d O � O � z fD r: Duct ., Ming Carctj House address or lot #: 7� '���/' Conditioned Floor Area: rNew �^ .�N °r' l uction) �z Duct tester location: r.>v�-t- Pressure tap location: o�z �w Ring (if applicable): ope,, At Rough _- -' 2 Test Method & Test2 ro*al Leakage Standard CFM25 Air Handler Present Calculated S 6 CFM�5 per 100 sf of CFA Target Air Handler not Present .06 X c 4 CFM25 per 100 sf of CFA --- --- ---- CFq CFM2s Post r --- Test Method & 2 Corps Unto -�_cFq <`� Test n CFAj Standard' CFM25 25 Air Handler Present (Total Leakage) Calculated < 8 CFM25 per 100 sf of CFA Target .08 x Air Handler Present(Leakage to Exterior) -- --iCFq <_6 CFM25 per 100 sf of CFA - -06 X ---_CF11Azs 1. Test results must comply with onebof the Standards 2. Test CFM25 must be equal to or less than the calculateds I -- CPA d tar -�-�CFM Air Leakage testing Cc�r/C�,/4, get Zs Standard Tested tar Werg� CFMso Or Testj Calculated rest Result 0.00030 SLA `�LCFN1So X 0.0s5 J l `1-2CFgX14 o� � 4)J=SLA divided by 236 = SLA Glossary SLA -o(,DcxD Rough-In: After installation of the complete air distribution system but bef access to all duct seams and connections for re-evaluation of seal int °re 'nst Post Construction: At or near final inspection- The home must b integrity if on standtallation of insulat; Total Leakage: Aggregation of the entire systems duct leakage in a ductplete enOuP,h�os nOt rnet'n intit ai t and sheet rock. All Leakage to Exterior: floor Aggregation of all duct system leaks to the exterior of the CFA r pressuri2e the home io 25 Pa. °►vs for CFA CFM Cubic feet per minute of air leakage at 25 pascals of pressure n zs: a duct test. CFM,,: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: specific leakage area Code language s shall be$ealedIrixei s a cad Sting duct f the Inter n at%o ct al UUDtTe used ar Section 603.9° nedaH;davit cavities and building o se A s%g 1 Residential the ducts are ent.When Ire q u►i d handlers,filter boxes' t;ona the testing ag air M f the iCo^a a ve{��rig the btaff. htness shall be v ec if ling:AU ducts n 1601.3 o conducted to authority Duct tig Se( Shall be action ent s deomp`Du►ct tightnehall 1,e►nob PrO�ded`ed the presence of dePartm re feet o{r r%ditior�c cA f 1 v o Its s hall be condo fm per 100 squa gthe test results sha when tested at a n or equal to 6 C floor manufacturers air .in official,the nditioned a= the following' a to outdoors shall bP less tha uare feet of co 100 sq m,includinP Leakag 1 to a rim P the er a entirenV t e test. °f conditioned 00or r ea w tz e a ,ruction test: or qua pascalsl across dur g feet ding than a led uace inclu total leakage less ►aches w g.l25 otherwise sealed er 100 sq I system the test . 1#tlrt� aped or to 6 cfm P roughed sealed during ai differential of O'1ts shall be tap nor equal ise er 100 square #e et ister bpO a less tIna 25 pascals)across d or other,equal to 4 cfm P of e.All reg kage shall b h w•g•( is hall be tap n o I lea 1 inc es s less than test:Tota rential of 0. islet boots a shall be diffe ore All reg total Leakag I a Pressure let enclosure. the test air hand ed space icturer s the time° dltion r is not installed at located within con Toned floor area* all ducts are fiance installed ist a n air handler and corn app ace is allowed. A11 aired if thet vent type co nditioned sP PTIONs: not reci Ce is a nondirec ork in the unto outside the conditioned space shall be test is furna d duct, Ducts for above grade ducts and R_S .ct tightness if the cte d space. of required f tonne ;nsulation is n of six feet o conditions ith R-8 test ithin the w act tightness A maximum the exterCOde language space return ducts shall b d n�ulated on onditioned y and resu alant a e duct se IC Leak ge Testing ns;dered acceptable when tested Tit►oval jua mastictYP a hall be cO blower Press of SO p► a controls er door at a aled With tested wdh a b enetrations of the it ieakSgA)when f t3u i ld i ng enve�o�eepreal afterinstallat+on° P 1►ances and sealing Building Leakage and combustion app kage testing. Specific fter rough►n nce of department staff. The ►n Air Lea e a nt"t.-in and se >02.4.5 Building e less than ll occur at any time electrical,Ve ucted;nth pre to have an air 1eaWag) Testing sh for utilities,Plu a test shall be coed in Section f05 2 inch ions a ft;ficate required ding P building official,th Pascals l0• enetrat envelope,►nclu{squired by the b f lding don the c When Its shall be operable windows and doors thereof.door test resu n 502.4)� blo`Ner t asket ksee Sect1O rior to the test. re feet Presence of a g led off at the frame P NS� n 750 saua the Press o be sea ExCEPT1O lesstha confirmed ed t 1,additions ection has ern►itt Ilow 2. Once visredal lbYpmall LA)sha11 belcaM50,4 0,4 0 055111CFA x 144) pressure difference rnanufactu e Area lStA) ! lCFN15 0 Pascal pre eakag S re flow at 5 housing unit Specific Le : BI°`Net door fan Are of the h Where Floor A CFM50 = Conditioned 5ealed. CFA shall be closed,but no air back draft, and flue dampers; dpors intake,n'ak to conditioned crawl spaces and conditioned lace and stove exhaust, hatches not sealed; During testing.- sanded°b�tfnot sealed;includha l be open;arc shall be closed but ventilators shall be closed and sealed; ovr recovery Dpy.ampers sshall be close cOndi ioneecting P unto nt,lat oen Y tems and heat D for doors CO doors Conn Inter a°Pen; °us o\ tinned off; for contin s)shall be tar sealed• attics sraU en;ngs sYsteml 11 not be Exterior and CpOling re is sha NVAC ducts supply and return Revised Plans for Magnolia Meadows Division II Fee Adjustment based on Valuation 17625 79" DR —20120011 Revised Plan 3072 with 785sf garage: 3072 X 103.92 = 319K 785 X 39.44 = 31K Total Valuation = $350K Permit = $3,067.60 Review = $1,993.94 Total = $5,061.54 Original Valuation on Plan 1883 with 439sf garage: Total Valuation = 211K Permit = $2,069.58 Review = $1,345.23 State Surcharge = $4.50 Total = $3,419.31 with plumbing and mechanical Balance owed = $5,061.54 - $3,419.31 = $1,642.23 is — i BLD20120011 (PT-LIVE) - Per i Trax by Bitco Software Page 1 of 1 � J I � BUILDING PERMIT PERMIT#: BLD20120011 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: ISSUED ADDRESS: 17625 79TH DR NE,ARLINGTON BALANCE: $0.00 y ISSUED: 1/12/2012 CREATED: 1/9/2012 SCREENS:1 Select Screen... � FUNCTIONS:1 Select Permit Function... L] SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 3/14/2012: 3/7/2012 2 Y N Assign Remove 2008 C-Community Development I ARUSKO 3/14/2012 3/7/2012 2 Y �(� Assign Remove REVISED https:Hcoapermits.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit._Revi... 3/7/2012 IL i I I RESIDENTIAL PERMIT SUBMITTAL r# Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE,FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: Residential Addition ED Residential Alteration Also Including: ED Plumbing Mechanical ©l lu�'ltk Project Address: j 7 �� Parcel I D Lot#: Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Kenn Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Building Area(Sq Ft): 1 et Floor: 1437 2"d Floor: 1635 3rd floor: Deck: Garage/Carport: Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: ENCORHI914NS Expiration: 8/13 Plumbing Contractor-Soundview Plumbing Phone Number: (360)658-99005917 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the abq�/e information is correct and that the construction on, and the occupancy and the use of the above- described property ill be rT accordance with the laws,rules and regulation of the State of Washington. 9/26/11 ' licants Signature Date Keith Hoyer N Print Applicants Name V LP FOR STAFF USE ONLY q J)9D1J0Q 11 C5— Permit# Accepted By Amount Received Receipt# Date Received 1 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (including Rough Ins Accessory Main Total Fixture Total Number Fixtures Plumbing Fixtures Dwelling Unit Residence Unit#X Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(otherthan above items) Column Totals 16 Estimated Project Valuation Building Square Footage 3072 1t Floor 1437 2nd Floor 1635 3`d Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter D. Pressure in street main: psi.(Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in ac (irdance with the laws, rules and regulation of the State of Washington 9/26/11 ApplicIni Signature Date D MAR- 0 7 2012 8 COA PERMIT CS01 .(al p Oro ta D 61 l � +- .11, I .��. . 7 RESIDENTIAL PERMIT SUBMITTAL _ Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies(WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where,in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential ®Addition/Alteration Project Description:New Single Family Residence p 0 OW Project Address: t-�(G'ZS 711 -D. /V ,- C__ Parcel ID#: Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 -E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 G For Office Use Only Date Received: Survey Received By: 6 Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other Inspection Required: YES ❑ NO ❑ MAR- 0 7 2012 t' ,; , l �. ''�' 1 RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 ` "kj"Z Address: 1801 Grove St.unit B Plat: Magnolia Meadows-8wislon--Fuse-2- - Owner/Applicant: Encore Homes, Inc. Signature: eriflcation of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓❑ a. Single-family dwelling ✓❑ b. Duplex ✓(� c.Addition ✓�d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Size SF x 35% = SF 4. Actual Lot Coverage: (SF of all structures) 4 1 2 _ `7991 (lot size) _ .3 > % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New single Family Residence OFFICIAL USE ONLY MAR%0 7 2012 PROPERTY ZONED APPROVED F-1_ DENIED 71 DATE INT ?�Lba'DIoZQa1 ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: Date: 9/26/11 Owner wner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2)SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation Project Addresrs Parcel ID#: `Lot#: �2 Subdivision: Magnolia Meadows Project Description: New Single Family Residence Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1601 Grove St.unite City: Marysville State: WA Zip Code: 96270 Contact Person:Keith Hover Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: FURNACE UP TO 100K BTU CLOTHES DRYER 7 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 10K CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP a VENTILATION FANS OTHER VENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1601 Grove St.Unit B City: Marysville State: wA Zip Code: 9e270 Contractor's License Number: Expiration:8/13 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property//will be in accordance with the laws, rules and regulation of the State of Washington. U� 9/26/11 plicants Signature Date Keith Hover Print Applicants Name k�' VISJtL� FEE-C1 ,FE1V ED FOR STAFF USE ONLY MAR 0 7 2012 � Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY ' RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 - Phone(360)403 3551 • FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for Change-out Only * 1: Q✓ Completed residential mechanical permit application* ❑✓ Mechanical Appliance cut sheets* ✓❑ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiencY/EnergyCode.aspx ❑✓ Appliance location and distribution details, including gas piping info Required Inspections/Tests: Rough-in mechanical and Gas pressure piping Duct Leakage Test by a Qualified Technician (see exceptions) Q Building Air Leakage Test (new construction only) Exception 1: Duct testing is not required if the air handler and all ducts are located within the conditioned space. Exception 2: Duct testing is not required if the furnace is a nondirect vent type combustion appliance and is installed in unconditioned space with a maximum of six feet connected ductwork in the unconditioned space. 24-hour notice of Request for Inspection Call the 24-hour inspection line at 360-435-0674 APPLICATIONS ARE CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. Site Information: Impervic - � Surface: 17625 79`h Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #: 01107700001000 Total: Sq. Ft. Unit Size: 7,899 S.F Notes: Legal: Magnolia Meadows, Div2, Lot 10 1. Downspouts to plat system Job #: 2. Stockpile to be covered within 24 hours. Plan: 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel Setback Notes: N Front Setback 20' Driveway length 22' o ft. 12 ft. 20 ft. ao ft. Side/ Rear Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O ,0966, (true corner closer to road) LOT 10 134.02' 7,899 SQ. FT. I I 9& 25, co 6 I W In q I Z b �' WCA) _ v0 QCYI CD N < 0) CA) = `fl m cn ° ° cQ ono. 0 I o' N (/D rn r` LO I- E� Z 3 9" � I � i I � " CD UA i I s i 55'1.4" 2.11' I 134.0 RE I U s oT 1) PcoP t co evs East MAR 0 7 2012 00 N Cots PERK f f GE!,'70, a 0011 Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer BLD20120011 (PT-LIVE) - PeritTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120011 OWNER: ENCORE HOMES-HOYER, KEITH STATUS: ISSUED ADDRESS: 17625 79TH DR NE, ARLINGTON BALANCE: $0.00 ISSUED: 1/12/2012 CREATED: 1/9/2012 SCREENS: Select Screen... -' FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 3/14/2012 3/7/2012 2 Y N Assign Remove 2008 C-Community Development I ARUSKO 3/14/2012 3/7/2012 2 Y ( Assign Remove https:Hcoapermits.arlington.local/PermitTrax/Module Permits/Permits_Permit/Permit Revi... 3/7/2012 %-- I r. ' CITY OF ARLINGTON ' 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17625 79TH DR NE,ARLINGTON Permit#:BLD20120011 Parcel#:0 110770000 1000 Valuation:$211,000.00 OWNER APPLICANT CONTRACTOR ENCORE HOMES ENCORE HOMES ENCORE HOMES KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesine.com keitli@encorelioiiiesinc.com Lie#:ENCORHI914NS Exp:8/10/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING 5917 195TH ST NE#3 ARLINGTON,WA 98223 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#: Exp: JOBDESCRIP' !ONT SFR PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009 1RC OCC LOAD: N/A PERMIT APPRo� I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC1 10/IRCI 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City,of Arli gton#3101. J1 /L /z 9nature Print Name Date Released B / Date ARCHIVE = APPLICANT ASSESSOR OTHER BLD20120011 CONDITIONS A� THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. • The conditions and protection of the planting easement must be in place prior to Certificate of Occupancy. PERMIT REEF ' 6 , Desedption Fee Amount Paid _ Balance Due 1/11/2012 Plumbing Permit Fee $193.00 $0.00 $193.00 1/11/2012 Mechanical Permit Fee $75.00 $0.00 $75.00 1/11/2012 Building Permit Fee(QTY: 1) $2,069.58 $0.00 $2,069.58 1/11/2012 Building Plan Check Fee(QTY: 1) $1,345.23 $0.00 $1,345.23 1/11/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $3,687.31 $0.00 $3,687.31 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Naive and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None j 7 RECEIVED ►JAN 0 9 2012 JRR Engineering, Inc. >ERMAIT 01,9 18609 76th Ave. W., Suite B L(1�1 �QA PERMIT C� Lynnwood, WA 98037-4149 ?2L I) ��i� (425) 697-5108 CE Client: Encore Homes, Inc. Project Location: lVarles, Plan 1883 (0921...) 25 psf Snow 1801 Grove Street, Unit B Design calculations are for 85 mph (3-sec. gust)wind exposure B, Marysville, WA 98270 topographic factor, Kzt of 1.0 and 25 psf snow load. Do not use or 360) 659-1579 Ph. depend upon these calculations for more severe wind exposure (360)659-3394 Fax or snow loadin . Scope: Lateral&Vertical Design Code: 12009 IBC/ASCE 7-05 Lat. Des. Parameters: SDC &Site Class, D; (Ss): 1.25 Dead Loads. Roof& Ceiling load 15 psf Wind Exposure: B Floor load 10 psf Windspeed, V(mph): 85 Exterior wall load 8 psf(surface area) Live Loads: Floor Load(psf): 40 Interior wall load 10 psf(floor area Snow Load(psf): 25 Attic Lim. Sto. (psf): 20 Assumed Soil Values per IBC 2009: Soil Bearing: 2000 psf(Contractor shall notify Engineer if testing_indicates bearing capacity is lower than 2000 ps Wind Design: Ps=h.*IW*Pao*fit (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) Where; %, Adjustment Factor varies over height& exposure Fig. 6-2) Iw= 1 1 Wind Importance Factor(Table 6-1) P.M.Varies with roof pitch and building zone (Figure 6-2) Kzt= 1 JTopog. Factor(6.5.7, Fig. 6-4), equal to 1.0 for flat terrain Roof rise in ITT,: 5 Roof rise in 1T :1 0 Horizontal Pressures (Kzt not yet included) Horizontal Pressures (Kzt not yet included) A B I I C D A B C D Ps30 15.9 4.2 10.6 -2.3 Ps30 11.5 -5.9 7.6 -3.5 0-15' P,= 15.9 -4.2 10.6 -2.3 0-15'Pg 11.5 -5.9 7.6 -3.5 15'-20' P,= 15.9 -4.2 10.6 -2.3 15'-20'Pa 11.5 -5.9 7.6 -3.5 20'-25'P$ 15.9 -4.2 10.6 -2.3 20'-25' P,= 11.5 -5.9 7.6 -3.5 25'-30'P,= 15.9 -4.2 10.6 -2.3 25'-30' P,= 11.5 -5.9 7.6 -3.5 30'-35'P,= 16.7 -4.4 11.1 -2.4 30'-35' Pa= 12.1 -6,2 8 -3 7 35'-40' P.= 17.3 -4.6 11.6 -2.5 35140' P.= 12.5 -6.4 8.3 -3.8 Seismic Design: V= Cs*W (Equivalent Lateral Force Design per ASCE 7-05, Sec 12.8 Fa= 1 (Table 11.4-1) SDs= Des. Spectral Resp. Accel. Parameters (Sec. 1 SDs= 0.833 (Eq. 11.4-3) D=Site Classification (Section 11.4.2) �. IE= 1 (Table 11.5-1) Fa& Fv =Site Coeff. (Table 11.4-1 &11.4-2) O R= 6.5 (Table 12.2-1) V= Seismic Base Shear(Eq. 12.8-1) J77 Cs= le*SDs/R (Eq. 12.8-2) dW= Effective Seismic Weight(Sec. 12.7.2) 1 p = Redundancy Factor(1.0< p <1.3 (Sec. 12.3.4.2) _ 8 w Therefore; V= 0.128 W G� t T - � � f{ Prepared by: JCM RX P1 fz 5 i JOY'Ll; } Checked by: RKR Project Name: Plan 1883(0921...) 25#Snow ZO!3 Project No.: 10-02B Revised: 4/4/2011 Page 1 of 0 ;r .� ' � a %Axe. ENGINEERING & PLANNING SERVICES Project Name: F LA IJ 14 NO.: ly _ .� _ __ s� I Imo'�, �. 1 F ......�. •-�• . T r Ir 77 M 9 SATH Tr t mot OF T CM 14 LF IM Jl- 0 00tj 2 4c"IM 7 L DIFFER FLOORM;A IFF 15A Designed Checked Risep, Date-1/4 Sheet-2- of ' � �� .. t 4 ENGINEERING & PLANNING SERVICES Project Nam No.: 7ib"I -A--A.—- f4- AM L t TT .14 -r-zl A" 44 _2 .74 MR!= k7 -C . ..... .... z4 i-OreR FLOOR PLAN Designed— Checked. PJ� Date '2-/4 ArD Sheet 3 of �. I ENGINEERING & PLANNING SERVICES ProjeCt Name:_ No.: WX 44 jmw (16 P51c5-'1i Ui j�U�i i Via, ..� .�...:..., , . ! .w I'�'. ?v �(� - 5 :alp __= _, dy ,1•-_ __ _F -- -. . - _, vpp _ .._.-•_-. .._._.�.. ..__._._.._ _.�,f(ice. '6......._.�j . ...._ _; ._ `_ �._�-;__...�: ��.�.....z---r�• - _ * .�V.•.,ti'.yy. .. W.N...f..... 4•`n7�•.....�.�w%a_..'•w.T-....,•...�_....h • N .r v:r.f�wN;� ...., _. ---- ---- •�.��..�...�.. �.►,z�����b��4��2px�f�°�`�'�_�ohs _�'������y C���L��-w.. ; ....... .. - : •� ---•--•--- ---,�•. � �z 5.6� 51�-. �_...__ _� ��.__ `-- ._ .mow;_--w,� �._.-.M ---- --• , - (_Y—D G1r1 � R _._4. 3.. R t 1170#3 6004 Designed. ,7'GP11 Checked. L Date Sheet_ 4 of _ �ti I.ArXC. ENGINEERING & PLANNING SERVICES Project Name. V3- No.: to —el ­4 _ : _ :-,._w -- -V; � -�� .+ 01 t 'F L Ln Lft 0 AiT.0 IA) J, LO ._. � __.�.�..�-Z��_/��'!_��_�;�.�w_.-,. ..�..------ _. _... .-. ... ��� - .lam_ L(FJ' NET: Nor I 74TE__ Wip- Pzll v Designed Checked Date 21 AD Sheet-5 of 06 ENGINEERING & PLANNING SERVICES Project Name: PLi4P I603 — — No.: le:�i-Zn Bvt - -- 36a0 per, fk6, . fib'i�(�1 _l. i •~'r 1 �J7 /• ��. :.t. _n, Yv�vt.. ���,I�,lei,---�•�-,T��r��' Cp.ET.�--- - vtr 36od Tir- Uoolp'e;x -L, -= -is, - / 46 opurtr i Iup:. Ind ; hm �- SbD 5TAD14 $7J �" sAu, �s � �36 6ol/Ro T j l`�� ��pJ� � - .� - i '•11. i4A=2. OW 3X. S Ap PORI Designed J"GrY, Checked RK-P-1 Date Sheet of i9 �� _10"4giine 4erxx2A 1"C. ENGINEERING & PLANNING SERVICES Project Name:- PQA ,j 1 W3 _ No.: d73-DZB - . ..J- IL Ru ♦N._ __ •�� L � Yvw„ip•�.. •,4T_.,..••'�'�-.W�trfw-.i.RY.U.Y.14Y._ss '_ J...w.nl��..w„�� j ` • .,Pc min ... .,. _ 1��Ate?��;�...�,.�b�.�_•...�_���...._,. ��...�...�.�..,. . ...._. _.- � . . .. ` ,. .�... _.,,.. . CA o4i Lam-s'_XuisS A lag - _ i� a I ...z-71 S. F._.-'_ •' ��` -. --- - _ :N . _ _ Deslgned_JG _ CheckedK Date 2/8 Sheet 7 of If 1 , ENGINEERING & PLANNING SERVICES Project Name:--2L-,,A�- J 'JtQ� •------.,.. �_ ?^'[c..�C•,'Z.a.l PIiJ I°�,1'5' i TQ[s�5 ti - '"!�-'-Y�}f �'I.,f}/� ,,.�' M. vlff'wFp'r? V:L_ EEL A4 Im -r _. ._ ........_. Of7 _l..�� �`-•�f i �.� '!•-!�'f�V-Vi�'4"'"i�-��G(yl�s �lb'.�Vt�i � I _ � - i � � > 1 , ',"""`+'_'" .._..__..___....� ,.� ' .�.. .» . ..•�� ' i• b�l.i..•....» � `�(d���1AU'�j��:��'L5 62f���6»� .�3�jp{4. M5 _ 459 Designed Checked Date— Sheet Sheet of ENGINEERING & PLANNING SERVICES Project Name:— PLAK�j .No.: 17 at— Car .e..,..�...-,.rt,...;;,,,,..f�•„ rarer-iv,.-o+..-,.p..•wc......�/� '� 1, -t!X:l�� AA- e. --•—W" '�.._. ��� ^ r •IGC� �K�T''•,T. 10 . , __._.:. .�•.._�_��.•._#,_.. __...� ._ . �.�..... �.� �.r�-�.'���-:.{fit+�j r-•�24��!� Designed �l G�j _ Checked Date_ Sheet of�� ,i t � ENGINEERING & PLANNING SERVICES Project Name: No.: , _ .- Grp �►�t�'1=�5��•�Si� -- _ (1��W�t�'`t�...�s.�.-�_�__... _ .�_ . .. ... ..__.. . . ._ Tale AT _.:. � z,f M. pis t: �# GI -1c r _'1ai4t� V►�Jp �Vm, pa;1. i4:p _..... 6 3 0.4- Imo4 7`o- 5i,)- Q .7s :.... �W?�GN)��+ - -- Designed M Checked_ Date `l O Sheet to of 1'� 1 . JR E7z2Aa"4e4ejrl"j Axle, ENGINEERING & PLANNING SERVICE$ Project Name: -PLAID No.: ' r i r r (. _ - ---- - _ Gip, GAIL -- 215 psi - --- ---- - I ' Designed 1G1'I _ Checked Dade Sheet— (of 1� f �-� � k BLD20120011 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120011 OWNER: ENCORE HOMES-HOYER, KEITH STATUS:APPLIED ADDRESS: 17625 79TH DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/9/2012 SCREENS:Select Screen... .0 FUNCTIONS: Select Permit Function... [] SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE...I DESCRIPTION ?ASSIGNE...IDUEDATE1 LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 1/19/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/19/2012 0 Y N Assign Remove D�L ( SSue http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Pennit/Permit Review... 1/9/2012 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington•238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: Residential Addition ED Residential Alteration Also Including: 0 Plumbing QQ Mechanical (11yZ5 -7 qla `t . 0,Lt 01 q�77ono0 fLoa ` Project Address: Parcel ID#: Lot#: 1112 Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Building Area(Sq Ft): 1st Floor: 711 Zed Floor: 1172 3rd floor: Deck: Garage/Carport: 439 Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: ENCORHI914NS Expiration: 8/13 Plumbing Contractor,Soundview Plumbing Phone Number: (360)658-99005917 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Phone Number: Address City: State: Zip Code: Contractor's License Number: Expiration: — I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be accordance with the laws, rules and regulation of the State of Washington. 9/26/11 A p scants Signature Date Keith Hoyer Print Applicants Name FOR STAFF USE ONLY AN O�A�1 9 2012 Permit# Accepted By Amount Received Receipt# i I RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (including Rough Ins Accessory Main Unit#X Total Fixture Total Number Fixtures Plumbing Fixtures Dwelling Unit Residence Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 3 X 1.0 = 3 Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 32 Units Traps(other than above items) Column Totals 14 Estimated Project Valuation Building Square Footage 1883 19t Floor 711 2nd Floor 1172 3rd Floor Basement Deck Garage 439 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described prop"wil a in accordance with the laws,rules and regulation of the State of Washington. 9/26/11 t/111pplicants Signature Date 8 t 5� RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential iID Addition/Alteration Project Description: New Single Family Residence Project Address: 4wis -I)t 1)t. N' 6 Parcel ID#: 010115770000.� 000 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: DCVA ❑ RPBA AVB Other Inspection Required: YES NO ❑ t 1883 RESIDENTIAL PERMIT I SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. One (1) completed Single Family Residential Building Permits Application _V Two (2) accurate fully dimensioned plot plans Iv l _ Two (2) sets of construction drawings �✓ Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 I RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24°, or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 i RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑✓ SITE PLAN— REQUIRED WITH ALL SUBMITTALS 1 Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. Fv FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note!Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ✓0 FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 - Phone(360)403 3551 •FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. F71 ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/4" Scale) 1. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34" to 38"from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. P7 STRUCTURAL NOTES 1. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. 8. Locate all hold down straps on the drawings. F. ❑✓ STRUCTURAL CALCULATIONS 1. Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. 0✓ ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor. 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 I ' RESIDENTIAL PERMIT ' SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. ✓❑ DOORS &WINDOWS 1. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ✓❑ WASHINGTON STATE ENERGY CODE 1. Provide one (1)copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave.•Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. 1 acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. t Signature: I z Date: 9/26/11 Own /Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 I ZON20120009 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 �& -4—1 _� } DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120009 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: APPLIED V► ADDRESS: 17625 79TH DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/9/2012 SCREENS Select Screen... +' FUNCTIONS: Select Permit Function... j GENERAL.- BLD REVIEWS PRINT ADD NEW SUMMARY iREVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO...I ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/11/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/11/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/11/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA.._ 1/11/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/11/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/11/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/11/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/11/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/11/2012 0 Y N Assign Remove 2014 C-Planning I THALL 1/11/2012 0 Y N Assign Remove l� http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 1/9/2012 RESIDENTIAL ' SUBMITTAL REQUIREMENTS P .. Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes. Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓❑ a. Single-family dwelling b. Duplex c.Addition ✓❑ d. Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Size SF x 35% = Z7 _SF 4. Actual Lot Coverage: (SF of all structures) t'ZCQV - �, (lot size) _ % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? No If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New single Family Residence RECEIVED OFFICIAL USE ONLY JAN 0 9 202 PROPERTY ZONED APPROVED E-1 DENIED n -C.0A*Effiff M NT 20tJ C-� ofP, 0DC)9 u � Site Information: Impervic')Surface: 17625 79 Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #: 01107700001000 Total: Sq. Ft. Unit Size: 7,899 S.F Legal: Magnolia Meadows, Div2, Lot 10 Notes: Job #: 1. Downspouts to plat system Plan: 2. Stockpile to be covered within 24 hours. 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. N 7. Parking pad concrete /driveway gravel 0 ft. 12 ft. 20 ft. 40 ft. Setback Notes: Front Setback 20' Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O (true corner closer to road) LOT 10 134.02' 7,899 SQ. FT. I , W 25'r . A I , I z I 09 42' _ > a N T O 00 00 co m o w a� Q i cc 00 m r� 0) LO 0) I , G ° oiled 67 2 P , a A I I � I,- I AIL, , ; 2.11' RECEIVE® 134.00' to JAN 0 9 2011. East s COA PERMIT CENTER DOL Not Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer r ti REED & ASSOCIATES, PS Civil & Structural Engineering 831;-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 by Robert Petermeyer Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County 2009 IBC NOT VALID WITHOUT A WET SIGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculation �pEWAS�'cC ! 0 z LEG EXPIRES 5-27-/2 WENDELL E. REED, PE, C 14#CU &LIP -t S 7 2011 MAR 0 7 20 PERMIT TER (A �I161to R)�0%o- bat I W M°., r � ` r Lateral Analysis IBC 2009 R&A Job#: 11-162 Description; Plan 3072 Engineer: Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers) 1603.1 General Design Criteria r3041 Roof Walls Floors Snow Partitions Live Load (psfi 25 40 25 Dead Load(Dsf) 15 10 10 10 1603.1.4 Wind Desiqn Criteria r3041 1. Basic Wind Speed 85 mph F 1609[320) 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1(77) 3. Wind Exposure Category "B" 1609.4[325] 4. Internal Pressure Coefficient +l-55 ASCE 7 F 6-5[47) 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1[24] 1603.1.5 Earthquake Design Data r3051 1. Seismic Importance Factor le 1.00 ASCE 7T 11.5-1[116] 2. Short Period Acceleration SS 1.25 F1613.5(i)[348] 2. 1-Second Accelleration S, 0.4 F1613.5(2)(350] 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient SDS 0.83 EQ 16-36138 j340-2] 4. Spectral response coefficient SD1 0.43 EQ 16-37139[340-2] 5. Seismic Design Category D Ti613.5.6(1)and(2)1343) 6. Seis. Force Resisting System A.1.3. ASCE 7T 12.2-1(120] 7. Design Base Shear 10613 lbs 8. Seismic Response Coefficient CS 0.13 ASCE 7 EQ 12.8-2[129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-11120] 10. Analysis Procedure used Simplified ASCE 712.14[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 i ' Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4 f231 Basic Wind Speed 85 mph 1609.3[3191,F1609(320) Wind Exposure Category B 1609.4[325) Wind Importance Factor 1.00 ASCE 7 T 1-1[31&T 6-1[77) Height&Exposure Adjustment X= 1.00 ASCE 7 F 6-2[40) Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26),F 6-4[45] Wind Pressures ASCE 7 6 4 2 1 f241 N=2L K-t I ps30 ASCE 7 EQ 6-1[24) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1 r24) zones A, B, C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 ,12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2 I22) Zone Pressures A I s3a ASCE 7 F 6-2 38) 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B CI D E F G H EOH GoH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1-41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2 f37) End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension (I.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet D F x= Z (P sx'x). x= A Diaphragm (x= 2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C p a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a (ft)= 9 Forces Fx= 5945 Fxmin 4650 Fx= 4528 F,,In= 7390 Diaphragm (x= 1) Front to Rear Side to Side Lh.d. (ft) = 45 A B C D A I3 C D a (ft) = 4.5 Areas 162 0 243 0 162 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 Seisgiic Design IBC 2009 'Site Clasification. Criteria Selection & Minimum Design Lateral Force Occupancy Category II ASCE 7 T 1-1(3] Seismic Importance Factor le 1.00 ASCE 7 T If.5-1(116] Seismic Design Category D T1613.5.6(1)and(2)[343) Site Class D T1613.5.2(341] Short Period Acceleration Ss 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)[350] Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)13411 Site Coeffiecient, Fv 1.6 T1613.5.3(2)(341] Substitute equations 16-36 & 16-37 into 16-38& 16-39 respectively, 2 S DS=3•F a•S S SD= 0.63 EQ 16-36138(340-2] 2 S D 1 -3•F v'S 1 SDI = 0.43 EQ 16-37139[340-2] Simplified analVsis Seismic base shear ASCE 7 12 14 8(1411 V= (F Sds/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[141] Vertical Distribution Forces at each level ASCE 7 12 14 8[1411 F.= (wx/W)V F.= 0.141 x wx ASCE 7 EQ 12.14-12[1411 Effective seismic weight&Forces Obs) at Level x Diaphragm (x=2) roof area(ft� floor area(ft� story height(ft) wall length(fit) w 2368 0 18.1 171 Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(ft') floor area(it) story height(ft) wall length(ft) w 474 1719 8.1 182 x F.= 5443 weight(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1(451) Structures using wood shear walls and diaphragms to resist 2305.1[466) wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2 I30>9) For worse case effect with wind load, L& S shall be zero. 1605.1[308) Equations 16-17, 16-18, & 16-19 become, D +(DW Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2 j309j D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1(308) Equation 16-21 controls, 0.9 D+ E/1.4 , substitute ASCE 7 EQ 12.4-1 for E (pQE _ 0.2SDSD) 0.9 D + , simplify&arrange variables 1.4 (0.9 -0.14 SIDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads,1.3 Fx For Kzt= 1.00 Front to Rear Side to Slde Diaphragm Force(Ibs Force(Ibs) x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads,(p/1.4) F, p= 1.3 ASCE 7 12.3.4.2[126] Diaphragm Force(Ibs) x=2 5558 x= 1 5054 Version 7.0 Pg 3.1 i Allowable Stress Design Loads For Wood - cont Sum the moments about the base of'a shearwall, overturning shall resist, (v•w)-h - D-W 3 2 + P-w for wind (v•w)•h - (0.9 -0.14 S DS) D•2 + P. for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D rAVO n Sum MOMEM r--AeotiT COM w Version 7.0 Pg 3.2 Wall LineLevel o"I Segment Tributary loads Wind Seismic x �o� p`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 2 F-R Wind Se]s VD(x+1)[Ibs] % 7.50 8.1 2 2 77 -139 VD(x)jibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2306 max 67 TMAx(x)[Ibs] 208 12 2 2 F-R Wind Sells VD(x+1)jibs] % f1r, `� `' VD(x)[Ibs] VT(x)Ubs] L V IBC 2305 max TMAx(x)Dios] 3 2 j F-R Wind Sells VD(x+1)[Ibs] % ° ;>"." "`50°o y 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 155 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 Sly-I V 101 83 IBC 2306 max 88 TMAx(x)jibs] 379 155 4 2 F-R Wind Seis VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)Jibs] Version 7.0 Pg 4.1 - - i Level oc Segment x Tributary loads Wind Seismic Wall Line �o'�` ( ) O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) me is ax 1 1 F-R Wind Seis VD(x+1)[Ibs] 3409.41 2779,17 % 726%2'.` `'209% 7,50 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 V 134 101 IBC 2305 max TMAx(x)[lbs] 882 354 2 1 1 1 F-R Wind Sells VD(x+1)[Ibs] /o ;.�WO1 O, _ 7.50 8.1 1 1 89 -94 VD(x)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -79 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 8.1 1 1 -414 -679 L 44.50 44.50 V 70 57 IBC 2305 max TMAx(x)[tbs] 89 3 1 F-R Wind Se[s VD(x+1)[Ibs]- 3409,41 2779.17 24%; lir30%iil 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)Ilbs] 4897.25 4296.46 L 48.00 48.00 V 102 89 IBC 2305 max TMAx(x)[Ibs] 4 1 F.R Wind Sol$ VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Pg 4.2 Wall Line Level oc Segment Tributary loads Wind Seismic �c'�` (x) O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Seis VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % 22"/0 ;;2% 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222,83 3.00 8.1 2 2 301 -68 69 L 24.00 24.00 3.00 8.1 2 2 301 -68 69 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -6$ 69 TmAx(x)[Ibs] 301 B 2 S-S Wind Se[s VD(x+1)jibs] % 50'/09 50% ', 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.6 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803,5 2779.17 11.00 8.1 2 2 742 .13 L 26.80 26.80 V 179 104 IBC 2305 max TmAx(x)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7. 00 8.1 2 2 103 -269 VT(x)[Ibsi 2689.96 1558.34 12.80 8.1 2 2 _ -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 [a(!- V 82 47 IBC 2305 max TmAx(x)[Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max Tmm(x)[Ibs] Version TO Page5.1 Level oc Segment Tributary loads Wind Seismic Wall Line O �c O`� Width Height wr wra wP wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S Wind Sells VD(x+1)[Ibs] 2113.54 1222.83 % " 23%,: 32% 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3,00 8.1 6 1 1651 301 901 226 L 17.00 17.00 100 8.1 2 2 1627 301 873 226 s --j V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2306 max 226 TMAx(x)fibs] 1651 901 B 1 S-S Wind Seis VD(x+1)[Ibs] 4803.5 2779,17 % 50%' 50% , 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 ` 5 Vll-2 V 397 259 IBC 2305 max TmAx(x)(Ibs] 3527 1606 Ll C 1 S-S Wind Sells VD(x+1)[Ibs] 2689.96 1556:34 180/ 7.00 8.1 1247 140 355 VD(x)[Ibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 MID 8.1 1 1 1303 140 421 119 L 24.00 24.00. 6.50 8.1 1 1 1212 140 314 svi-E V 187 103 IBC 2306 max 119 TMAx(x)[Ibs] 1303 421 D 1 I S-S Wind Seis VD(x)jibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 t �. � Shear wall Summary Sheetin Regm'ts Shear Transfer Overturnin Values Wind Seis Max Wind Seismic Wind Seismic 1 -2nd 58 67 1 1 81 66 2-2nd I 3-2nd 72 88 1 1 1 101 83 4-2nd III A-2nd 63 69 1 S 1 88 51 B-2nd 128 104 1 = 2 179 1 104 C-2nd 59 47 1 i 1 82 47 D-2nd 1 - 1st 96 101 1 I 1 134 101 2- 1st 50 57 1 I 1 70 57 3- 1st 73 89 1 ( 1 102 89 4- 1st A-1st 153 226 1 2 215 167 1651 B-1st 284 259 2 6 397 259 3527 1606 C -1st 134 119 1 2 187 103 1303 D-1st 1 SW-1 SW-2 SW-3 SWA SW-5 .SW-6 Sheathing 226 397 :1 ll 5n-RAI +r.ki��.i'-�I ��.w '��lE ` '��;�y�,, (plfl Shear Flow 226 .397' r';». Shear Transfer Connectors - Co= 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 Ibs 2005NDST11N[971 10.4 5.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plo 162 Ibs 2005NDS T71 N[97] 8.6 4.9 0.0 0.0 Simpson A35 Clip 510 Ibs Simpson C-20091164 27.1 15.4 0.0 0.0 o.o o.o Simpson H1 Truss Connector 416 Ibs Simpson C-2009[1561 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[1361 6.6 3.8 0.0 0.0 0.0 I 0.o 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[85] 60.1 1 28.5 0.0 0.0 0.0 E770.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E185] 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E[851 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 I �: Vgejt� ,,.IT �f I ! ' 1�DOO"R �LaO► a W04"A T7 t D - !�i I�SF pF4L7 =10 I�SF 02A-0 c 10 FSF I L)NjI iza.5 PSF r L c. eDo-- rie4M,o.4Ir -� Ir L_12' CI�JCo�! c_ c d��F ms' 2D2,5 1571 5 FN.t+L u? G r lJ tn: r c:, F a, c qv�p /sgo-I'o 1i IZac f+ 2' t 5 25 F;.wL 15 25 o'-rz4�5� tc 4'o ISO t:r Zr is 25 53'�43' -� PT. 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VJr-rs,_ '.�_' Azrtl_ -- ._ �'c;c�•0 CIF '� o.SS .._. 7 I WA r_t_ Lm.a-n �o Psi t,4 C S,I' -r^ ,r )� =16z P4F z- C. LaA4n = !F (10 +4-0 Fr"SV- I t 0' o put:: C- Awo-ti t jG�-r Lora u E C, I45 P� yC C r z sc t �r� ; l q ► OP m u 4 C:W Q G I O (I 13so,� — zoGorksr _ O,SS W USA d2x 6 FrGr w/ of U-i PSF )C+ xegS"+z-7V) YZ,7S" I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope ov: SW004 User:KW-0003003.Ver5.8,0,1-Dec-2003 General Timber Beam Page 1 (ci1983.2003 ENERCALC Engine ing Software i 1-t82.ecw.Calculations Description 1 (RXN) General Information Section Name 3.126x10.6 Center Span 12.00 ft . ....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft Lu 0.00 ft MernberType GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam Ford Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#Ift LL 337.50 #!ft Left Cantilever DL #!ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span-12.00ft,Beam Width=3.125in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear"1.5 4.2 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24.k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max.Mallow 13,21 Reactions... @ Right 0.000 in fb 2,031.28 psi tv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 pal Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 in 0.000 In ...Location 6.000 ft 6.000 ft ...LengthlDefl 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 In ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 1n3 Area 32.813 162 Cv 1.000 Rb 0.000 Cl 3239.999 Max Moment Sxx Req'd Allowable fb @ Center 9.72 k-ft 42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 15.073 In2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 in Max.Right Reaction 3.24 k Bearing Length Req'd 1.596 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope: OY, 68OX4 User KW-0603603,var 5.9.0,,-Dec-2003 General Timber Beam Page 1 (c)1g83.2003C64ERCALCaneoring$*were 11-162.ecw;Calculations Description 2 (RXN) General information Section Name 3.125x12 Center Span 17.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLarn Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL 0 Left 150.00 #/ft Start Loc 0A00 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 9000 #/ft LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft Summary _ Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.in,Ends are PIn-Pin Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear* 1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max,Positive Moment 8.90 k-ft at 7.208 ft Shear. @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.314 in Max.M allow 17.25 Reactions... @ Right 0.000in fb 11423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k � Deflections - ---- - --- - ----- - --- Center Span... P_9_a_d_L_OzW Total Load Left Cantilever... Dead Load Total Load Deflection -0.209In -0.558 in Deflection 0.000 In 0.000 In ...Location 8.160 ft 8.160 ft ...Length/Defl 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5`D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0,314 in ...LengthMefl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable Fb @ Center 8.90 k-ft 38.69 In3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 In2 7.322 In2 Fv;Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in r Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: P#wUsor:KW-0003G03.Vor5,8,O,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Englneonng Software 11-102.ecw Celarletlons Description 3 (RXN) General Information q Section Name 6.125x37.5 Center Span 45.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0,00 ft Beam Depth 37.500 in Right Cantilever ft Lu 0,00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fa Allow 650,0 psi E 1,800,0 ksl Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 15.00 #/ft LL Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #t t LL Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #/ft LL @ Right 160.00 #/ft End Loc 33.000 ft #3 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Polnt Loads Dead Load 1,215.0lbs 1,020.0lbs Ibs Ibs I s Ibs Ibs Live Load 2,026.0lbs 1,700.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary �� W Beam Design'OK Span=45.00ft,Beam Width=5.125in x Depth=37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear"1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0,00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.000 In fb 889.23 psi fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2,282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Loa d Total Load Left Cantilever... D a a d Load T"otal Load Deflection -0.271 in -0.724 in Deflection 0.000 in 0.000 in ...Location 23.580 ft 23.580 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.407 in ...Length/Defl 0,0 0.0 @ Left 0.000 in @ Right 0.000 in y I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev 80004 User.KW-=3603 Ver5.5.0.1-Deo-20o3 General Timber Beam Page 2 (c)1063.2003 ENEkALC Engineartng Software 11-182.ecw,Calculatlone Description 3 (RXN) Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.1721n3 Area 192.188 1n2 Cv 0.827 Rb 0.000 Cl 4615.221 tux Moment Sxx Read Allowable fo @ Center 89.01 k-ft 468.051n3 2,282.05 psi @ Left Support 0.00 k-ft 0.00 In3 2,282.05 psi @ Right Support 0.00 k-ft 0.00 I0 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 In2 34.782 In2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max.Right Reaction 6.64 k Bearing Length Req'd 1.995 in I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: -Rev. 580004 user Kw-WO3603 Ver5.8A I-Dac-2003 General Timber Beam Page 1 (0)1883.2003 El4EA# a Engineering Scrtware 11-182.acw:Calculallona i Description 4 General Information Section Name 4x10 Center Span 8.00ft . . .. ,Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 360.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL Vft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0•860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3.000 ft Shear. Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.052In Max.M allow 5.02 Reactions,., @ Right 0.000 In fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k 1 Deflections -- j Center Span... Dead Lcad Total Load Left Cantilever... Dea Loa Total Md Deflection -0.035 in -0.093 In Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 it ...Length/Defl 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.5*D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49,911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 2879.999 Max Moment Sxx Recj'd Allowab'e fo @ Center 4.32 k-ft 42.93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.60 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 In2 16.440 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 2.88 k Bearing Length Req'd 1.317 In Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rv. e00A Ueser.sK"` wO3,Ver5.8A.1.Doc•2003 General Timber Beam Page 1 ("is 3-2003 ENERCALC Erglneering Software 11-162.ecx.Catminflons Description 4A General Information Section Name 4x8 Center Span 4.00 ft ...,,Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 R Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load bur.Factor 1.150 Fv Allow 170.0 psl Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center ❑L 360.00#tft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4,00ft,Beam Width=3.500in x Depth=7,251n,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 2.0 k Allowable 3.3 k-ft Allowable 5.0 k Max.Positive Moment 1.92 k-ft at 2,000 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022in Max.M allow 3.34 Reactions... @ Right 0.0001n fb 761.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 11308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span... Dead Load TotalLcod Left Cantilever... Dead Load Total Load Deflection -0.014 in -0,038 in Deflection 0.000 in 0.000 In ,..Location 2.000 ft 2.000 ft ..,Length/Deft 0.0 0.0 .,.Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.022 In ...Length/Defl 0,0 0.0 @ Left 0.000 In @ Right 0,000 in Stress Calcs Bending Analysis Ck 29,150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 CI 1919.999 Max Moment Sxx Req'd Allowable fb @ Center 1.92 k-ft 17.61 In3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,30a.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 2.03 k Area Required 10.371 in2 10.371 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.878 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: - Uaar..KW0803803,Ver5.8.0,1.Dec.2oos General Timber Beam Page 1 (c)1883.2003 ENBRCALC Engineering Software 11-182.acwCulcuiaVons Descr9ption 5 9� General Information Section Name 6.125x13.6 Center Span 16.00 ft .. . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 13.500 In Right Cantilever ft . .. ..Lu 0.00 ft MemberType GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksl Full Length Unlform Loads Center DL 151.00#/ft ILL. 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft ILL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.125In x Depth=13.5in,Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear"` 1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 tt Shear: @ Left 3.46 k Max.Negative Moment 0.00 k-ft at 16.000 ft @ Right 3.45 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3.45 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1,21 k Max 3.45 k Deflections Center Span... Dead Load Total Loa Left Cantilever... Dead Load Total Loa Deflection -0.118In -0.336In Deflection 0,000 In 0.000 in ..,Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ..,Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.6*D.L.Deft)... Defection 0.000 in 0.000 in @ Center 0.177 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 In2 Cv 1.000 Rb 0.000 Cl 3447.999 M,g_Msrr,ei21 Sxx Read Aliowab'e fb @ Center 13.79 k-ft 68.98 In3 2,400.00 psi @ Left Support 0.00 k-ft 0,00 In3 2.400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4,47 k 4.47 k Area Required 18.619 In2 18.619 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.46 k Bearing Length Req'd 1.035 in r Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: rt.., Timber Beam teev: 680004 Pace 1 Uaer.xw-Oeo3903 Ver5.80 1.Oec•zao3)t983 2003 ENEf�CALC Engf warnq Softwme t,2 ec,v ;;cu'at:ons �. Description 6 General Information -- Section Name 5.126x13.5 Center Span 19.00 ft ...Lu 0.00 It Beam Width 5.125 in Left Cantilever It ..,Lu 0.00 It Beam Depth 13.500 in Right Cantilever ft ....Lu 0.00 It Member Type GiuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity PIn-Pin Fe Allow 850.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL aft Trapezoidal Loads 01 DL @ Left 60.00 MR LL Left 240.00 aft Start Loc 0.000 ft DL @ Right 60.00 MR LL Right 240.00 MR End Loc 11.000 ft #2 DL @ Left 75.00 aft LL @ Left 300.00 aft Start Loc 11.000 ft DL @ Right 75.00 MR LL @ Right 300.00 #Ift End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5.1251n x Depth=13.51n,Ends ate Pin-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear*1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 16.57 k-ft at 9.880 R Shear. @ Left 3.36 k Mpx.Negative Moment. -0.00 k-ft at--19.000 ft @ Right •3.-7Gk Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.246 in Max,M allow 31.08 Reactions... @ Right 0.000In fb 1,276.99 psi fV 70.72 psi Left DL 0.98 k Max 3.36 k Fb 2,395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections Center Span... Dead Load Total Load Left Cantilever- Dead Load Total L Deflection -0.1641n -0.5711n Deflection 0.000 In 0.000 In ...Location 9,576ft 9.576ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.246 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 1 i Description Scope •Ray: 66CO04 Uaer.KW 03ENE Vw6.0.0,1 Dac-ZOo9 General Timber Beam Page 2 (c)1983.2003 ENEt�CALC Enpinaoring SoRwaro 11-1e2ecw:C91culalfona Description 6 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 in3 Area 69.188 1n2 Cv 0.998 Rb 0.000 Cl 335e.314 Max Moment Sxx Req'd Xowable ft) •Center 16.57 k-ft 82.98 in3 2,395.76 psi •Left Support 0.00 k-ft 0.00 in3 2,395.76 pal •Right Support 0.00 k-ft 0.00 10 2,395.76 psi Shear Analysis Left Support Right Support Design Shear 4,49 k 4.89 k Area Required 18.716 in2 20.388 1n2 Fv:Allowable 240.00 psi 240.00 pal Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Max Right Reaction 3.70 k Bearing Length Req'd 1.112 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 Uear,KW0803903.Vor5.80.1-Dea2003 General Timber Beam Page 1 (c11983-2003 ENERCALC Engineering Softwa<e 1 t-182.acw:Cnlwlations Description 7 General Information Section Name 4x10 Center Span 5.00 ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 FvAllow 170.0psi Beam End Fixity Pln-Pln Fe Allow 625.0 psi E 1,300,0 ksl Full Length Uniform Loads q Center DL 88.00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads e 01 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #M LL @ Right 600.00 #/ft End Loc 6.000 ft Point Loads -' Dead Load 720.0Ibs 720.01bs lbs. lbs lbs lbs -lbs Live Load 1,200.0lbs 1,200.0lbs lbs lbs lbs lbs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=5.ODft, Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0•361 : 1 Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Lnft 2.74 k Max.Negative Moment 0.00k-ft at 8.000 ft @ Fight 2.74k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.010 in Max.M allow4.37 @ Reactions... Right 0.000 in fb 378.73 psi tv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050,00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Center Span... P-W Load Total Load Left Cantilever... Dead Load g Total Load Deflection -0.012 In -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 ft .,.Length/Deft 0.0 0.0 ...Length/Defl 4,953.7 2,243.91 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection O.DW In 0.000 In @ Center 0.018 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In f A Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Roy. 5800C4 Unr KW-0603603,Vat9.8.0,1-Doo-2003 General Timber Beam Page 2 (c)1983-200 ENERCALC Engineering Software 11-162xwCelwietlano Description 7 Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2737.040 Max Moment Sxx a 'd Allowable fb •Center 1.58 k-ft 18.00 In3 1,050.00 psi •Left Support 0.00 k-ft 0.00 In3 1,050.00 psi •Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis Left Support @ Right Support Design Shear 0.23 k 0.36 k Area Required 1.349 In2 2.213 in2 Fv:Allowable 170.00 pal 170.00 psi Bearing @ Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In I I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope ev. G80004 -- U6or,xwaso3603,V.5.0.0,1-Doc-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Softnro 11-182.eew.Calculations Description 8 General Information Section Name 3.125x10.6 Center Span 11.50 ft .....Lu 0.00 ft Beam Width 3.126 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 10.500 In Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 11.000 Fv Allow 240.0 pal Beam End Fixity Pin-Pin Fc Allow 660.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL IN LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.50ft,Beam Width=3.1251n x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : 1 Maximum Moment 9.2 k-ft Maximum Shear" 1.5 4.0 k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3,18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.191 in Max.M allow 11.48 Reactions... @ Right 0.000 In fb 1,912.17 psi fv 123.38 psi Lett DL 1.01 k Max 3.18 k Fb 2.400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load al Load Deflection -0.127 in -0.401 In Deflection 0.000 In 0.000 in ...Location 5.750 ft 5.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.191 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 ln3 Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182.624 Max Momenl Sxx Redd Ilowablefb @ Center 9.15 k-ft 45.75 In3 2,400.00 psi ®Left Support 0.00 k-ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.868 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing c Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.667 in Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Raw.. 004 User.KW-M3803.Vor5.8.0,i-De-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 11-162,ecmCalculadone Description 9 General Information Section Name 4x10 Center Span 8.30ft .... .Lu 0.00 ft Beam Width 3,500 In Left Cantilever ft .Lu ma ft Beam Depth 9.250 In Righf Cantilever ft .. . ..Lu 0.00 ft MemberType Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End FlAty Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 171.00#Aft LL 290.00 #At Left Cantilever DL #Jft LL Vft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.30ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0•9D9 : 1 Maximum Moment 4.1)k-ft Maximum Shear*1.5 2.3 k Allowable 4.4 k-ft Allowable 6.5 k Max.Poshlve Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0,00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.091 In Max,M allow 4.37 @ Right 0,0001n Reactions... fb 954.44 psi fv 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k rDeflectlons - ---- ---- ----- ------.------ Center Span... Dead Load Total Load Left Cantilever... Dead Load otal Load Deflection -0.061 in -0.164 in Deflection 0.000 in 0.000 In ...Location 4.150 ft 4.150 It ...Length/Deft 0.0 0.0 ...LengthlDefl 1.636.9 607.20 Right Cantilever_ Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.091 In ...LengthlDefl 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Stress CaIcs - -- - - -- --- - -- -� Bending Analysis Y _ Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1913,149 Max Moment Sxx Req'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 1n2 13.775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 1 f Description Scope: Rev: 500004 � User.KW0603803, 'or 8.80.1-Oea2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineerinq Sofhnro 11-1BZ.e�wCalwleGone Description 10 j General Information Section Name 2-2x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.000In Left Cantilever ft .... .Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft ..Lu 0100 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,600.0 ksi FFull�Length_ Uniform Loads Center DL 15.00#/ft LL 25.00 #!ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #!ft LL #Jft Trapezoidal Loads #1 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Lac 0.000 ft DL @ Right 298.00 #Jft LL @ Right 378.00 #/ft End Lao 4.400 ft #2 DL @ Left 15.00 #/ft LL @ Left 25,00 #/ft Start Lao 4.400 ft DL @ Right 15.00 #/ft LL @ Right 26.00 #!ft End Lac 6.000 It Summary Beam Design OK Span-6.00ft,Beam Width=3.0001n x Depth-9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear' 1.5 2.2 k Allowable 3.5 k-ft Allowable 5.0 k Max.Positive Moment 2.83 k-ft at 2.808 ft Shear. @ LeV 2.01 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Rfgnt -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0,000 in fb 793.19 psi fv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.56 k Max 1.27 k Deflections Center Span... Dead Load Total Lad Left Cantilever... Da oa ----T-o--tal Loa Deflection -0.0251n -0.056 In Deflection 0.000 in 0.000 In .,.Location 2.928ft 2,928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1.275.38 Right Cantilever- Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In i i i Title: Job# Dsgnr: Date: 12:1410M, 10 MAY 11 Description Scope Rev.. 580004 ---- -- ------ User.KW-0803603,Ver5.8.%1-Oac-2W3 General Timber Beam Page 2 (c)1983.2003 ENERCALC Enpineerng Sc(bvare 11-162emcakuledone Description 10 Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 In3 Area 27.750 1n2 Cf 1.100 Rb 0.000 Cl 2012.319 IVa�Moment s -Req'd Allowable fb @ Center 2.88 k-ft 34.281n3 990.00 psi @ Left Support 0.00 k-ft 0.00 In3 990.00 psi @ Right Support 0.00 k-ft 0.00 In3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 1.81 k Area Required 12.187 in2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 in Max.Right Reaction 1.27 k Bearing Length Req'd 0 675 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope av, ssoo03- uW.xw-oso3603.Ver5.8.0,1-Deo-2003 General Timber Beam Page 1 (c)ls 20C3 ENERCALC Erglnserlrlp So-- 11-162.ocw.Calculatlons Description 11 General Information Section Name 5.126x22.5 Center Span 21.50ft .....Lu 0100 It Beam Width 5.125 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 22.500 In Rlght Cantilever ft .. ..Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pln Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/ft Left Cantilever DL #/it LL Wit Right Cantilever DL #/ft LL #lit Trapezoidal Loads #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Lac 1.200 ft DL @ Right 112.50 #!ft LL @ Right 187.60 #/ft End Lac 2.700 8 #2 DL @ Left 112.50 #/ft LL @ Left 187.50 #lit Start Lac 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Lac 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 Wft Start Lac 9.700 ft DL @ Right 112.50 #1ft LL @ Right 187.50 Wit End Lac 12.700 ft #4 DL @ Left 75.00 #/ft LL @ Left 125.00 #Ift Start Lac 14.700 It DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Lac 21,500 It LPoint Loads Dead Lo-7 2,094.0 s 113.0Ibs 113.0Ibs 113.0lbs 1 3.0 Ibs 143.0 I s 143mra 0ibs Live Load 3,158.0 Ibs 188.0 Ibs 188.0 Ibs 188.0 ibs 188.0 Ibs 238.0 Ibs 238.Olbs disiantae 1,200 It 7.700 It 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700 ft Summary �^ Beam Design OK Span=21.50ft,Beam Width=5.125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0.701 : 1 Maximum Moment 56.8 k-ft Maximum Shear* 1.5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 56.82 k-ft at 10.406 ft Shear: @ Left 14.65 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.285 in Max.M allow 81.02 Reactions... @ Right 0,000in fb 1,576.74 psi fV 109.13 psi Left DL 5.33 k Max 14.65k Fb 2,248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Loa Deflection -0.19D in -0.543 in Deflection 0.000 In 0.000 in ...Location 10.578 ft 10.664 It ...Length/Deft 0.0 0.0 ...Length/DeFl 1,355,6 474.98 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Titie; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: RoV 5WO04 Page 2 Uter.KW0803603,Ver5.8.0,1-Deo-2003 General Timber Beam (.0983.2003 ENERCALC Engineering Software 11-tti2.ewCaicu!etons Description 11 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 in3 Area 116.313 1n2 Cv 0,937 Rb 0.000 Cl ####.### Max Moment Sxx Req'd Allowable fb (�Center 56.82 k-ft 303.23 in3 2,248.48 psl @ Left Support 0.00 k-ft 0.00 in3 2,248.48 psi @ Right Support D.00 k-ft 0.00 In3 2,248.48 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 in2 62.435 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 in Max.Right Reaction 9.90 k Bearing Length Req'd 2.973 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: caerKW-0603803 A .ngmernp 9oa-20o3 General Timber Beam Page CLC E 1� ()1993.2003 ENEF� or C 0,1-Oe ftwe o f w.mo ll�fTTs�.'tF�t®,c�acv. 1•io2.acr.Ca:c:.4��.ty Description 12 General Information - Section Name 3.125xl2 Center Span 16.00 ft . ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000In Right Cantilever ft Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0psI Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksf Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth=12.in,Ends are Pin-Pin Max Stress Ratio 0,557 ; 1 Maximum Moment 9.6 k-ft Maximum Shear* 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 ft Shear. @ Left 2.40 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.307in Max.M allow 17.25 Reactions... @ Right 0.000 in fb 1,536.00 psi tv 84.48 psi Left DL 0.90 k Max 2.40k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Loa Deflection -0.205In -0.5461n Deflection 0.000 In 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0:000 In 0.000 In @ Center 0.307 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs - -- Bending Analysis Ck 20,711 Le 0.000 ft Sxx 75.000In3 Area 37.500 In2 Cv 1.000 Rb 0.000 Cl 2399.999 Max Moment Sxx Rea'd 6Ilowabia @ Center 9.60 k-ft 41.74 In3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psi 278.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1.f 82 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 In rS Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Row SWO04 --- User.KW0603e03.Vet 5,8.0,1-Dec-2003 General Timber Beam Page 1 (01983-2003 ENERCALC Enpineeing Software 1-f62.ocwCeiculollcns Description 13 General Information l y Section Name 4x10 Center Span 17,00 ft ... ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Douglas FIr-Larch,No.1 Fb Base Allow 1,360.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625,0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/It LL #/ft Summary Beam Design OK Span=17.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 : 1 Maximum Moment 4.3 k-ft Maximum Shear"1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear. @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0,343 in Max,M allow 7.75 Reactions... @ Right 0.000 In fb 1,042.25 psi fv 43.10 psi Left DL 0.38 k Max 1.02k Fb 1,863.00 psi Fv 195,50psi Right DL 0.38 k Max 1.02 k deflections 7SS��1 rr s.aaaaaw��l Center Span... Dead Load Jotal Load Left Cantilever... Dead Loadt I Load Deflection -0.229 in -0.611 in Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.343 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0,000 Ci 1020.000 Max Moment Sxx Req'd Allowable fb @ Center 4.33 k-ft 27.92 In3 1,863.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,863.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,863.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 In2 7.137 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.02 k Bearing Length Req'd 0.466 in Max.Right Reaction 1.02 k Bearing Length Req'd 0.466 in ,, .i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev. 680004 User.KW-0603603,Ver SAO.1-0oc-2003 Page 1 (c)1983-2003ENERCALCEnglneednQSoft"re General Timber Beam 11-1 62.acw Celculellons Description 14 General information Section Name 4x10 Center Span 6.00 ft . . . . .Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft . . ...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fib Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin FcAllow 625.0psi E 1,300.0 ksl Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #1ft Left Cantilever DL 0/ft LL #/ft Right Cantilever DL #/ft LL #Ift Summary Beam Design OK Span=6.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3,000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1,46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.026in Max.M allow 4.37 Reactions @ Right 0,000in tb 525.81 psi fv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Twal Load Deflection -0.017 in -0.047 In Deflection 0.000 In 0.000 In ...Location 3.000ft 3.000ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.026 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1457.999 Max Moment Sxx Ren'd Allowable fb @ Center 2.19 k-ft 24.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00€n3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 1.63 It Area Required 9.571 in2 9.571 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.46 k Bearing Length Req'd 0.667 in Max.Right Reaction 1.46 k Bearing Length Req'd 0.667 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Ran $80004 - U.1..KW-0803603,Ver s.8.0,I-Dec•2CO3 General Timber Beam Page 1 (c)1983-2003 F.NERCALC Engineering Soitworo t 62.unr.Cn1w adorns Description 15 Generallnformation Section Name 4x8 Center Span 3.00ft Lu 0,00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 7.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl lFull Length Uniform Loads Center DL 196.00 Wit LL 355.00 *ft Left Cantilever DL 0/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.213 ; 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max.Posftive Moment 0.62 k-ft at 1.500 ft Shear. @ Left 0.83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 2.91 Reactions... @ Right 0,000 in b 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi _ Right DL 0.29 k„_ . ..Max _ 0.83 k Deflections Center Span... Dead Load Total joad Left Cantilever... Dead Load Tots I Load Deflection -0.002 in -0.007 in Deflection 0.000 In 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 14,562.4 5,180.11 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.004 In ,.,Length/Defl O10 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -�� Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30.661 in3 Area 25.375 In2 Cf 1.300 Rb 0.000 Cl 826.500 x Moment Sxx Req'd Allowable`b @ Center 0.62 k-ft 6.54 In3 1,137,50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psl Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0.378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rer 500004 -- - - User.KW 0603603 Ver 5.0.0,1-Dec-2003 General Timber Beam Page 1 (c)t983 2003 ENEI�CALC Enginooring Software 1 16 .nc ,Cekulailc s Description 16• General Information Section Name Prllm:3.5x9.26 Center Span 8.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft .,.Lu 0 00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksl Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft. Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 80.00 #/ft LL @ Left 320.00 #/it Start Lac 0.000 ft DL @ Right 80.00 #/ft LL®Right 320.00 #/ft End Lac 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Lac 3.000 ft DL @ Right 70.00 Wt LL @ Right 280.00 Wit End Loa 8.500 ft Summary _ Beam Deslgn OK Span=8.50ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-ft Max Stress Ratio 0.562 ; 1 Maximum Moment 0.8 k-ft Maximum Shear" 1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative-Moment 0.00 k-ft at 0.000 ft @ Right 3.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.0571n Max.M allow 12.06 Reactions... @ Right 0.000 In fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load TotalLoad Left Cantilever... Dead Load Total Load Defection -0,038 in -0.191 in Deflection 0.000 in 0.000 in ...Location 4.250 ft 4.260 ft ...Length/Defl 0.0 0.0 ...LengthlDefl 2,668.7 533.75 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.0571n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in x :. I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Ray. 680004 — — -- User.K1N-0803603Var6,80."cc-2003 General Timber Beam Page 2 LC(c)103.2003 ENEACA Englneering Softwars 1'- 2,ecrCal:u'nt ays Description 16 Stress Calcs - Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.000 Rb 0.000 3257.903 Max Moment Sm Rea'd Allowable fb ®Center 6.77 k-ft 28.03 In3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support Q Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 1n2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 In Max.Right Reaction 3.16 k Bearing Length Req'd 1.389 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev. S8C004 -- User:"W-0603603.ver6.8.°•1-nec.2003 GeneraiTimberBeam Page 1 (c)'863-2003 ENERCALC Engineedn0 Software 11-162 ecwCal r aiinns Description 17 General Information Section Name 4x10 Center Span 10.00 ft ... .Lu 0.00 ft Beam Width 3.5g0 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft Lu 0.00 ft MemberTyps Sawn Douglas Fir-Larch,No.2 Fb Base Allow 876.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi � Full Length Uniform Loads Center DL 115.50 91ft LL 192.50 #Jft Left Cantilever DL #14 LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10,00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear*1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85 k-ft at 5.000 ft Shear. @ Left 1.54 k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.130 in Max,M allow 6.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 1,207,60 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections _ -- - -- - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.231 in Deflection 0.000 In 0.000 In ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 RlghtCantllever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.130 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Cales T Banding Analysis Ck 29,150 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1539.999 Max Moment Sxx Redd Allowable fb @ Center 3.85 k-ft 38.26 in3 1,207.50 psi @ Left Support 0.00 k-ft 0,00 In3 1,207.50 psl @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 In2 10.020 In2 Fv:Allowable 196.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Req'd 0.704 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev. 680004 - -- User:KW-0503603,Ver 5,8.0,1-Dec-2003 General Timber Beam Page 1 (c)1 983 2CO3 ENERCALC Enginoerinp Software 7-182.ecwCakulslione R ,a affnEasm�r quay srr�t Description 18 General Information Section Name 4x6 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft ... . .Lu 0,00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load our.Factor 1,150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psl E 1,300.0 ksi Full Length Uniform Loads Center DL 94.50 Wit LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5,00ft,Beam Width=3.500in x Depth-5.5in,Ends are Pin-Pin Max Stress Ratio 0.409 : 1 Maximum Moment 0.8 k-ft Maximum Shears'1.5 0.8 k Allowable 1.9 k-ft Allowable 3.8 It Max.Positive Moment 0.79 k-ft at 2.500 ft Shear: @ Left 0.63 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 0.63k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions... (�Right 0.000in fb 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections Center Span... Dead Load Total Load Loft Cantilever... mad Load w Tctal Load Deflection -0.021 In -0.066 in Deflection 0.000 In 0,000 In ...Location 2.500 ft 2.500 ft ...Length/Defl 0.0 0.0 ...LangthlDefl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.032 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 17.646 in3 Area 19.250 In2 Cf 1.300 Rb 0.000 Cl 630.000 Max Moment Sxx Read AVowable tb @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 1n2 3.983 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 In Max.Right Reaction 0.63 k Bearing Length Req'd 0.288 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: SWW4 - ---- War KW-0803603•Ver5.8,0,1-0ec-2003 General Timber Beam Page 1 (a)5483 2A03 ENERCALC Eng� ns�8 r'e _ 11-1� 61 96w.Calculallans Description 19 General Information Section Name 4x10 Center Span 4.00 ft .. . ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads - Center DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0•229 : 1 Maximum Moment 1.0 k-ft Maximum Shear*1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear. Left 1,00k Max.Negative Moment 0.00 k-ft at 0.000 ft ®Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 Reactions.., @ Right 0.000in fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1,00 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections - _---u- ---_ - � Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.010 In Deflection 0.000 in 0.000 In ...Location 2.000 ft 2.000 it ...Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.5"D.L.DO).,. Deflection 0.000 In 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Cales Bending Analysis Ck 31.260 Le 0.000•ft Sxx 49.911 in3 Area 32.375 in2 Cf 1,200 Rb 0.000 Cl 1000.000 Max Moment Sxx R 'd Allowable fb @ Center 1.00 k-ft 11.43 in3 1,050.00 psi @ Left Support .0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.435 in2 5.435 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0.457 In | . .` . � m - ." \ | / | / Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description: Scope: - Rov 580004 user.Kw-oso3803.veta8.0,1-Dec-2003 General Timber Beam Page 1 (0)1903.2003 ENERCALC Engineering Sonware 11-162.0cw.calculations Description 20 General information I Section Name 4xio Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu b.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 149.00#Ift LL 436.00 #Ift Left Qantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary - Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.268 : 1 Maximum Moment 1.2 k-ft Maximum Shear*1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17 k-ft at 2.000 ft Shear: @ Left 1.17 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.004in Max.M allow 4.37 Reactions... @ Right 0.000In fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1,050.0o psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections v Center Span... Dead Loa til Total Load Left Canever... Dead Load Total Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 In ...Location 2.000ft 2.000ft ...Length/Defl 0.0 0.0 ...Length/Defl 16,784.1 4,274,94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deffectlon 0.000 in 0.000 In @ Center 0.004 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Cales Bending Analysis Ck 31.260 Le 0.000 It Sxx 49.911 In3 Area •32.375 in2 Cf 1.200 Rb 0.000 CI 1170.000 Max Momen Sxx Req'd Allowable"u @ Center 1.17 k-ft 13.37 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 in Max.Right Reaction 1.17 k Bearing Length Req'd 0.535 in Title: Job# Dsgnr. Date: 12:1413M, 10 MAY 11 Description Scope: ev. 680004 user.KW.0603603.Vor 6.8.0,1-0ec-2003 -General Tim be r-Bea m (c)1983-2003 ENERCALC Engineerirg Software 11.162.ecw.CekuW 1cne Description 21 General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .. ..Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 675.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3,500in x Depth-9.251n,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear. @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft ®Center 0.0091n Max.M allow 4.37 Reactions... @ Right 0.000in ft; 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1.92 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections Center Span.., Wad Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 In -0.018 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 7,766.6 2,599.62 Right Cantllever... Camber(using 1.6"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.009 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment Sxx Redd Allowable m @ Center 1.92 k-ft 21.99 in3 1.060.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 pal Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10,458 in2 10.458 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 in � i .� 1 Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: Rov. 6800oa - - User KW0803003 Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (0)1983-2003 ENEF}CALC Engineering 9o'twere 11-162.acw:Calculallons Description Floor Joist Above(2)-Car Garage General Information Section Name 2-2x10 Center Span 17.50 ft ....Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft ,....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ,....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000,0PSI Load Our.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 13 50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear*1.5 0.8 k Allowable 4.5,k-ft Allowable 6.0 k Max.Positive Moment 2.56 k-ft at 8.750 ft Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber, @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.1271n Max.M allow 4.51 Reactions... @ Right 0.000in fb 719.43 psi fir 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span.., Dead Load Total gad Left Cantilever... Dead I-Pad To I Load Deflection -0.085 in -0.420 1n Deflection 0.000 In 0.000 In ...Location 8.760 ft 8.750 ft ...Length/Deft 0.0 0.0 .,.Length/Deft 2,479.6 499.61 Right Cantllever... Camber(using 1.5 D.L.DefI)... Deflection 0.000 In 0,000 in @ Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 CIF 1.100 Rb 0.000 Cl 586.250 Max Moment Sxx Reg'd Allowable fb @ Center 2.56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 1.265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.456 in2 4.455 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 In Title: Job# Dsgnr. Date: 12:15PM, 10 MAY 11 Description: Scope: Rev; 580004 _ User3-203ENE CALCEnglnDoJ3so General Timber Beam Page 1(c)1fl83.2003 ENERCALC Enpineerl Sorlwaro_ ,© +r.Ca c lai rns Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 1.5001n Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1,000 FvAllow 150.0ps1 Beam End Fixity Pin-Pin FcAllow 405.0 psi Repetitive Member E 1,300.0 ksl Full Length Uniform Loads Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary T Beam Design OK Span=12.50ft,Beam Width=1.500in x Depth-9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 : 1 Maximum Moment 1.3 k-ft Maximum Shear 1.5 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 ft Shear; @ Left 0.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.0861n Max.M allow 1.92 Reactions... @ Right 0.000 in fb 734.11 psi iv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Toal_Load Deflection -0.058 in -0.2B6 in Deflection 0.000 In 0.000 in .,.Location 6.250 ft 6.250 ft ...Length/Defi 0.0 0.0 ...Length/Defi 2,601.5 624.18 Right Cantilever... Camber(using 1.6 D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.086 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -- -- Banding Analysts ' Ck 31.718 Le 0,000 ft Sxx 21.391 In3 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 418,750 Max Momprit Sxx Read Ilo.,,ab{e fD @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 In3 1,075.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 In2 Fv:Allowable 150.00 psi 150.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in 4 CO)cn CA CD O O ? o0 61 ^T =0 q C3 N �. lL� Q -COD � Vl ^ D N c N �m a � � a T 0 Y a � I P'� N ` O d. am — 3 C O N � m o o Q o Cr 0 !, �v 2 o o CD rn y w m o b m C � � ro ° m ° ok � � o �' ° m � � w � n co 3 or v a o so rn a o r Q Q o m o x m -. - T DTI c fD �3 j: y 7 �N o' f0/1 '�C (D Z -n D m a 3 — cr c/�P .. cy = Q C a.NN N co a n m r 8 m in O Z r l�D N X G7 O y O X _ O r � p � CD rt y '� 7 n 0 O' m 0 G) O °, � a p�j '00 W o°a �' i y Q m �o 0 J -� Cn 0 r-' (n 1 c C _I • O N IaI M, @ O Z $ N 2 fD ',n — O.O-. N \ � N p� �On � � CD d o .0 m a N 4 (n C m < m N N zw ?'. °i y -'.ate why N � {D y pr O fD Z r 7 n OI N (hw �. � a fD O >v rn y Cl v : � _ $T �_ a ob Now_ CL a o Z O O; �+ C n M p C W co N CD O O O ID Cl Z N Q' N 0'1 O O O pmj w SDQ C 7 0 G) O rt 's Q .x CD y n; N 0 af O a CD N N a m 03 G) iR2m � 20 m m 0 N v r Rt S a a C7 �» s m inN o iao r g'> v j 0) m o�• _(P (P) s O r- m CD -0 n 0 0 0 N -n v 00 � D 0 rn Cl) z rn N A ry 0 '0 co Z �! m -u Co � c Cn rt `0 7 N -{ o 17 R m � b D z � 000 -n n0 �� L9 0 x� Q e � ? 0p am 0 o x cn D D D �"v D D w r �O ZIP � bo 00 of (ax fro- a z v e m (� aA o O aO R7 0- m c� rt CD 0 Da m o a z 0 O = �� -o 0 N (n titUl W ^� m N N 0) 01 cn N i i REED & ASSOCIATES, PS Civil&Structural Engineering 0311 212th St.SW,Edmonds,VVA 98020 '■ Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise, GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION,OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD= 10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f'c=2600 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP 1S 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 112"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"D.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED.. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, lw= 1.0 WIND EXPOSURE, B SEISiMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 Ss= 1.25 Site Class, D S1 =0.40 SEISMIC DESIGN CAT., D Sos=0.83 SEES. FORCE RES. SYS, A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 Ibs Cs= 0.13 SIMPLIFIED METHOD R=6.5 SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G B❑UNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (❑R ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO-WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN -BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN r2ROOF TRUSS CM❑N❑) PER PLAN r FRAMING PER PLANx LEDGER W/ 2x CONTINUOUS 3)-16d EA, STUD SOLID BLK'G W/ (3)-16d EA. STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL rl-"') LOW ROOF SHEAR TRANSFER, TYPICAL SCALE+ NTS SECTI❑N VIEW BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE CONN. 16d PER SW SCHEDULE BASE PLATE CONN. 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN RODE DIAPHRAGM TO INTERIOR SHEARWALL SCALE= NTS SECTION VIEW I SW, PER SCHED,—►- 16d BASE PLATE 901 PER SW, SCHED, NAILING PER SW. SCHED, EDGE NAILING F"LR, SHEATHING (3)-1001 @ JOIST PER PLAN & DIAPHRAGM 1 1 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"O,C, STAG'D @ 24"O,C, NOTES FOR FLOOR DIAPHRAGM NAILING_ SEE STRUCTURAL NOTES 3 SHEARWALL PARALLEL W/ELDER JOIST SCALE, NTS SECTION VIEW Y I I SW. PER SCHED.--N- 16d BASE PLATE 8d PER SW. SCHED, NAILING PER SW, SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLANA INTO JOIST 1� 12x JOIST SOLID BLK'G PER PLAN @ SHEARWALL NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r4- SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW i FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C' (3)-10d @ JOIST & DIAPHRAGM A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x JOIST PER PLAN SHEARWALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 5 SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW Vi R-10 It 15.@ THERMAL BREAK 2X STUDS 16"O!G (HEATED AREAS ONLY) 4"GONG. SLAB COMPACT F1LLlSAND XX10"A.B. PER PLAN EMBED T" a wl3"x3"x114"50R.f^iA5HERS } 6"MIN (1)#•4 BAR,CONT.5"FROM TOP #4 BAR HOOKED VERY' @ 46"OZ. AL16N ud FTG (1)#4 BAR CONT. � TYi'. 6" FDN Y`�ITH Sl.>�B TQ EXT. R-21 IN5UL• 2X6 STUDS 1 b"OIG 112"GY`15 FLOOR SHEATHING 4"GONG.SLAB GLUED& NAILED COMPACT JST.PER FLAN FIL4/5ANI) WO F E R PLAN R-30 EMBED 7 ue'53"x1/4" INSULATION SOR.YVASHERS Lu _ (1)#4 BAR,GONT.HORIZ.` ;'t ;' 6"6 MIL VAPOR 5"FROM TOP OF YYALL i I=III { BARRIER � #4 BAR HOOKED VERT.9146"O.G" (1)#4 BAR CONT. � TYP. 6" FDN HOUSE TO G�f�1�GE I R-21 IN5UL. 1/2"GWB FLOOR 5HEATHING 2*STUDS 16"OIG GLUED& NAILED 7116"055 SHEAR JOIST PER PLAN SIDING PER ELY. -► W41 P''.X10"A.B. PER PLAN R-30 EMBED 1"W/3"x3"x114" INSULATION 50R.(vA5HER5 FINAL GRADE (1)#4 BAR, GONT.P-ORIZ. l_._ -- _6" 5"FROM TOP O�WALL I -� + :: ,' 6 MIL z m VAPOR #4 BAR HOOKED YERT.@ 48"0.61� ' •"' = BARRIER (1)44 BAR CONT. 12"" c5 TYP. FOUNDATION TO EXTERIOR JOI5T5 PER PLAN BLOCKING AS REO. R-50 INSUL. FLOOR 5HEATHIN6 --] GLUED P. NAILED 8d R.S. 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Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: y74r, i BUILDING INSPECTION REPORT 04N(G Permit No. 12— bbAddress: ��] 1P2S ��`r'" Dr Contractor: Owner: _FnCbrt. Date: APPROVAL ® PARTIAL APPROVAL ® VIOLATION ffp CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before kid Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ®Drainage ® Insulation ® Other: ---• -- .. .=tit. t AW .VV r lb Duct . Ming Calculator (New Cori ruction) 7 2 -z, //.Z- House address or lot #: t7& z 5- 797`N IN67"o,N Conditioned Floor Area: Duct tester location: /i— Pressure tap location: Ring (if applicable): Open 1 2 3 At Rough-in (Total Leakage) Test Method & Test Calculated Standard' CFM25 Target Air Handler Present <_6 CFM25 per 100 sf of CFA .06 X CFA <_ _ CFM25 Air Handler not Present 5 4 CFM25 per 100 sf of CFA — .04 X CFA _<_ CFM25 Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) 5 8 CFM�5 per 100 sf of CFA — 08 X CFA 5 __ _ ___CFM25 Air Handler Present(Leakage to Exterior) 06 X CFA 5 CFM <_6 CFM25 per 100 sf of CFA - zs 1. Test results must comply with onL*of the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested CFM50 Calculated Test Result (( �2 CFMSO X 0.055) _ (3c'�'72CFA X 144))=SLA 0.00030 SLA it Z divided by 7136P�= SLA SLA Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area Guct Testing Code Language 503.10.3 Sealing:All ducts,air handlers,filter boxes, and building cavities used as ducts shall be sealed.Joints and seams shall comply with Section M1601.3 of the International Residential Code or Section 603.9 of the International Mechanical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent.When required by the building official,the test shall be conducted in the presence of department staff. Duct tightness shall be verified by either of the following: Post-construction test: Leakage to outdoors shall be less than or equal to 6 cfm per 100 square feet of conditioned floor area or a total leakage less than or equal to 8 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pascals) across the entire system, including the manufacturer's air handler enclosure.All register hnnts shall be taped or otherwise sealed during the test. Rough-in test:Total leakage shall be less than or equal to b cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pascals)across the roughed-in system, including [lie manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area. EXCEPTIONS: 1. Duct tightness test is not required if the air handler and all ducts are located within conditioned space. 2. Duct tightness test is not required if the furnace is a nondirect vent type combustion appliance installed in an unconditioned space. A maximum of six feet of connected ductwork in the unconditioned space is allowed. All additional supply and return ducts shall be within the conditioned space. Ducts outside the conditioned space shall be sealed with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 Air Leakage Testing Code Language 502.4.5 Building Air Leakage Testing:Building envelope air leakage control shall be considered acceptable when tested to have an air leakage less than 0.00030 Specific Leakage Area (SLA)when tested with a blower door at a press of 50 Pascals(0.2 inch w.g.).Testing shall occur at any time after rough in and after installation of penetrations of the building envelope,including penetrations for utilities,plumbing, electrical,ventilation, and combustion appliances and sealing thereof.When required by the building official,the test shall be conducted in the presence of department staff. The blower door test results shall be recorded on the certificate required in Section 105.4. EXCEPTIONS: 1.Additions less than 750 square feet. 2. Once visual inspection has confirmed the presence of a gasket(see Section 502.4),operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Specific Leakage Area(SLA)shall be calculated as follows: SLA = (CFM50 x 0.055)/(CFA x 144) Where: n flow at 50 Pascal pressure difference CFM50 = Blower door fa CFA = Conditioned Floor Area of the housing unit During testing: Exteriorwindows and doors,fireplace and stove doors shall be closed, but not sealed. Dampers shall be closed, but not sealed;including exhaust, intake, makeup air, back draft, and flue dampers; Interior doors connecting conditioned spaces shall be open; access hatches to conditioned crawl spaces and conditioned attics shall be open; doors connecting to unconditioned spaces shall be closed but not sealed; Exterior openings for continuous operation ventilation systems and heat recovery ventilators shall be closed and sealed; Heating and cooling system(s)shall be turned off; HVAC ducts supply and return registers shall not be sealed. Revised Plans for Magnolia Meadows Division II Fee Adjustment based on Valuation 17625 79t' DR — 20120011 Revised Plan 3072 with 785sf garage: 3072 X 103.92 = 319K 785 X 39.44 = 31K Total Valuation = $350K Permit = $3,067.60 Review = $1,993.94 Total = $5,061.54 Original Valuation on Plan 1883 with 439sf garage: Total Valuation = 211K Permit = $2,069.58 Review = $1,345.23 State Surcharge = $4.50 Total = $3,419.31 with plumbing and mechanical Balance owed = $5,061.54 - $3,419.31 = $1,642.23 i .i wlu lu d . Q� oN , u_ t-' cri v it. iU o LU w . to nc to , u: d; tow xYTV � ozO z� z.� OaL ua.H }v. mutes _ • - cvcv 7r z lu >,, JU u- -I � s � z �to10UT ztK tau +� tnp to � � 4U �Q o d" owe lu a, 3lu �- ' a �' '� w _ su1 o�S uQl � _ �m��. mp . F- a � v.�_ z � v �. Lu Luo 4 to ,� i �, Q o_ t= u ,y dvz w� v < tuma lug m �``� � w �r zY � h 9 ' o t��, to to 1�t1 (� i�-aa (� z o�i�i1i es {..,qy L _ f O p V ® 1Li "'t aY V O 4i. 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