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HomeMy WebLinkAboutBLD2011-00266 Remodel - BLD Permit / Conditions - 5/3/2011 (2) Inspection Line(360)427-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352 Mason County Bldg. III 426 W. Cedar P.O..Box 186 Shelton, WA 98584 RESIDENTIAL BUILDING PERMIT BLD2011-00266 OWNER: JILL HALVORSON RECEIVED: 4/11/2011 CONTRACTOR: LICENSE: EXP: ISSUED: 5/3/2011 SITE ADDRESS: 6151 E STATE ROUTE 106 UNION EXPIRES: 11/3/2011 PARCEL NUMBER: 322325081011 LEGAL DESCRIPTION: UNION HOOD CANAL LAND & IMP CO BLK 81, LOTS 7, 8 &W 20, OF 9, NLY OF R/W PROJECT DESCRIPTION: DIRECTIONS TO SITE: 50% OR LESS REMODEL OF EXISTING CABIN. ST RT 106 TO SITE ADDRESS ON THE LEFT SIDE General Information Construction&Occupancy Information Square Footage Information No.of Bedrooms: Type of Constr.: Type of Use: SF Insp.Area: No.of Bathrooms: Occ. Group: Lot Size: Deck: Type of Work: REM Fire Dist.: 6 No. of Stories: Occ. Load: Building: Valuation: Building Height: Occ. Status: Basement: Manufactured Home Information Setback Information Shoreline&Planning Information od Make: Length: Ft. Front: Ft. Shoreline: Ft. Water B y:SEPA?: Model: Width: Ft. Rear: Ft. Slope: Ft. Shoreline Desi Side 1: Ft. g" Year: Serial No.: Side 2: Ft. Comp. Plan Desig.: Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Plan Check Fee GMM 4/11/2011 $217.91 S 120110001 BLD Vio. Investigation Fee GMM 4/11/2011 $73.00 S 120110001 Building State Fee DLC 4/29/2011 $4.50 S12011000( Building Permit Fee DLC 4/29/2011 $335.25 S12011000i BLD Vio. Investigation Fee DLC 4/29/2011 $73.00 S 120110001 Total $703.66 BLD2011-00266 Please refer to the following pages for conditions of this permit. Page 1 of 5 CASE NOTES FOR BLD2011-00266 CONDITIONS FOR BLD2011-00266 1) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-80(� 47- he person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 2) Scope f.lProject This project is approved for the following list of work. Additional work that requires a building permit shall be approved prior to performing work. See current exemption list attached to the approved plans for a list of work that is exempt from permit. 1) Exposed existing cavities, re-wire as needed, insulate and finish walls. A separate permit from Washington State Labor and Industries for electrical work shall be required. See condition related to Washington State Energy Code for insulation other compliance requirements. 2) Replace all existing windows and doors. All doors and windows shall be the same size as the one replaced. In addition see condition related to replacement windows and Washington State Energy Code requirements. 3) Replace plumbing fixtures in the same location as the one replaced. 4) re-roof existing structure. The scope of approved work does not include framing for repair of structural members such as roof, walls, floors, new interior walls, decks or landings, new plumbing or mechanical fixtures, or fuel burning applicances. As noted above carefully review the list of exempt work. Work not exempt fr permit shall r ' e a permit and approval prior to installation. 3) proved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will n be granted. In/Addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building ;DL, nt rior o ny f �snPctions bPin�_nerformed or approvals granted. 4) ent is r o-n_ e assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28. BLD2011-00266 Please refer to the following pages for conditions of this permit. Page 2 of 5 51 The plan review check list and corrections are part of the approved plans and must remain thereto. it is the responsibility of the applicant to mane the corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or r oval of approved doc s wi suit in failure of required building inspections. X 6) AI eplac ent windows shall be installed per manufacturer's specifications and be flashed per IRC section R703.8. All installations shall meet requir ments for guards per R613 and safety glazing per R308.4. WSEC requires a U-factor of.30 or less in all heated spaces. Existing, non-conforming, egress window openings are not required to be enlarged, but it is highly recommended. Egress windows replaced in an existing opening shall be brought into compliance with current codes if a product is available for this application. Building plans/permit are required for windows in new, or relocated openings these installations must meet all current codes. �brged 7) ton State Energy Code Compliance has been approved as follows: e: Electric or other than electric, New/replaced windows and full-lite doors (Max U-Factor):0.35, No skylights, New/Replaced Doors (Type/Max U-Factor):0.20 or less (foam-core insulated), Wall insulation in existing 2x4 walls R-15, Wall insulation in existing 2x6 walls R-21, Ceiling Insulation R-38 or Vault Insulation R-38. X 8) A mi m of 50 percent of all luminaires shall be high efficacy luminaries unless lighting compliance was approved using the options available in WSEC Section 1520 or 1530. Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaries unless permanently installed outdoor luminaires are controlled by a motion sensor(s)with integral photocontrol photosensor or installed in or around swimming pools or water features. All fluorescent fixtures must be fitted with T-8 or smaller lamps (but not T-10 or T-12 lamps). e nce WSEC 505. X 19) D L DS- Roof coverings shall be designed and tested to withstand the maximum basic wind speed. The basic wind speed for Mason County is 85 10) REQ I MENTS FOR ROOF COVERINGS. Roof coverings shall be applied in accordance with the applicable provisions of the current code and the ufacturer's installati instructio X 11) All nst uction must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the Z Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in m revocation. BLD2011-00266 Please refer to the following pages for conditions of this permit. Page 3 of 5 12) The demolition and disposal of debris must meet the regulations of Mason County and Olympic Region Clean Air Agency(ORCAA). It is unlawful for any person to cause or allow the demolition (or majoF renovation) of any structure unless all asbestos containing materials have been identified and removed from the area to be demolished. Work shall not commence on an asbestos project or demolition project unless the owner or o erator ha obtained written approval from ORCCA.2490 B Limited Lane NW, Olympia WA 98502, 360.586.1044/800.422.5623 www.orcaa.org X 13) Pr ons for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your ppoj�ct. X 14) All changes to"appro �butilding plans that effect compliance with the international codes as amended and adopted, or any other Mason County or nce or re e reviewed and approved by Mason County prior to construction. X 15) C CTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance the i ernational s as a d adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building In s made prior to requesting additional inspections. X 16) All bu '' g permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to request a f5p44pspection or m oval will be documented in the legal property records on file with Mason County as being non-compliant with on C y ordin and building regulations. X 17) All perm expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit h eve ion fro a No more than one extension may be granted. X 18) ALL UR CE WATER AND POTENTIAL RUNOFF WILL BE CONTROLLED ON SITE AND SHALL NOT ADVERSLY AFFECT ANY ADJACENT P RTIES NOR INCREASE THE VELOCITY FLOW ENTERING OR ABUTTING TO ANY STATE OR COUNTY CULVERTING/DITCHING SYSTEM R R D AY. BLD2011-00266 Please refer to the following pages for conditions of this permit. Page 4 of 5 This permit becomes null and void if work or construction authorized is not commenced within 180 days, or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. Proof of continuation of work is by means of a progress inspection.The owner or the agent on the owners behalf, represents that the information provided is accurate and grants employees f Mason County access to the above described property and structure for revi wan inspections. OWNER OR AGENT: DATE: / CS7 BLD2011-00266 Please refer to the following pages for conditions of this permit. Page 5 of 5 o WNCRETE MECHANICAL MANUFACTURED HOME C .Footings I Setbacks Date BY Ribbons o Date By Gas Piping Die 8y Foundat on Walls Dale By Setup Date By INSULATION Date By BG 1 Slab Insulation Floors FINAL INSPECTION Date By Date By Date By FRAMING Walls G=eun,,- � FIRE DEPARTMENT Date L s By Date g ���L By(�ll I�Ly Date 8y PLUMBING Awe OTHER Groundwork Daw �/ By W Date By WALLBOARD NAILING n.w.v Date By Date �fL By C� y/ Y VllaterLine FINAL INSPECTION m Date By f Date By Date By m s Type of Insp. Pass/Fail Request Date Inspect. Date done By Comments CD En CD v v o- 0 A o ! \ ONCRETE MECHANICAL MANUFACTURED HOME D ' O ._. — Date By _m _ _ r l-� Footl`gs !Setbacks Gas Piping Ribbons O o Interior Date By interior-Date By Efate By 0 rQ N � ri Exteor Da+e By Exterior-Date B-Y...�.—._— Sot-up O Point Load/Isolated Footings INSULATION Date By Z BG 1 SLAB INSULATION -- L Date _ By Data By FIRE DEPARTMENT r Foundation Wails Floors Date By r Date By Data v B DECKS FRAMING Walls Ci S i✓ Date By Date - By Data By PROPANE TANKS PLUMBING vault Date By Date By OTHER Groundwork Attic Date Type- Date By D.W.v DRYWALL Type- Date By Ar.I ant.Brace Wall Da4e By, � (rf �fTM/ CD Dale By FINAL INSPECTIONT 0 N Water Line Fire Separation hi CD Date 1 Il By LAc- Date By Date By C `� _ 81 o Pass Or Request Inspect. c z Type of Insp. Fail Date Date Dane By Comments rn P J^4 fir Lp 11 t 6)-Y PJ Ile j v m tr on G! 4 L -,. O o' Ae�.) ( T Y2 5 .` r't c.J 4 r©<n--t_ U) a ge'A_ s t;-­_ S N 1 3 / 14,te�IA 3 / , f 7. C 4. d- �; �- �.a l Q ! 1�//S t.j 3, �; (1 a// y�,/P s •!� c : /.',J ,^ mot:, /sr. { e Cc S t?sC T .t✓1.,Gov-�-• a u r ce / .,c.( — dam. -}� 5 G.�� -r o�. �' �X c en c �. MASON COUNTY BUILDING III 426 W, CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location W 5`7 r' fir. k lU( This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been found: Items listed below must be corrected to gain compliance 1). P�I ,,d cC s Y v.r ✓� v./ 4 S Zb�i Z I t ZAA SZkI4 ; dx tts 4 ( � - l (1L " i J You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK ❑ Call for re-inspection when corrections are made before continuing ❑ please contact our office ❑ Make corrections, items will be checked on next inspection regarding possible structural ❑OK to damage incurred by recent "naturaUman made" This is not a complete inspection 11c"Gc, S � disasters.This Is NOTa W 11 0 CORRECTION NOTIC& Date 44 Department Inspector I A — . VJ N* VT , r1* 41,4 ' THImilb, TAvLqu Permit# MASON COUNTY BUILDING 111 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location, I �'� /o C; This structure has been inspected by Mason County Building Department � and the following VIOLATION of County Laws and Ordinances has been found: Items listed below must be corrected to gain complianc ►.`� G<. S i r j _ !it e� sa I You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK all for re-inspection when corrections are made before continuing ❑ Please contact our office Make corrections, items will be checked on next inspection regarding possible structural ❑ OK to damage incurred by recent "natural/man made" *This is not a complete inspection disasters.This is NOT Date Department CORRECTION NOTICE. Inspector L irJ ■ o* o NOT , r 1* 01 ' THImak TL' -* mv Permit# * j,, =- ' MASON COUNTY BUILDING III 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location -r L This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been found: Items listed below must be corrected to gain compliance rc-, CAI- ;,,, s Ll,n :�vu�ti► 4 f, -rt: A4, A V:el/ L%. wn -Ir►rG r �- 3J v-- 44-f c� —ft� b C•� 2 C't �1 ,'^ LA You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK Q Call for re-inspection when corrections are made before continuing ❑ please contact our office ❑ Make corrections, items will be checked on next inspection regarding possible structural ❑ OK to damage incurred by recent "natural/man made" ❑This is not a complete inspection disasters.This is NOTa CORRECTION NOTICE. Date � i`� I Department Inspector . v* NOT , '���1 �4 ' ' THUmb, T. ra ��. m4pss e- �D o� hl ra 1 - l — Mo i3-� Zo 0 lv\,Acs Ica I " - �3 Use L b 3X8 x G o rbe- �� t , • Roof Beam[2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: Debbera Coker, Mason County on: 08-18-2011 : 1:27:23 PM Project: - Location: Summary: 3.125 IN x 6.0 IN x 8.9 FT /24F-V4-Visually Graded Western Species- Dry Use Section Adequate By: 10.9% Controlling Factor: Moment of Inertia/Depth Required 5.8 In Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.37 IN = L/292 Total Load: TLD= 0.54 IN = L/200 Reactions(Each End): Live Load: LL-Rxn= 1168 LB Dead Load: DL-Rxn= 540 LB Total Load: TL-Rxn= 1709 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL= 0.84 IN Camber Reqd.: C= 0.25 IN Beam Data: Span: L= 8.9 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loadinq: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 4 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 8.9 FT Beam Uniform Live Load: wL= 263 PLF Beam Uniform Dead Load: wD_adj= 121 PLF Total Uniform Load: wT= 384 PLF Properties For: 24F-V4-Visually Graded Western Species Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticitv: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bendinq Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2749 PSI Adjustment Factors: Cd=1.15 CI=1.00 Fv': Fv'= 305 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3802 FT-LB 4.45 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1538 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 16.60 IN3 S= 18.75 IN3 Area (Shear): Areq= 7.57 IN2 A= 18.75 IN2 Moment of Inertia (Deflection): Ireq= 50.74 IN4 1= 56.25 IN4 Roof Rafted 2006 International Residential Code(05 NDS)1 Ver: 7.01.14 By: Debbera Coker, Mason County on: 08-18-2011 : 1:16:34 PM Protect: - Location: Summary: 1.5 IN x 9.25 IN x 18.5 FT(17+ 1.5)(a) 19.2 O.C. /#2- Douglas-Fir-Larch- Dry Use Section Adequate By: 12.1% Controlling Factor: Section Modulus/Depth Required 8.73 In Interior Span Deflections: Dead Load: DLD-Interior= 0.26 IN Live Load: LLD-Interior= 0.59 IN = L/384 Total Load: TLD-Interior= 0.85 IN = U267 Eave Deflections (Positive Deflections used for design): Dead Load: DLD-Eave= 0.00 IN Live Load: LLD-Eave= 0.01 IN =2L/7233 Total Load: TLD-Eave= 0.00 IN =2L/40249220 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 213 PLF 340 LB Upper Dead Load: 94 PLF 151 LB Upper Total Load: 307 PLF 491 LB Lower Live Load: 252 PLF 403 LB Lower Dead Load: 113 PLF 180 LB Lower Total Load: 364 PLF 583 LB Upper Equiv.Tributary Width: UTWeq= 9.43 FT Lower Equiv. Tributary Width: LTWeq= 11.25 FT Rafter Data: Interior Span: L= 17.0 FT Eave Span: L-Eave= 1.5 FT Rafter Spacing: Spacinq= 19.2 IN O.C. Rafter Pitch: RP= 6.0 : 12 Roof sheathinq applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Rafter Loads: Roof Live Load: LL= 25.0 PSF Roof Dead Load: DL= 10.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: L-adj= 19.01 FT Eave Span: L-Eave-adi= 1.68 FT Rafter Live Load: wL-adi= 32 PLF Rafter Dead Load: wD-adi= 14 PLF Rafter Total Load: wT-adj= 46 PLF Properties For:#2-Douglas-Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1309 PSI Adjustment Factors: Cd=1.15 CF=1.10 Cr=1.15 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 2081 FT-LB 9.503 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 408 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.07 IN3 S= 21.39 IN3 Area(Shear): Areq= 2.96 IN2 A= 13.88 IN2 Moment of Inertia (Deflection): Ireq= 66.68 IN4 1= 98.93 IN4 r Roof Rafter[2006 International Residential Code (05 NDS)1 Ver: 7.01.14 1 By: Debbera Coker, Mason County on: 08-18-2011 : 1:16:18 PM Protect: -Location: Summary: 1.5 IN x 9.25 IN x 18.5 FT(17+ 1.5)(ED 24 O.C. /#2- Douglas-Fir-Larch- Dry Use Section Inadequate By: 11.5% Controlling Factor: Section Modulus/Depth Required 9.77 In Interior Span Deflections: Dead Load: DLD-Interior= 0.33 IN Live Load: LLD-Interior= 0.74 IN = L/307 Total Load: TLD-Interior= 1.07 IN = U214 Eave Deflections(Positive Deflections used for design): Dead Load: DLD-Eave= 0.00 IN Live Load: LLD-Eave= 0.01 IN =2L/5786 Total Load: TLD-Eave= 0.00 IN =2L/40249220 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 213 PLF 425 LB Upper Dead Load: 94 PLF 189 LB Upper Total Load: 307 PLF 614 LB Lower Live Load: 252 PLF 503 LB Lower Dead Load: 113 PLF 225 LB Lower Total Load: 364 PLF 728 LB Upper Equiv.Tributary Width: UTWeq= 9.43 FT Lower Equiv.Tributary Width: LTWeq= 11.25 FT Rafter Data: Interior Span: L= 17.0 FT Eave Span: L-Eave= 1.5 FT Rafter Spacing: Spacinq= 24.0 IN O.C. Rafter Pitch: RP= 6.0 : 12 Roof sheathinq applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Rafter Loads: Roof Live Load: LL= 25.0 PSF Roof Dead Load: DL= 10.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: L-adi= 19.01 FT Eave Span: L-Eave-adi= 1.68 FT Rafter Live Load: wL-adi= 40 PLF Rafter Dead Load: wD-adj= 18 PLF Rafter Total Load: wT-adj= 58 PLF Properties For:#2- Douglas-Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticitv: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1309 PSI Adjustment Factors: Cd=1.15 CF=1.10 Cr=1.15 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 2601 FT-LB 9.503 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 510 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 23.85 IN3 FAILED S= 21.39 IN3 Area (Shear): Areq= 3.70 IN2 A= 13.88 IN2 Moment of Inertia (Deflection): Ireq= 83.34 IN4 1= 98.93 IN4 Roof Beam[2006 International Residential Code(05 NDS)1 Ver: 7.01.14 By: Debbera Coker, Mason County on: 08-18-2011 : 1:18:21 PM Protect: - Location: II Summary: (2) 1.5 IN x 7.25 IN x 8.9 FT /#2- Douglas-Fir-Larch-Dry Use Section Inadequate Bv:40.5% Controlling Factor: Section Modulus/Depth Required 8.59 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.24 IN = U439 Total Load: TLD= 0.36 IN = L/300 Reactions(Each End): Live Load: LL-Rxn= 1168 LB Dead Load: DL-Rxn= 543 LB Total Load: TL-Rxn= 1712 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.91 IN Beam Data: Span: L= 8.9 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Roof Loadinq: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 8.9 FT Beam Uniform Live Load: wL= 263 PLF Beam Uniform Dead Load: wD_adj= 122 PLF Total Uniform Load: wT= 385 PLF Properties For:#2- Douglas-Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1237 PSI Adjustment Factors: Cd=1.15 CI=1.00 CF=1.20 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3808 FT-LB 4.45 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1506 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Srea= 36.94 IN3 FAILED S= 26.28 IN3 Area(Shear): Areq= 10.91 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 57.18 IN4 1= 95.27 IN4 Roof Beamf 2006 International Residential Code(05 NDS)1 Ver: 7.01.14 By: Debbera Coker, Mason County on: 08-18-2011 : 1:19:41 PM Project: - Location: Summary: (3) 1.5 IN x 7.25 IN x 8.9 FT /#2-Douglas-Fir-Larch- Dry Use Section Adequate Bv: 22.2% Controllinq Factor: Section Modulus/Depth Required 6.56 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.16 IN = L/659 Total Load: TLD= 0.24 IN = L/447 Reactions (Each End): Live Load: LL-Rxn= 1168 LB Dead Load: DL-Rxn= 554 LB Total Load: TL-Rxn= 1722 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.61 IN Beam Data: Span: L= 8.9 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loadinq: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 7 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 8.9 FT Beam Uniform Live Load: wL= 263 PLF Beam Uniform Dead Load: wD_adi= 124 PLF Total Uniform Load: wT= 387 PLF Properties For:#2- Douglas-Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticitv: E= 1600000 PSI Adjusted Modulus of Elasticitv: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1426 PSI Adjustment Factors: Cd=1.15 CI=1.00 CF=1.20 Cr=1.15 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3831 FT-LB 4.45 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1515 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 32.25 IN3 S= 39.42 IN3 Area(Shear): Areq= 10.98 IN2 A= 32.63 IN2 Moment of Inertia (Deflection): Ireq= 57.53 IN4 1= 142.90 IN4 Roof Beam[2006 International Residential Code (05 NDS)1 Ver: 7.01.14 = By: Debbera Coker, Mason County on: 08-18-2011 : 1:20:33 PM Project: -Location: Summary: 5.5 IN x 9.25 IN x 13.5 FT /#1 - Douglas-Fir-Larch- Dry Use Section Adequate By: 13.7% Controlling Factor: Section Modulus/Depth Required 8.67 In Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.34 IN = L/479 Total Load: TLD= 0.50 IN = L/322 Reactions(Each End): Live Load: LL-Rxn= 1772 LB Dead Load: DL-Rxn= 867 LB Total Load: TL-Rxn= 2639 LB Bearing Length Required (Beam only,support capacity not checked): BL= 0.77 IN Beam Data: Span: L= 13.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loadinq: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 11 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 13.5 FT Beam Uniform Live Load: wL= 263 PLF Beam Uniform Dead Load: wD_adj= 128 PLF Total Uniform Load: wT= 391 PLF Properties For:#1- Douglas-Fir-Larch Bendinq Stress: Fb= 1350 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticitv: E= 1600000 PSI Adjusted Modulus of Elasticitv: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1550 PSI Adjustment Factors: Cd=1.15 CI=1.00 CF=1.00 Fv': Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 8906 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2375 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 68.96 IN3 S= 78.43 IN3 Area (Shear): Areq= 18.22 IN2 A= 50.88 IN2 Moment of Inertia(Deflection): Ireq= 202.85 IN4 1= 362.75 IN4 i Roof Raftcrf 2006 International Residential Code(05 NDS)1 Ver: 7.01.14 Protect: Location: By: Debbera Coker, Mason County on: 08-18-2011 :4:02:43 PM - Summary: 1.5 IN x 7.25 IN x 18.5 FT 07+ 1.5)(a) O.C. /#1 - Douglas-Fir-Larch- Dry Use Section Adequate By:21.5% Controlling Factor: Moment of Inertia/Depth Required 6.8 In Interior Span Deflections: Dead Load: DLD-Interior= 0.32 IN Live Load: LLD-Interior= 0.73 IN = L/315 Total Load: TLD-Interior= 1.04 IN = U219 Eave Deflections(Positive Deflections used for design): Dead Load: DLD-Eave= 0.00 IN Live Load: LLD-Eave= 0.01 IN =2L/5920 Total Load: TLD-Eave= 0.00 IN =2L/40249220 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 213 PLF 213 LB Upper Dead Load: 94 PLF 94 LB Upper Total Load: 307 PLF 307 LB Lower Live Load: 252 PLF 252 LB Lower Dead Load: 113 PLF 113 LB Lower Total Load: 364 PLF 364 LB Upper Equiv. Tributary Width: UTWeq= 9.43 FT Lower Equiv. Tributary Width: LTWeq= 11.25 FT Rafter Data: Interior Span: L= 17.0 FT Eave Span: L-Eave= 1.5 FT Rafter Spacing: Spacinq= 12.0 IN O.C. Rafter Pitch: RP= 6.0 : 12 Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Rafter Loads: Roof Live Load: LL= 25.0 PSF Roof Dead Load: DL= 10.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: L-adi= 19.01 FT Eave Span: L-Eave-adi= 1.68 FT Rafter Live Load: wL-adi= 20 PLF Rafter Dead Load: wD-adi= 9 PLF Rafter Total Load: wT-adj= 29 PLF Properties For:#1-Douglas-Fir-Larch Bendinq Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1587 PSI Adjustment Factors: Cd=1.15 CF=1.20 Cr=1.15 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1301 FT-LB 9.503 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 261 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.84 IN3 S= 13.14 IN3 Area(Shear): Areq= 1.89 IN2 A= 10.88 IN2 Moment of Inertia (Deflection): Ireq= 39.22 IN4 1= 47.63 IN4