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Home My WebLink About2503 S Lincoln Street Address: 2503 S Lincoln Street PREPARED 12/05/16, 10:52:48 INSPECTION TICKET PAGE CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/05/16 ------------------------------------------------------------------------------------------------ ADDRESS . : 2503 S LINCOLN ST SUBDIV: CONTRACTOR ACE MICHAELS INC PHONE (360) 460-6172 OWNER KATHY S CARSEY/JANET J COLES PHONE (303) 416-0286 PARCEL 06-30-10-5-0-0940-0000- APPL NUMBER: 16-00001325 RES ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLFO 01 10/13/16 JLL BLDG FOUNDATION 10/13/16 AP October 13, 2016 10:37:01 Am jlierly. Mike 460-6172 October 13, 2016 4:54:05 PM jlierly. BL2 01 10/18/16 JLL BLDG FOUNDATION STEM WALL 10/19/16 AP October 18, 2016 8:52:15 AM jlierly. Mike 460-6172 October 19, 2016 12:09:24 PM jlierly. BEXS 01 10/28/16 JLL BLDG EXTERIOR SHEETING 10/28/16 AP October 28, 2016 12:29:33 PM jlierly. Mike Caudlill Oc tober 28, 2016 4:08:20 PM jlierly. BAIR 01 12/ 16 BLDG AIR SEAL December 5, 2016 10:23:04 AM jlierly. Mike 460-1325 BL3 01 12/05/16 BLDG FRAMING December 5, 2016 10:23:28 AM jlierly. ----------- ------- ------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00001325 Date 10/03/16 Application pin number . . . 916225 Property Address . . . . . . 2503 S LINCOLN ST ASSESSOR PARCEL NUMBER: 06-30-10-5-0-0940-0000- REPORT SALES TAX Application type description RES ADDITION on your state excise tax fofm Subdivision Name Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS7 RESDNTL SINGLE FAMILY Application valuation . . . . 14875 (Location Code 0502) Application desc new bedroom and 3/4 bath ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ KATHY S CARSEY/JANET J COLES ACE MICHAELS INC 2503 S LINCOLN ST 1329 W. 10TH ST. PORT ANGELES WA 983626303 PORT ANGELES WA 98363 (303) 416-028G (360) 460-6172 Other struct info . . . . . HARD SURFACE AREA ------ - - - - - - -------- ------ ------------ Permit BUILDING PERMIT -RESIDENTIAL Additional desc NEW BEDROOM AND 3/4 BATH Permit Fee . . . . 277.75 Plan Check Fee 180.54 Issue Date . . . . 10/03/16 Valuation . . . . 14875 Expiration Date 4/01/17 Qty Unit Charge Per Extension BASE FEE 95.75 13.00 14.0000 THOU BL-2001-25K (14 PER K) 182.00 ----- --------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . REMODEL MECH 2ND STORY Permit Fee . . . . 86.85 Plan Check Fee .00 Issue Date . . . . 10/03/16 Valuation . . . . 0 Expiration Date 4/01/17 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 7.25 2.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 29.60 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc Permit Fee . . . . -85.00 Plan Check Fee .00 Issue Date . . . . 10/03/16 Valuation . . . . 0 Expiration Date 4/01/17 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.0000 EA PL-PLUMBING TRAP 21.00 1.00 7.0000 EA PL-WATER LINE 7.00 1.00 7.0000 EA PL-DRAIN VENT PIPING 7.00 ---------------------------------------------------------------------------- Special Notes and Comments September 20, 2016 2:46:07 PM tamiot. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of constru�fior. V_ V_ Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspec tion Type Date Accepted By Comments FOUNDATION: �-ootings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow I Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ISkirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 16-00001325 Date 10/03/lG Application pin number . . . 916225 --------------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form ELECTRICAL PERMIT REQUIRED FOR ANY AND ALL ELECTRICAL WORK. September 22, 2016 2:38:19 PM pbarthol. to the City of Port Angeles Work will result in the addition of a second story bedroom/bathroom over existing structure. no land use (Location Code 0502) problems anticipated. Public Works Utility Engineering has no requirements for this plan review. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 449.60 449.60 .00 .00 Plan Check Total 180.54 180.54 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 634.64 634.64 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ISkirting PLANNING DEPT. Separate Permit#s SEPA: Parking I Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 WH A R C H I kJ' C T S 319 s.peabody, suite bi port angeles,wa 98362 3 60.452.6116 fax 3 60.452.7o64 Ptoiecta Prpject No. S.tjbfect, B -y: D�te: Sheet of ea--p vr, LINDBER(&NIrm ARCH 1 -UCT - S. 319 S.Peabody,Suite B.,Port Angeles, WA 98362 360.452.6116/fax 360.452,7064 Gonta0@,hndarqfr.co /www.Endarch.Gom Project: 4'- 49.6 Proiect No. Subject: ��By_: 4txv- Date- 10 0/00 -Sheet of SHEAR WALL SLMOAARY L —V --T/L— Sw V-F DOST HOLD-DOWN JA 14- --s43 5 M-or-004-0 Z'd w 6 4.15- -7 35-1v 3-7.3 4 -154 1 I/ALLOFrr/FHZNffNFONORMS/SBF.ARWAL SWEAR WALL$ S. MA~&FAIt M PIP. USE we SVATM-pe SIPE OF U&L NAIL ALL MXW WITH ad NAILS AT 6'or' MCILTS AT 3MIMMADSWAt MTrM2;&AVM ANCHM 4k, WALL S' FOR TO Do"At EACH 00 OF M IMLL,60 RWN2"Alt PLAN& b. MAX"11 G"-SID PLJI. SW9AIt WALL USE V2*SMATNS-M SM CP"L NAIL ALL MMS WITW Old NAILS Jh 6 At 4'Or- FOR FIRMINS USE DP NOJ, mol"m 4 TER ANCHM d% 9MT9 AT 24'or-RARRA spAcm AT TWE MMITIPMI" FM TIE DO"AT RAW M OF ne d",01 MtftN&OSM PLAN& 6. MAXM 0NEAR-M PLA USE VP SGATINM-M INIM OP"A- NAIL ALL COS VM Sd NAILS AT 31 Or- IM Ft�� T 9XFV ca To OLT;LA 1102111w, FM — DW DIASM ANCWM BOLTS AT 32'OZ MUMM WACM AT M Opp POWATION. MR TO W"AT EAW M 01"'M U" MDU 2 SEE FIRMINSAmem PLANS, 0 raw 1. MAXM*8AIt s MO MI.F. USE Y2'"ATM-ONE GIDE OF WALL NAIL ALL COO WIT4 10d NAILS AT 31 or_ NffogM&XIT� MVAME TE MMWLA p RMFWI 87MMMALFA M J= Wbe DWSMIt AHC�M MMTS AT 240 Or-MAXM WACM AT M POMATION. FM TO WM AT EAW MV OF M U41.1, all 0 S. WALL IN USE 1/2,SWEAMS-06 GIPE C AT2VZ'0aGTAGMM. FORFRAM04LUUMN02. D=UWTT0M G"WALL MAXM 61"9 680 W, F WALL. NAIL ALL MCIEG WITW 10d NAILS PLATES AFF9 WAUMM,MCLT TWIRCUC44 BMW PLATES UT14 ANCWCR DMTS. mrmb PROVIDE WV VIAMETIM MCNOR DOLTS AT 20'0C.M&VM SPACM N At M MWATION, FM TIE W"AT BAC14 DO OF TME WALL, 80 FRAMMOMAR PLANS. 7 GENE"REGAIDIMMERTS ALL SWEATING;EDONG WALL IME SACI=WITW PRMM SUED ACOMM 0RZrKj 11%XMICTIONG T=M AXW&- "ATMINS AM LCIM WALL"ANING;WALL IN 0"T14AT M"60 EDGE NALM PER GCAMILE 18 CCNTNU0A TINCUM4 KOCKM AND WALL PLATES. SPACE Od NAILS AT 21=A1.04 NMWWIATE FRAMM TW TIE 00"ARE FREMMED ON UPPER RjOOR WALLS, E D C"M44LL IBE MMTM TO TM UPPM AND LOWEIR WALL 8TUD6 Ale C4NNEGM BY TWREADED ROP AS PM I"IMPACTLIMS FRECOMMMATIONS, UFFER LEVEL 5�4r=AR WALL FLAN 9 ROOF FRAMING FLAN SCALls V4' I'-V 0 Jo WALL'A' IIJALL Won a il Y1, 111 ,.r Xw Q- f OF J1 -1 3�"r r k/7, tti -11�11 LOWER LEVEL SIIIIIIIIEAR WALL PLAN MAN SCALE,1/41-P-Q' 5�4r=AR WALL DETAIL POOLE STUDS A-4. 1 32 Ll kk A�o A5 Project: %qj". Charles D Smith Location: FLOOR 1 Multi-Loaded Multi-Span Beam [20-12 International Building Code(2012 NDS)] (4) 1.5 IN x 7.25 IN x 10.0 FT #2-Doug las-Fir-La rch-Dry Use StruCalc Version 9.0.2,5 8/23/2016 6:30:39 AM Section Adequate By:4.1% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 INL/817 Dead Load 0.10 in Total Load 0.24 IN L/491 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 453 lb 1610 lb Dead Load 326 lb 1032 lb Total Load 779 lb 2642 lb Bearing Length 0.21 in 0.70 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft 10ft- Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Doug las-Fi r-Larch Base Values Ad6usted Uniform Dead Load 0 plf Beam Self Weight 9 plf Bending Stress: Fb 900 psi Fb'= 1242 psi Total Uniform Load 9 plf Cd=1.00 CF=1.20 Cr--1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 956 lb Comp.-L to Grain: Fc- 625 psi Fc--L'= 625 psi Dead Load 598 lb Location 7 ft -Controlling Moment: 5224 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.0 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 369 plf Controlling Shear: -2642 lb Left Dead Load 222 plf At right support of span 2(Center Span) Right Live Load 369 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 222 plf Load Start 7 ft Comparisons with required sections: Regl'd Provided Load End 10 ft Section Modulus: 50.47 in3 52.56 in3 Load Length 3 ft Area(Shear): 22.02 in2 43.5 in2 Moment of Inertia(deflection): 93.05 in4 190,54 in4 Moment: 5224 ft-lb 5440 ft-lb Shear: -2642 lb 52201b NOTES Pro�ect: Charles D Smith Location: FLOOR 2 Multi-Loaded Multi-Span Beam [2042 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 9.0 FT #2-Doug las-Fir-La rch-Dry Use StruCalc Version 9.0.2.5 8/23/2016 6:47:50 AM Section Adequate By: 18.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1454 Dead Load 0.07 in Total Load 0.14 IN L/747 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Q Live Load 1151 lb 1025 lb Dead Load 1092 lb 1010 lb Total Load 2243 lb 2035 lb Bearing Length 0.65 in 0.59 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Doug las-Fir-Larch Uniform Live Load 200 plf Base Values Adiusted Uniform Dead Load 195 plf Bending Stress: Fb= 875 psi Fb'= 874 psi Beam Self Weight 11 plf Cd=1.00 C/=1.00 CF=1.00 Total Uniform Load 406 plf Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 376 lb Qomp.-L to Grain: Fe- 625 psi Fc-J- = 625 psi Dead Load 246 lb Location 3 ft Controlling Moment: 5100 ft-lb 3.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 -Controlling Shear: 2243 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req�d Provided Section Modulus: 70 in3 82.73 in3 Area(Shear): 19.79 in2 52.25 in2 Moment of Inertia(deflection): 126.33 in4 392.96 in4 Moment: 5100 ft-lb 6027 ft-lb Shear: 2243 lb 5922 lb NOTES Charles D Smith Project: Location: FOOTING 1 Footing [2012 International Building Codel:2012 NDS)] Footing Size:2.0 FT x 2.0 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. EM (3)min. StruCalc ersion 9.0.2.5 8/23/2016 6:50:15 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure. Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1170 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 3.47 sf Area Provided: A 4.00 sf 12 in Bqseplate Bearing: Bearing Required: Bear= 6664 lb Allowable Bearing: Bear-A 99450 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 1041 lb Allowable Beam Shear: VC1 = 14850 lb Punching Shear Calculations(Two Way Shear): ---2 ft Critical Perimeter: Bo 57 in Punching Shear: Vu2= 4314 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 2622 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 2057 lb Controlling Allowable Punching Shear: vc2 70538 lb Total Load: PT= 4679 lb Bending Calculations: Ultimate Factored Load: Pu= 6664 lb Factored Moment: Mu 19991 in-lb Weight to resist uplift w/1.5 F.S.: U.R. 387 lb Nominal Moment Strength: Mn 169965 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a 0.46 in Steel Required Based on Moment: As(l)= 0.07 in2 Min.Code Req'd Reinf.Shrink..fTemp. (ACI-10.5.4): As(2)= 0.58 in2 Controlling Reinforcing Steel: As-reqd 0.58 in2 Selected Reinforcement: #4's @ 8.0 in.o.c. e/w(3)Min. Reinforcement Area Provided: As= 0,59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES CO VERFY ROOF ,I'OVER14AM TO MATC44 EXISTNG T7CANTILEVER NEW TRISSES 4'-0' 4 CALE:1/4' P-O' E SA-E:1/4"- 1'-0' ul KAILika LLI 2X4 VEFZr. OUTLOOKERS Z AT 24'OiC. VERFY ROOF F MCR14AW-To �W EXIS�TNG Project: 4,� Charles D Smith Location: ROOF I Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0,2.5 8/9/2016 10:52:12 AM Section Adequate By:47.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/11378 Dead Load 0.03 in Total Load 0.08 IN L/848 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 956 lb 956 lb Dead Load 598 lb 598 lb Total Load 1554 lb 1554 lb Bearing Length 0.71 in 0.71 in BEAM DATA Span Length 6 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADIII G #2-Doug las-Fir-Larch Side One: Base Values Adiusted Roof Live Load: LL 25 psf Bending Stress: Fb= 900 psi Fb' 1341 psi Roof Dead Load: DL 15 psf Cd=1.15 C/=1.00 CF=1�30 Tributary Width: TW 4 ft Shear Stress: Fv= 180 psi Fv' 207 psi Side Two: Cd=1.15 Roof Live Load: LL 25 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psf Qomp.-L to Grain: Fe- 625 psi Fc- 625 psi Tributary Width: TW 8.8 ft Controlling Moment: 2332 ft-lb Wall Load: WALL 0 plf 3.0 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTH$AND LOADS -Controlling Shear: -1554 lb Adjusted Beam Length: Ladj= 6 ft At support. Beam Self Weight: BSW 6 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 319 plf Beam Uniform Dead Load: wD_adj 199 plf Comparisons with required sections: Req`d Provided Total Uniform Load: WT 518 plf Section Modulus: 20.86 in3 30.66 in3 Area(Shear): 11.26 in2 25.38 in2 Moment of Inertia(deflection): 23.6 in4 111.15 in4 Moment: 2332 ft-lb 3428 ft-lb Shear: -1554 lb 3502 lb NOTES Project: Charles D Smith Location: ROOF 2 Roof Beam (2012 International Building Code(2012 NDS)] (2) 1.5 IN x 5.5 IN x 5.0 FT #2- Doug las-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 10:52:41 AM Section Adequate By: 335.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3787 Dead Load 0.01 in Total Load O�03 IN L/2287 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 188 lb 188 lb Dead Load 123 lb 123 lb Total Load 311 lb 311 lb Bearing Length 0.17 in 0.17 in BEAM DATA Span Length 5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft 5 ft 77-1 Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING #2-Doug las-Fir-La rch Side One: Base Values Ad6usted Roof Live Load: ILL 25 psf Bending Stress: Fb= 900 psi Fb' 1341 psi Roof Dead Load: DIL 15 psf Cd=1.15 C/=1.00 CF=1.30 Tributary Width: TW 1 ft Shear Stress: Fv= 180 psi Fv'= 207 psi Side Two: Cd=1.15 Roof Live Load: LL 25 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psf Comp.-L to Grain: Fc- 625 psi Fc--L'= 625 psi Tributary Width: TW 2 ft Controlling Moment: 388 ft-lb Wall Load: WALL= 0 plf 2.5 ft from left support Created by combining all dead and live loads. SLOPEIPITCH ADJUSTED LENGTHS AND LOADS 'Controlling Shear: 310 lb Adjusted Beam Length: Ladj= 5 ft At support. Beam Self Weight: BSW 4 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 75 plf Beam Uniform Dead Load: wD_adj 49 plf Comparisons with required sections: ReQ'd Provided Total Uniform Load: WT 124 plf Section Modulus: 3.47 in3 15.13 in3 Area(Shear): 2.25 02 16.5 in2 Moment of Inertia(deflection): 3.27 in4 41.59 in4 Moment: 388 ft-lb 1691 ft-lb Shear: 310 lb 2277 lb NOTES Protect: _..--._-,"0Cha,Ies D Smith Location: ROOF 3 Ro6f Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 6.0 FT #2- Doug las-Fi r-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 10:53:18 AM Section Adequate By:0.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/713 Dead Load 0.06 in Total Load 0.16 INL/439 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 806 lb 806 lb Dead Load 503 lb 503 lb Total Load 1309 lb 1309 lb Bearing Length 0.60 in 0.60 in BEAM DATA Span Length 6 ft .......... Unbraced Length-Top 2 ft -6ft Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1,11 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Base Values Admusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 900 psi Fb' 1342 psi Roof Dead Load: DL= 15 psf Cd=1.15 C1=1.00 CF=1.30 Tributary Width: TW 2 ft SAear Stress: Fv= 180 psi Fv' 207 psi Side Two: Cd=1.15 Roof Live Load: ILL 25 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psf Gomp.-L to Grain: Fc- 625 psi Fc- 625 psi Tributary Width: TW 8.8 ft Controlling Moment: 1964 ft-lb Wall Load: WALL 0 plf 3.0 ft from left support Created by combining all dead and live loads. SLOPE/PITCHADJUSTED LENGTHS AND LOADS 'Controlling Shear: -1309 lb Adjusted Beam Length: Ladj= 6 ft At support. Beam Self Weight: BSW 4 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 269 plf Beam Uniform Dead Load: wD_adj 168 plf Comparisons with required sections: ReaJ Provided Total Uniform Load: WT 436 plf Section Modulus: 17.55 in3 17.65 in3 Area(Shear): 9.49 in2 19.25 02 Moment of Inertia(deflection): 19.88 in4 48.53 04 Moment: 1964 ft-lb 1974 ft-lb Shear: -1309 lb 2657 lb NOTES Project: 1,Ch,rles D Smith Location: ROOF 4 Roof Beam [202 International Building Code(2012 NDS)] (2 ) 1.5 IN x 3.5 IN x 5.0 FT #2-Doug las-Fir-La rch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 10:53:52 AM Section Adequate By: 105.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/976 Dead Load 0.04 in Total Load 0.10 INL/595 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 188 lb 188 ib Dead Load 120 lb 120 lb Total Load 308 lb 308 lb Bearing Length 0.16 in 0.16 in BEAM DATA Span Length 5 ft Unbraced Length-Top 2 ft -5 ft Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Doug las-Fi r-La rch Base Values Admusted Roof Live Load: LL 25 psf Bending Stress: Fb= 900 psi Fb' 1549 psi Roof Dead Load: DL 15 psf Cd=1.15 C1=1.00 CF=la 50 Tributary Width: TW 1 ft Slie-ar Stress: Fv= 180 psi Fv'= 207 psi Side Two: Cd=1.15 Roof Live Load: LL 25 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psf C,omp.-L to Grain: Fc- 625 psi Fc- 625 psi Tributary Width: TW 2 ft Controlling Moment: 384 ft-lb Wall Load: WALL 0 2.5 ft from left support plf Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: 307 lb Adjusted Beam Length: Ladj 5 ft At support. Beam Self Weight: BSW 2 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 75 plf Beam Uniform Dead Load: wD_adj 48 plf Comparisons with required sections: Re(:Cd Provided Total Uniform Load: wT 123 plf Section Modulus: 2.98 in3 6.13 in3 Area(Shear): 2.23 in2 10.5 in2 Moment of Inertia(deflection): 3.24 in4 10.72 in4 Moment: 384 ft-lb 791 ft-lb Shear: 307 lb 1449 lb NOTES