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Home My WebLink AboutBuilding Permit #Exception - 171 PLEASANT STREET 5/1/2018 No�TM TOWN OF NORTH ANDOVER •` '•°� OFFICE OF BUILDING DEPARTMENT �•* . �r`• 1600 Osgood Street Building 20, Suite 2-36 North Andover, Massachusetts 01845 acwust Gerald A Brown ' Telephone(978)688-9545 Inspector of Buildings Fax (978)68&9542 HOMEOWNER LICENSE EXEMPTION Please p DATE: /6 JOB LOCATION: 1U 7—S Number Street Address HOMEOWNER Home Phone p work Phone PRESENT MAILING ADDRESS 7 3 [ L c� S f9— 'T— City Town State yip Code Tte current uempbm for"homeowners"was Wdendedto include owneroocupwd dwellings to two units or legs and to allow such homeowners to engage an individual for hire who does Bot Possess a license,provided that the Ow=acts as supervisor). State Building. Code Section 208.3.5.1) DEFINITION OF HOMEOWNER Person(s)who owns a parked of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family sb uctures. A person who constructs more that one home in a two-year Period shall not be considered a homeowner. The undersigned'"homeownet"assumes te$pansfility for compliances with the State Building Code and other Applicable codM byaaws,rules and regulations. The undue"homeowner"certifies that he'she understands the Town of North Andover Building Department minimum inspection procedures and requiremem and that he/she will comply with said procedures and HOMEOWNERS SIGMA n APPROVAL OF BUILDING OFFICIAL Revised M=5 Fam Homeowners E==ptkm i BOARD OF UPPEALS 688-9541 CON'ER V.MON 1538-953q HEALTH 09-9-540 PL.L\'ti ISG C uB_953 t Project: 171-173 Page Location:Collar Tie 1 Dave Gleason / Collar Tie1► Gleason Architects [2006 International Building Code(2005 NDS)] P.O.Box 596 t 1.�IN x 5.5 IN x 5.0 FT @ 24 O.C. Stratham,New Hampshire 03885 #1 -Spruce-Pine-Fir-Dry Use 1.5 x 5.5 Solid Sawn Lumber with minimum Ft=575 StruCalc Version 8.0.99.0 6/18/2009 11:20:42 AM Section Adequate By: 102.9% Controlling Factor:Moment DEFLECTIONS Center MATERIAL PROPERTIES Live Load 0.10 IN U616 Dead Load 0.03 in Base Values Ad'ust Total Load 0.13 IN U455 Bending Stress: Fb= 875 psi Fb'= 1422 psi Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U180 Cd=1.25 CF--1.30 RAFTER REACTIONS Shear Stress: Fv= 135 psi FV= 169 psi LOADS REACTIONS Cd=1.25 Lower Live Load @ B 300 plf 600 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Lower Dead Load @ B 106 plf 212 Ib Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi Lower Total Load @ B 406 plf 812 Ib Comp.-L to Grain: Fc--L= 425 psi Fc--L = 425 psi Collar Tie Tension 379 Ib Controlling Moment: -442 ft-lb RAFTER SUPPORT DATA 2.348 Ft from left support of span 2(Center Span) B Created by combining all dead loads and live loads on span(s)2 Bearing Length 1.27 in Controlling Shear: -278 Ib RAFTER DATA Interior At a distance d from right support of span 2(Center Span) Span Length 5 ft Created by combining all dead loads and live loads on span(s)2 Unbraced Length-Bottom 0 ft Comparisons with required sections: Read Provided Rafter Pitch 12 :12 Section Modulus: 3.73 in3 7.56 in3 Collar Tie Location 5.36 ft Area(Shear): 2.47 in2 6.15 in2 Roof Duration Factor 1.25 Moment of Inertia(deflection): 8.6 in4 20.8 in4 Peak Notch Depth 0.75 Moment: -442 ft-Ib 896 ft-Ib Base Notch Depth 0.00 Shear: -278 lb 692 Ib RAFTER LOADING COLLAR TIE DESIGN Uniform Floor Loading 1.5 x 5.5 Solid Sawn Lumber with minimum Ft=575 Roof Live Load: LL= 60 psf Base Values Ad' sed Roof Dead Load: DL= 15 psf Tension Parallel to Grain Ft= 575 psi Ft'= 1078 psi Slope Adjusted Spans And Loads Cd=1.25 Cf-0.00 Interior Span: L-adj= 7.07 ft Collar Tie Location 5.36 ft Eave Span: L-Eave-adj= 0 ft Collar Tie Tension 379 Ib Rafter Live Load: wL-adj= 60 plf Collar Tie Capacity 8895 Ib Eave Live Load: wL-Eave-adj= 60 plf Nailing Required @ Both Ends Rafter Dead Load: wD-adj= 21 plf 16d Common 3 Nails Rafter Total Load: wT-adj= 81 plf 16d Sinker 3 Nails Eave Total Load: wT-Eave-adj= 81 plf 16d Box 3 Nails LOADING DIAGRAM oft 6f 5.36 ft loft NOTES Project: 171-173 aeee Location:Roof Rafter 2 Dave Gleason / Roof Raft* �! Gleason Architects �,, <'Y P.O.Box 596 of [2006 International Building Code(2005 NDS)] Stratham,New Hampshire 03885 5.5`INx5.5INx9.0FT(4+5)@24 O.C. #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:3.9% StruCalc Version 8.0.99.0 6/18/2009 11:31:55 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Right Live Load -0.05 IN U894 0.68 IN U89 Dead Load -0.01 in 0.15 in Total Load -0.06 IN U760 0.82 IN U73 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 120 pif 240 Ib Upper Dead Load @ A -16 plf -32 Ib Upper Total Load @ A 104 plf 208 Ib Lower Live Load @ B 608 plf 1215 Ib Lower Dead Load @ B 143 pif 286 Ib4 ft -5ft Lower Total Load @ B 751 plf 1501 Ib RAFTER SUPPORT DATA A B RAFTER LOADING Uplift(1.5 F.S) -406.8199 Ib 0 Ib Uniform Floor Loading Bearing Length 0.06 in 0.44 in Roof Live Load: LL= 60 psf RAFTER DATA I tenor Eave Roof Dead Load: DL= 10 psf Span Length 4 ft 5 ft Slope Adjusted Spans And Loads Rafter Pitch 12 :12 Interior Span: L-adj= 5.66 ft Roof sheathing applied to top of joists-top of rafters fully braced. Eave Span: L-Eave-adj= 7.07 ft Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Rafter Live Load: wL-adj= 60 plf Roof Duration Factor 1.15 Eave Live Load: wL-Eave-adj= 60 pif Peak Notch Depth 0.00 Rafter Dead Load: wD-adj= 14 pif Base Notch Depth 0.00 Rafter Total Load: wT-adj= 74 plf MATERIAL PROPERTIES Eave Total Load: wT-Eave-adj= 74 pif #2-Douglas-Fir-Larch(North) Base Values Ad'usted Bending Stress: Fb= 725 psi Fb'= 834 psi Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: -1854 ft-Ib 4.002 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -504 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 26.68 03 27.73 in3 Area(Shear): 3.87 in2 30.25 in2 Moment of Inertia(deflection): 72.84 in4 76.26 in4 Moment: -1854 ft-Ib 1927 ft-Ib Shear. -504 lb 3943 lb NOTES Project: 171-173 page Dave Gleason / Location: Roof of Rafter 1 � Gleason Architects Roof P.O.Box 596 [2006 International Building Code(2005 NDS)] Stratham,New Hampshire 03885 3.51Nx7.25INx10.5FT(5+5.5)@24 O.C. #2-Spruce-Pine-Fir-Dry Use Section Adequate By: 15.3% StruCalc Version 8.0.100.0 6/22/2009 8:29:43 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Right Live Load -0.06 IN L1928 0.67 IN U98 Dead Load -0.02 in 0.21 in Total Load -0.08 IN Lf749 0.89 IN 1-/75 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 150 pff 300 Ib Upper Dead Load @ A -11 pff -22 Ib Upper Total Load @ A 139 pff 278 Ib Lower Live Load @ B 662 plf 1323 ib Lower Dead Load @ B 234 plf 468 Ib s ft — &S ft Lower Total Load @ B 895 pff 1791 Ib RAFTER SUPPORT DATA A B RAFTER LOADING Uplift(1.5 F.S) -385.2739 Ib 0 Ib Uniform Floor Loading Bearing Length 0.19 in 1.20 in Roof Live Load: LL= 60 psf RAFTER DATA Interior Eave Roof Dead Load: DL= 15 psf Span Length 5 ft 5.5 ft Slope Adjusted Spans And Loads Rafter Pitch 12 :12 Interior Span: L-adj= 7.07 ft Roof sheathing applied to top of joists-top of rafters fully braced. Eave Span: L-Eave-adj= 7.78 ft Roof Duration Factor 1.15 Rafter Live Load: wL-adj= 60 plf Peak Notch Depth 0.00 Eave Live Load: wL-Eave-adj= 60 pff Base Notch Depth 0.00 Rafter Dead Load: wD-adj= 21 plf MATERIAL PROPERTIES Rafter Total Load: WT-adj= 81 plf #2-Spruce-Pine-Fir Eave Total Load: WT-Eave-adj= 81 plf Base Values A 'us e Bending Stress: Fb= 875 psi Fb'= 1480 psi Cd=1.15 CI=0.98 CF=1.30 Cr-1.15 Shear Stress: Fv= 135 psi Fv'= 155 psi Cd=1.15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi Comp.--to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: -2457 ft-Ib Over left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -589 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 19.92 in3 30.66 in3 Area(Shear): 5.69 in2 25.38 in2 Moment of Inertia(deflection): 96.36 in4 111.15 in4 Moment: -2457 ft-Ib 3781 ft-Ib Shear: -589 lb 2626 lb NOTES