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Home My WebLink About521 S Francis St Technical - BuildingTECHNICAL Permit 0 q 5 7 Address 52.1 S FvAmc;s S+ Project description 331 At+-6L& P neu\aw e Date the permit was finaled b --5 -09 Number of technical pages LINDBE AR CHIk CT S 319 s. peabody, suite b, port angeles, wa 98362 360.452.6116 fax 360.452.7064 Project: 614)272. Subject WreirAL-5 Date: AVE., 1 2Cer1 Project No. By 4.4% Sheet of RIF 1:%Lizr )ALLI INJ l.06 criA par (A eattYvr aNitsivrs 6.,taioplivc, .v)(f7 )0c) mi21-1 L.? gensrmc 172 LINDBER TH A R C H I C T S 319 S. Peabody Suite B. Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contactnalindarch.com www.lindarch.com Project: 0L11,' Pd Subject: LAMM Date 244 1001 SHEAR WALL SUMMARY W I L C H I V 14110 I/ ALLOFIT/FIRMINFO/FORMS /SHEARWAL Project No By Sheet 2 of V/L I SW I VH- WL /2 VtI 9 3$'1 I wi I��► 1s7 POST HOLD DOWN I ►6- S; 3 SLAB PEER OVER rAL BABE 6" THICK STEM WALL ROA OARS. AT 4'-0' 0 AND 24' OTC RIZ NO (21 HORIL OARS U 1H (2 i h';,4 EA L W-O' L 3' -2' 3•4' L S' -3' 14 PLYWOOD OR 0.5.8. SI -EAR WALLS 5 M4XMUM WEAR 560 PUP USE IR' BHEATNG ONE SIDE CF WALL. NLAL ALL EDGES UM lOd NAILS AT 3' O. FOR M USE 3X PP NO2. DOUOLE OOR MATES ATES AIR: IREC U11R°D, OOLTTF I4 BON PLATES UATH ANCHOR DCVO. PROVIDE 5/5' PIAhETER ANCHOR 501.76 AT 24' 0.C. FW 1 M Orman AT TIE OWATI014 FOR TIE DOW45 AT EACH ED OP TIE WALL; S AI1S 4NE,AR K AN& FOUNDATION S! -TEAR WALL PLAN GENERAL Au. SWATHS EDGES S ALL DE S14O P UN Kota S P A000) TO SHEAR WALL SCIED(LE OR 2' NOMIWL CLOCKING, CONECTIONS OEMUE84 RoCF BEATING AND WILL SWEATING CR BETWEEN UPPER WALL SNEATHNG AND LOWER WALL WEANING 13144L. DE 8UC14 THAT RECLINED EDGE NA1LNG PER BCIEDILE 16 COMM THROUGH OLOOCNG AND MALI: PLATES. SPACE IAd NAILS AT II' 0.0. ALCM INTERMEDIATE FRAMU46 MEI'CER9 TWIG TIE DOWNS ARE RECUIPED al UPPER FLOOR WALLS, THE TIE P 11N5 SHALL DE BOLTED -TO THE UPPER AND LOWER WALL STUDS AND REPOFF@D ED ST RO THREADED D AS PER h�iPACTUIRER'S CONCRETE PAD 5' X 3 PROVIDE NEW 4° THICK CCNORETE DRIVE TO crrY APPROVED CURD CUT SCALE+ V4' I'-0' fi NO MOW UALL REQUIRED WALT: W SEAR WALL AMER 5 ME ROOF 81 AI AT Ed81/43 GARAGE NEW MEM TO RE E>dBTRI<srVVERPt' L WEST ELEVATION EXISTING RESIDENCE PROvIDE I AT AT R OOF iv BLO PdW TO'FRO** ONER AT CT CMCKET UATI4 CUT MID ERIOVE BUSTING WALL AND STEM 11,1411 IOU POOR MD HEADER EXISTING GARAGE FIE: FLOOR PLAN ROOF FRAMING I I I I 1 II I ImdaT r. II I°E' 14 L 3'-O' L I I I5'47* CONSTRUCTION L C TAO* P OSED r RAGE Tor cw sio- -DOOR G? 3 5 H fN'IEPl.4C PROVIDE 0O E NEW 2 5-0' MAI DOOR f PS AT E TRI 6 TO TOP PLATE CON$CTION 244 011LOC AT 24' OZ. PROVIDE MEW 4' THICK CONCRETE DRIVE TO CIiT APPROVED CRS CUT SCAI.E1 V4' r-o' 1 MIDI EEXISTE43 1 ,4 E= GUTTER AND DOIISPCUTS TIE INTO EXITING STORM WATER I 11 I f OT MAT 14 EARNS I 1I 1 6' THICK CCNCREIE SEEM WALL WTH NOA OARS AT 4'= O' OZ. VEST. AND 24'Oa NORM MIi (2) NORM 5483 GTi DEW 111114 (2) NOEL DARE SCALE, V4' ?-O' A. PLYWOOD OR O.S.B, SHEAR WALLS 1 MAXIMUM SHEAR 250 P L.F USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6" 0 C. FOR FRAMING, USE DF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 32" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 2. MAXIMUM SHEAR 315 P L.F USE W SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 5" 0 C FOR FRAMING, USE DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT 32" O C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 3 MAXIMUM SHEAR 375 P.L.F USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT4" 0 C. FOR FRAMING, USE 3X DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT 24" 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 4 MAXIMUM SHEAR 490 P.L.F USE SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 3" O.0 FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 32' 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS_ 5. MAXIMUM SHEAR 560 P.L.F USE W SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 10d NAILS AT 3" O C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 24° 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 6. MAXIMUM SHEAR 685 P LF USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2 1/2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20' 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 7 MAXIMUM SHEAR 770 P.L.F USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH. ANCHOR BOLTS. PROVIDE 518" DIAMETER ANCHOR BOLTS AT 18' 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS 8. MAXIMUM SHEAR 870 P.L.F USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3 1/2" 0 C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4' DIAMETER ANCHOR BOLTS AT 20" 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 9 MAXIMUM SHEAR 980 P.L.F USE W SHEATING —BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" 0 C FOR FRAMING, USE 3X OF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 18" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 10 MAXIMUM SHEAR 1,200 P.L.F USE W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 14" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 11 MAXIMUM SHEAR 1,540 P.L.F USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2 ".O C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS 12. MAXIMUM SHEAR 1 740 P L.F USE 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" 0 C. STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. Roof Beam( 2000 International Building Code (97 NDS) 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 08 -16 -2007 06.5914 AM Project: OLIVER Location. ROOF 1 Summary 3.5 IN x 7.25 IN x 9.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 163.2% Controlling Factor Section Modulus Depth Required 4 47 In Deflections. Dead Load: DLD= 0.04 IN Live Load. LLD= 0 06 IN U1735 Total Load: TLD= 0 11 IN L/1012 Reactions (Each End) Live Load: LL -Rxn= 338 LB Dead Load: DL -Rxn= 241 LB Total Load: TL -Rxn= 579 LB Bearing Length Required (Beam only support capacity not checked) BL= 0.26 IN Beam Data. Span. L= 9 0 FT Maximum Unbraced Span. Lu= 2.0 FT Pitch Of Roof RP= 4 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One. DL1= 15 0 PSF Tributary Width -Side One. TW1= 2.0 FT Roof Live Load -Side Two LL2= 25.0 PSF Roof Dead Load -Side Two DL2= 15.0 PSF Tributary Width -Side Two TW2= 1 0 FT Roof Duration Factor Cd= 1 15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length. Ladi= 9 0 FT Beam Uniform Live Load: wL= 75 PLF Beam Uniform Dead Load: wD_adi= 54 PLF Total Uniform Load. wT= 129 PLF Properties For #2 Douglas Fir -Larch Bending Stress. Fb= 900 PSI Shear Stress Fv= 95 PSI Modulus of Elasticity E= 1600000 PSI Stress Perpendicular to Grain. Fc_perp= 625 PSI Adjusted Properties Fb' (Tension) Fb'= 1342- PSI Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.30 Fv' Fv'= 109 PSI Adjustment Factors: Cd =1 15 Design Requirements. Controlling Moment: M= 1302 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 509 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= 11 65 N3 S= 30 66 N3 Area (Shear) Areq= 6.99 N2 A= 25.38 N2 Moment of Inertia (Deflection) Ireq= 19 77 N4 I= 111 15 N4 Roof Beam( 2000 International Building Code (97 NDS) Ver 6.00 7 By Charles Smith Lindberg Smith on. 08 -16 -2007 06.5946 AM Project: OLIVER Location: ROOF 2 Summary 3 5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 950.5% Controlling Factor Area Depth Required 1 48 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each. End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span: L= Maximum Unbraced Span. Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading: Roof Live Load -Side One LL1= Roof Dead Load -Side One DL1= Tributary Width -Side One TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two' TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length. Ladj= Beam Uniform Live Load. wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For' #2 Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb (Tension) Fb'= Adjustment Factors. Cd =1 15 CI =1 00 Cf=1.30 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements: Controlling Moment: M= 1.5 ft from left support Critical moment created by combining all dead and live loads Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0 00 IN 0 00 IN U20452 0 00 IN U12067 113 LB 78 LB 191 LB 0 09 IN 3 0 FT 2.0 FT 4 12 240 180 25.0 PSF 15 0 PSF 2.0 FT 25 0 PSF 15 0 PSF 10 FT 1 15 5 PLF 3 0 FT 75 PLF 52 PLF 127 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1343 PSI 109 PSI 143 FT -LB 133 LB 1.28 17 65 1.83 19.25 0 72 48 53 N3 N3 N2 N2 N4 N4 Roof Beamf 2000 International Building Code (97 NDS)1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 08 -16 -2007 07 AM Project: OLIVER Location. ROOF 3 Summary 3.5 IN x 5.5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 170 1% Controlling Factor Area Depth Required 2.92 In Deflections Dead Load. DLD= Live Load LLD= Total Load: TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load- DL -Rxn= Total Load- TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span. L= Maximum Unbraced Span: Lu= Pitch Of Roof- RP= Live Load Deflect. Criteria. U Total Load Deflect. Criteria. L/ Roof Loading Roof Live Load -Side One: LL1= Roof Dead Load -Side One DL1= Tributary Width -Side One: TW Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length. Ladj= Beam Uniform Live Load- wL= Beam Uniform Dead Load wD_adj= Total Uniform Load. wT= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress. Fv= Modulus of Elasticity E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors: Cd =1 15 CI =1 00 Cf =1 30 Fv' Fv'= Adjustment Factors: Cd =1 15 Design Requirements Controlling Moment: M 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment)- Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0.00 IN 001 IN= L/5113 001 IN= L/3102 450 LB 292 LB 742 LB 0.34 IN 3 0 FT 2.0 FT 4 12 240 180 25 0 PSF 15 0 PSF 7 0 FT 25 0 PSF 15 0 PSF 5 0 FT 1 15 5 PLF 3 0 FT 300 PLF 194 PLF 494 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1343 PSI 109 PSI 556 FT -LB 519 LB 4 97 N3 17.65 N3 7 13 N2 19.25 N2 2.82 N4 48.53 N4