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HomeMy WebLinkAbout1130 E Front St - Technical TECHNICAL Permit 1 folvlo Address 113D front' Project description Sec and reskelmct� Date the permit was finaled 12 Number of technical pages LINDBE fivirTH 4 ARCHI'T CT'S s,.''''''''' 319 s. peabody, suite b, port angeles, wa 98362 a 360.452.6116 fax 360.452.7064 Project: 11 NV) VotAF5P, Lir Project No. Sub'ec J t tvLA iL3 Date: d71: la JO Sheet 1 of A L.L.9 i31\i6 d iZritir 5712 kAL/5-1.A,p6.- )4T.2;e3evt..4.t-5 1 ao 4 4, 772. RECEIVED DEC 2 1 2010 CITY OF PORT ANGELES BUILDING DIVISION 036 e Fra Ili 54- 1 f 1 --7::: 4 A :‘4P 1-rn: 1 1 1 1 1 1 1 1 1 t2:5-x.r_.2 i.,c241 I I I__ 1: IP 2-• i, i ;„_2 i _l__.3___. 6" 1 L 1 )04 f, 11 1 /-0X1,) 1; 4 1 .7_______-____L-. C /04 i 't Se; `7. 72- i 51 0 I 4'D /...4? 1 i S 1 1 1 1 i 1 L1 __I 1 _i 1 IAII„Alt. dl (La ii i G .4,./., po-r,") x St.*:.; 2. 1....r.",) 2.104 v„..... I I I 1..... L 1 11 Ll 1 1 1 i 11 1 1 -1 1 11 1 ll 1 11 1 i 1 1 LINDBER MITH A R C H I- 0. C T S 319 S. Peabody, Suite B., Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contact c(� lindarch.com www.lindarch.com Project: Ti ►.tV1IAFii71.,. Project No. Subject: G, `i't 41. B rte. Date: '2,910 Sheet 2 of SHEAR WALL SUMMARY W L H V V/L SW VH- WL /2 POST HOLD DOWN pNes) Qi �a 13 5 b 2 "2-01 /I L 5 V1 7G 4-0 22.5 22.1 s44 Bco, 3'' YY1ev7'G 26 6 )a) 2 1 )5s S 1Y1s'1 6, s `7 ,T 0 n b .56a1 a l iTG Z. 4 )0/ i e 2. c'0 G z C 75 7 74i, 1 53 3 5' rY "c g 1 24081 4- )6 14 po6 Lou 441.9 14t`o 2 W`7r 3" P1DU2.512 5 t s "7 ,2 40)r18 3 1_4 Dvi 2,- 2.1 ze44 Pry .r;, ",r; I 8 i 2 i 4. 32"? 2 7, S A l 26a4 4 t F) d 5 Hai 8 2 lev, 40,4. 4 24 3`' Ncx 7,1G 11 8t© 165 'L 1 7i`1 -3" Pt7t4 -i S 7 I 1 12 6 547 S'' Ht7c )cJ,l!2> y s 601) S1/5 0 3049 s Pk 2 •e, I/ ALLOFIT/FIRMINFO/FORMS /SHEARWAL S1- 4E,41R WALLS 2. MAXIMUM SHEAR 200 P.L.F. USE 1/2" SWEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 6d NAILS AT 6" FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR 50LT$ AT 48" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DAWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR PLANS. 3. MAXIMUM SHEAR 250 P.L.F. USE 1/2" SWEATING QNE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6 "O.C.: FOR FRAMING, USE OF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLT$ AT 32" 0CC. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR PLANS. 4. MAXIMUM SHEAR 315 P.L.P. USE 1/2" SWEATING QNE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5 O.C. FOR FRAMING, USE DF N0.2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /8HEAR PLANS. 5. MAXIMUM SHEAR 318 P.L.F. USE 1/2" SWEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4" 0;C. FOR FRAMING, USE OF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 24" 0,C. MAXIMUM .SPACING AT THE FOUNDATION. FOR TIE DOUJrJS AT EACH END OF THE WALL, SEE FRAMING /SHEAR PLANS. 6. MAXIMUM SHEAR 4W PLF. USE 1/2" SWEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH Sc NAILS AT 3" O.C. FOR FRAMING, USE 3X OF NO2. DOUBLE' OTTOM PLATES ARE REQUIRED, BOLT THROUGH 50TH PLATES :WITH ANCHOR ROLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 32" 0.G. MAXIMUM SPACING AT NE FOUNDATION. FOR TII: DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 8. MAXIMUM SHEAR 685 PLF. USE 1/2" SWEATING ONE SIDE OF WALL: NAIL ALL EDGES WITH I0d NAILS AT 2 1/2" O.E. STAGGERED. FOR FRAMING; USE 3X DF NO2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH 80T4-I PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS At 20" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 9. MAXIMUM SHEAR 110 P.L.F. USE 1/2" SWEATING ONE SIDE OF IUALL. NAIL ALL EDGES WITH IOd NAILS AT 2" Q.C. STAGCaEREP. FOR FRAMING, USE 3X DF NO2. DOU83LE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH 130T1-1 PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 18" 0.0. MAXIMUM SPACING AT THE FOUNDATION.. FOR TIE Pomp AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 12: MAXIMUM SHEAR 1 ,200 PLF. USE 1/2" &HEATING BOTH SIDES OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" O.C. STAGGERED. FOR FRAMING, USE 3X DP NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH 00714 PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR 80LTS:At 14" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF NE WALL, SEE FRAMING/SHEAR PLANS. GENERAL REQUIREMENTS ALL SWEATING EDGES SHALL BE BACKED WITH FRAMING SIZED ACCORDING TO SHEAR WALL SCHEDULE OR 2" NOMINAL BLOCKING, CONNECTIONS BETWEEN ROOF SWEATING AND WALL SWEATING OR PETWEEN UPPER WALL SHEATHING AND LOWER WALL SHEATHING SHALL BE SUCH THAT REQUIRED EDGE NAILING PER SCHEDULE IS CONTINUOUS THROUGH BLOCKING AND: WALL PLATES. SPACE IOd NAILS AT 12" O.C. ALONG INTERMEDIATE FRAMING MEMBERS. TWO TIE DOUINS ARE REQUIRED ON UPPER FLOOR WALLS, THE TIE DOWNS SHALL 15E BOLTED TO THE UPPER AND LOWER WALL STUDS AND CONNECTED 13Y: THREADED ROD AS PER MANUFACTURER'S RECOMMENDATIONS. 7-4 -c��n���°�/'=----- -3___ )`�_o�^ c���� _/��1 �z.°��� 4 v k -*at- 1:7 u�l |a�� -1 10 I��� )64- -l 4�^�} I y_�s�� f�^/ l vyf�l/4� V 1 '7 ~7 x/�r� /x�7/� +m� 6��~�` ��l F �c� t41> t, 7 __r���^��`_�=���__ �4� LJ �m ,Z�°= ~�`c-* u��� ����4 3 2��'�- �����L�^� ~���/w�~ {�l�uL�^ 4 >7�U\rJe. I I nip t;=frem o a 4e0 /0) /1 5 4,0„, /5" 5 e' Fes, 2 X I L..a )1,„±OrP,(4__ W_eFiz,„ (.;:76,92 ri7; P`u A 4 y /a) aL. 2 „Y mAtl ,e1 1 .,r• r ri l I z) /v,:e) 2 5 ya-,54 5:74) /0,:/) 1 4. 3e 1 I I tfEAs 9 raAi t `r 4.qo V6 k•U 041.: 6 zc, 1.436)/..)14. W 7.z■ o t_ .1 )24s 9s2.4 4g1, I 1, PLAT:5. kryiviT 7 L a:7G 2_4 0 6iTy)17/-00( r)96 _p/k- t••or,./(v rt.1 ID p6A7.)g page Project: Location: Roof Beam 1 Roof Beam 1 4 m Rip [2009 International Building Code(2005 NDS)] of 3.5 IN x 7.25 IN x 4.0 FT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 210.4% StruCalc Version 8.0.100.0 9/15/2010 11:57:58 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/4475 Dead Load 0.01 in Total Load 0.02 IN L/2685 Live Load Deflection Criteria: U240 .Total Load Deflection Criteria: U180 REACTIONS A Live Load 663 Ib 663 Ib Dead Load 442 Ib 442 Ib Total Load 1104 Ib 1104 Ib Bearing Length 0.50 in 0.50 in BEAM DATA aft Span Length 4 ft Unbraced Length -Top 2 ft Unbraced Length- Bottom 0 ft Roof Pitch 5 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL 25 psf #2 Douglas- Fir -Larch Roof Dead Load: DL 15 psf Base Values Adjusted Tributary Width: TW 2 ft Bending Stress: Fb 900 psi Fb' 1341 psi Side Two: Cd =1.15 C1 =1.00 CF =1.30 Roof Live Load: LL 25 psf Shear Stress: Fv 180 psi Fv' 207 psi Roof Dead Load: DL 15 psf Cd =1.15 Tributary Width: TW 11.3 ft Modulus of Elasticity: E 1600 ksi E 1600 ksi Wall Load: WALL 0 plf Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Comp. 1 to Grain: Fc 625 psi Fc 625 psi Adjusted Beam Length: Ladj 4 ft Beam Self Weight: BSW 6 plf Controlling Moment: 1104 ft -Ib Beam Uniform Live Load: wL 331 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj 221 plf Created by combining all dead and live loads. Total Uniform Load: wT 552 plf Controlling Shear: 773 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 9.88 in3 30.66 in3 Area (Shear): 5.6 in2 25.38 in2 Moment of Inertia (deflection): 7.45 in4 111.15 in4 Moment: 1104 ft-lb 3428 ft -lb Shear: 773 lb 3502 Ib NOTES page Project: Location: Roof Beam 2 Roof Beam [2009 International Building Code(2005 NDS)] of 3.5 a" #2 Douglas- Fir -Larch Dry Use Section Adequate By: 38.0% StruCalc Version 8.0.100.0 9/15/2010 11:58:38 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN U1326 Dead Load 0.04 in Total Load 0.09 IN L/796 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 994 Ib 994 Ib Dead Load 662 Ib 662 Ib Total Load 1656 Ib 1656 Ib Bearing Length 0.76 in 0.76 in BEAM DATA Span Length 6 ft 6 ft B Unbraced Length -Top 2 ft Unbraced Length- Bottom 0 ft Roof Pitch 5 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL 25 psf #2 Douglas- Fir -Larch Roof Dead Load: DL 15 psf Base Values Adjusted Tributary Width: TW 2 if Bending Stress: Fb 900 psi Fb' 1341 psi Side Two: Cd =1.15 CI =1.00 CF =1.30 Roof Live Load: LL 25 psf Shear Stress: Fv 180 psi Fv' 207 psi Roof Dead Load: DL 15 psf Cd =1.15 Tributary Width: TW 11.3 ft Modulus of Elasticity: E 1600 ksi E' 1600 ksi Wall Load: WALL 0 plf Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Comp. I- to Grain: Fc L 625 psi Fc t' 625 psi Adjusted Beam Length: Ladj 6 ft Beam Self Weight: BSW 6 plf Controlling Moment: 2484 ft-Ib Beam Uniform Live Load: wL 331 plf 3.0 ft from left support Beam Uniform Dead Load: wD_adj 221 plf Created by combining all dead and live loads. Total Uniform Load: wT 552 plf Controlling Shear: 1325 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 22.22 in3 30.66 in3 Area (Shear): 9.6 in2 25.38 in2 Moment of Inertia (deflection): 25.15 in4 111.15 in4 Moment: 2484 ft -Ib 3428 ft-Ib Shear: 1325 Ib 3502 Ib NOTES page Project: Location: Roof Beam 3 C Roof Beam 1 ✓Gf 1 t of [2009 International Building Code(2005 NDS)] i1 3.5 IN x 7.251N x 4.5 FT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 81.0% StruCalc Version 8.0.100.0 9/15/2010 11:59:16 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/2313 Dead Load 0.02 in Total Load 0.04 IN L/1392 Live Load Deflection Criteria: LJ240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1013 Ib 1013 Ib Dead Load 671 Ib 671 Ib Total Load 1683 Ib 1683 Ib Bearing Length 0.77 in 0.77 in T• BEAM DATA Span Length 4.5. ft 4.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL 25 psf #2 Douglas- Fir -Larch Roof Dead Load: DL 15 psf Base Values Adjusted Tributary Width: TIN 2 ft Bending Stress: Fb 900 psi Fb' 1341 psi Side Two: Cd =1.15 C1 =1.00 CF =1.30 Roof Live Load: LL 25 psf Shear Stress: Fv 180 psi Fv' 207 psi Roof Dead Load: DL 15 psf Cd =1.15 Tributary Width: TW 16 ft Modulus of Elasticity: E 1600 ksi E 1600 ksi Wall Load: WALL 0 plf Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Comp. to Grain: Fc 625 psi Fc 625 psi Adjusted Beam Length: Ladj 4.5 ft Beam Self Weight: BSW 6 plf Controlling Moment: 1893 ft-Ib Beam Uniform Live Load: wL 450 plf 2.25 ft from left support Beam Uniform Dead Load: wD_adj 298 plf Created by combining all dead and live loads. Total Uniform Load: wT 748 plf Controlling Shear: -1245 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reci'd Provided Section Modulus: 16.94 in3 30.66 in3 Area (Shear): 9.02 in2 25.38 in2 Moment of Inertia (deflection): 14.38 in4 111.15 in4 Moment: 1893 ft-Ib 3428 ft-Ib Shear: -1245 Ib 3502 Ib NOTES page Project: Location: Uniformly Loaded Floor Beam 4 Uniformly Loaded Floor Beam nTIT [2009 International Building Code 2005 NDS)] of 3.125 IN x 10.5 IN x 11.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 29.3% StruCalc Version 8.0.100.0 9/15/2010 12:01:48 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.25 IN U518 Dead Load 0.10 in Total Load 0.35 IN L/372 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2310 Ib 2310 Ib Dead Load 905 Ib 905 Ib Total Load 3215 Ib 3215 Ib Bearing Length 1.58 in 1.58 in BEAM DATA Center Span Length 11 ft 11 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 FLOOR LOADING Camber Required 0.1 Side 1 Side 2 Notch Depth 0.00 Floor Live Load FLL 40 psf 40 psf MATERIAL PROPERTIES Floor Dead Load FDL 15 psf 15 psf 24F -V4 Visually Graded Western Species Floor Tributary Width FTW 4 ft 6.5 ft Base Values Adjusted Wall Load WALL 0 plf Bending Stress: Fb 2400 psi Controlled by BEAM LOADING Fb 1850 psi Fb' 2390 psi Beam Total Live Load: wL 420 plf Cd =1.00 C =1 Beam Total Dead Load: wD 158 plf Shear Stress: Fv 265 psi Fv' 265 psi Beam Self Weight: BSW 7 plf Cd =1.00 Total Maximum Load: wT 585 plf Modulus of Elasticity: E 1800 ksi E' 1800 ksi Min. Mod. of Elasticity: E_min 930 ksi E_min' 930 ksi Comp. L to Grain: Fc L 650 psi Fc 650 psi Controlling Moment: 8842 ft -Ib 5.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2765 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 44.39 in3 57.42 in3 Area (Shear): 15.65 in2 32.81 in2 Moment of Inertia (deflection): 209.6 in4 301.46 in4 Moment: 8842 ft -Ib 11437 ft-Ib Shear: 2765 Ib 5797 Ib NOTES page Project: Location: Combination Roof And Floor Beam 5 Combination Roof And Floor Beam =a of [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 90.3% StruCalc Version 8.0.100.0 9/15/2010 12:03:49 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U2908 Dead Load 0.02 in Total Load 0.04 IN L/1469 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 805 Ib 805 Ib Dead Load 789 Ib 789 .Ib Total Load 1595 Ib 1595 Ib Bearing Length 0.73 in 0.73 in BEAM DATA Center a.s ft Span Length 4.5 ft Unbraced Length -Top 4.5 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL 15 psf 15 psf #2 Douglas- Fir -Larch Roof Tributary Width RTW 2 ft 11.3 ft Base Values Adiusted Bending 'Stress: Fb 900 psi Fb' 1336 psi FLOOR LOADING Cd =1.15 C/ =0.99 CF =1.30 Side 1 Side 2 Shear Stress: Fv 180 psi Fv' 207 psi Floor Live Load FLL 40 psf 40 psf Cd =1.15 Floor Dead Load FDL 15 psf 15 psf Modulus of Elasticity: E 1600 ksi E' 1600 ksi Floor Tributary Width FTW 0.7 ft 0 ft Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi Wall Load WALL 120 plf Comp. -L. to Grain: Fc 1= 625 psi Fc 625 psi BEAM LOADING Roof Uniform Live Load: wL -roof 331 plf Controlling Moment: 1794 ft Ib Roof Uniform Dead Load: wD -roof 215 plf 2.25 ft from left support Floor Uniform Live Load: wL -floor 27 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD -floor 10 plf Controlling Shear: -1180 Ib Beam Self Weight: BSW 6 plf At a distance d from support. Combined Uniform Live Load: wL 358 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD 351 plf Combined Uniform Total Load: wT 709 plf Comparisons with required sections: Req'd Provided Controlling Total Design Load: wT -cont 709 plf Section Modulus: 16.11 in3 30.66 in3 Area (Shear): 8.55 in2 25.38 in2 Moment of Inertia (deflection): 18.16 in4 111.15 in4 Moment: 1794 ft lb 3414 ft Shear: -1180 Ib 3502 Ib NOTES page Project: Location: Combination Roof And Floor Beam 6 Combination Roof And Floor Beam "Al' [2009 International Building Code(2005 NDS)] e 1,�, y of 3.5 IN x7.25INx3.OFT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 193.6% StruCalc Version 8.0.100.0 9/15/2010 12:06:11 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/5876 Dead Load 0.00 in Total Load 0.01 IN U3382 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 897 Ib 897 Ib Dead Load 661 Ib 661 Ib Total Load 1558 Ib 1558 Ib w Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 3 ft 3 ft Unbraced Length -Top 1.33, ft Roof Pitch 5 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL 15 psf 15 psf #2 Douglas- Fir -Larch Roof Tributary Width RTW 2 ft 11.3 ft Base Values Adjusted Bending Stress: Fb 900 psi Fb' 1343 psi FLOOR LOADING Cd =1.15 CI =1.00 CF =1.30 Side 1 Side 2 Shear Stress: Fv 180 psi Fv' 207 psi Floor Live Load FLL 40 psf 40 psf Cd =1.15 Floor Dead Load FDL 15 psf 15 psf Modulus of Elasticity: E 1600 ksi E' 1600 ksi Floor Tributary Width FTW 0.7 ft 6 ft Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi Wall Load WALL 120 plf Comp. 1 to Grain: Fc 625 psi Fc 1 625 psi BEAM LOADING Roof Uniform Live Load: wL -roof 331 plf Controlling Moment: 1169 ft -Ib Roof Uniform Dead Load: wD -roof 215 plf 1.5 ft from left support' Floor Uniform Live Load: wL -floor 267 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD -floor 100 plf Controlling Shear: -935 Ib Beam Self Weight: BSW 6 plf At a distance d from support. Combined Uniform Live Load: wL 598 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD 441 plf Combined Uniform Total Load: wT 1039 plf Comparisons with required sections: Req'd Provided Controlling Total Design Load: wT -cont 1039 plf Section Modulus: 10.44 in3 30.66 in3 Area (Shear): 6.77 in2 25.38 in2 Moment of Inertia (deflection): 7.89 in4 111.15 in4 Moment: 1169 ft-lb 3431 ft-Ib Shear: -935 Ib 3502 Ib NOTES Project: page Location: Uniformly Loaded Floor Beam 7 Uniformly Loaded Floor Beam P [2009 International Building Code(2005 NDS)] A of 3.5 IN x 7.25 IN x 4.0 FT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 344.8% StruCalc Version 8.0.100.0 9/15/2010 12:14:48 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/6176 Dead Load 0.00 in Total Load 0.01 IN L/4418 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 480 Ib 480 Ib Dead Load 191 Ib 191 Ib Total Load 671 Ib 671 Ib Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 4 ft aft B Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2 Douglas- Fir -Larch Floor Live Load FLL 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL 15 psf 15 psf Bending Stress: Fb 900 psi Fb' 1168 psi Floor Tributary Width FTW 6 ft 0 ft Cd =1.00 C1 =1.00 CF =1.30 Wall Load WALL 0 plf Shear Stress: Fv 180 psi Fv' 180 psi BEAM LOADING Cd =1,00 Beam Total Live Load: wL 240 plf Modulus of Elasticity: E 1600 ksi E' 1600 ksi Beam Total Dead Load: wD 90 plf Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi Beam Self Weight: BSW 6 plf Comp. to Grain: Fc 625 psi Fc 625 psi Total Maximum Load: wT 336 plf Controlling Moment: 671 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -470 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 6.89 in3 30.66 in3 Area (Shear): 3.91 in2 25.38 in2 Moment of Inertia (deflection): 6.48 in4 111.15 in4 Moment: 671 ft-Ib 2984 ft-Ib Shear: -470 Ib 3045 Ib NOTES page Project: Location: Uniformly Loaded Floor Beam 8 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] of 3.5INx7.25INx3.0FT" #2 Douglas- Fir -Larch Dry Use Section Adequate By: 315.8% StruCalc Version 8.0.100.0 9/15/2010 12:15:18 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/7638 Dead Load 0.00 in Total Load 0.01 IN L/5507 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 690 Ib 690 Ib Dead Load 267 Ib 267 Ib Total Load 957 Ib 957 Ib Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 3 ft aft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2 Douglas- Fir -Larch Floor Live Load FLL 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL 15 psf 15 psf Bending Stress: Fb 900 psi Fb' 1168 psi Floor Tributary Width FTW 5 ft 6.5 ft Cd =1.00 C1 =1.00 CF =1.30 Wall Load WALL 0 plf Shear Stress: Fv 180 psi Fv' 180 psi BEAM LOADING Cd =1.00 Beam Total Live Load: wL 460 plf Modulus of Elasticity: E 1600 ksi E' 1600 ksi Beam Total Dead Load: wD 173 plf Min. Mod. of Elasticity: E_min 580 ksi E_min' 580 ksi Beam Self Weight: BSW 6 plf Comp. 1 to Grain: Fc 625 psi Fc 625 psi Total Maximum Load: wT 638 plf Controlling Moment: 718 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -574 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.37 in3 30.66 in3 Area (Shear): 4.79 in2 25.38 in2 Moment of Inertia (deflection): 5.24 in4 111.15 in4 Moment: 718 ft-lb 2984 ft-lb Shear: -574 Ib 3045 Ib NOTES Project: Page Location: Uniformly Loaded Floor Beam 9 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] of 3.5 IN x 9.25 IN x 6.0 FT #2 Douglas- Fir -Larch Dry Use Section Adequate By: 55.8% StruCalc Version 8.0.100.0 9/15/2010 12:15:49 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN L/1983 Dead Load 0.01 in Total Load 0.05 IN L/1426 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1380 Ib 1380 Ib Dead Load 539 Ib 539 Ib Total Load 1919 Ib 1919 Ib Bearing Length 0.88 in 0.88 in BEAM DATA Center Span Length 6 ft en Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2 Douglas- Fir -Larch Floor Live Load FLL 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL 15 psf 15 psf Bending Stress: Fb 900 psi Fb' 1078 psi Floor Tributary Width FTW 5 ft 6.5 ft Cd =1.00 CI =1.00 CF =1.20 Wall Load WALL 0 plf Shear Stress: Fv 180 psi Fv' 180 psi BEAM LOADING Cd =1.00 Beam Total Live Load: wL 460 plf Modulus of Elasticity: E 1600 ksi E' 1600 ksi Beam Total Dead Load: wD 173 plf Min. Mod. of Elasticity: E 580 ksi E_min' 580 ksi Beam Self Weight: BSW 7 plf Comp. to Grain: Fc 625 psi Fc I' 625 psi Total Maximum Load: wT 640 plf Controlling Moment: 2878 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1458 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 32.04 in3 49.91 in3 Area (Shear): 12.15 in2 32.38 in2 Moment of Inertia (deflection): 41.91 in4 230.84 in4 Moment: 2878 ft -lb 4483 ft-Ib Shear: -1458 Ib 3885 Ib NOTES ITH A R C H I C T S 319 s. peabody, suite b, port angeles, wa 98362 360.452.6116 fax 360.452.7064 Project: fit rvy) I3R Project No. Sgbtect:ta�k3xz Bv: r Date: -2U) Sheet I of OCT '20 r i s4 1Z.11 LiAi a 91 t4 L DS car L.40 Di e4 g nu 25 1,4. -1 RECEIVED *67 OCT 0 5 2010 CITY OF PORT ANGELES BUILDING DIVISION \1 r_, 0 e�� LINDBER ITH ARCHI-- C S 319 S. Peabody, Suite B., Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contactlindarch.com www.lindarch.com Project: 1 7 Nv) VJ LS Project No. Subject:. L. AT'0,7 r_4/„. By: Date: F,..eV/a-jty Sheet Z. of SHEAR WALL SUMMARY W L H V V/L SW VH- WL/2 POST. HOLD DOWN 1• 214 241 S (0 5" rney 4-D OA 2. 652.‘" z merc 6,61, 72 122-1 0 4). 2. 422 4 ,76 6 101 10 S'"" 2 co 0AM -224 ..0) 3.2. s" 2_ 3" M rmilo 4 5 .3rbol. e SZ. 210 s 10 e5 sn me77 1,5 1+4f, 5 1 5 1 Merc, 62.- 1 5 16 'Leoe,f2. -4096 4 IS oe,re„ 4 44 144, 5 2s7 NW 2 .S0 5 5 57 )e=r5 2- eg ,)‘8 7Liw 4- 2:15? 42,t 2. 2 44 S" 2 )043 4_ P. 0L4 2 4 v0S2 4-5 al Jc t if. 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