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HomeMy WebLinkAbout1033 W 13th St Technical - BuildingTECI jyICAL X3 W 13*IN 5 0(0 5 C V D CDOStis: 3 MQ-S -rty (0 2 2 00 Duane Boice P.E. President Engineering Technical Services Inc. STRUCTURAL CALCULATIONS COVER SHEET DATE 04/17/06 PROJECT Building Brokers Richard Madrid PROJECT LOCATION Clallam County, Washington E.T.S. DESIGNER. Curtis Smith CONTACT Gary Comments LOADING ROOF LOADING 25/5/0/5 WD LOADING 100 MPH, EXPOSURE "C" SEISMIC SITE CLASS D2 Note: THE SEAL AFFIXED TO THIS PAGE APPLIES TO THE COMPLETE SET OF CALCULATIONS. 27121 469th Ave., PO Box 308, Tea, SD 57064 Phone: (605) 498 -1290 Fax: (605) 498 -1299 10 10 AM 4/17/2006 Initial Information Building Width (ft) Building Length (ft) Sidewall Height (ft) Roof Pitch Roof Height (ft) Design Loads Horizontal Loads Transverse Direction Location End Zone of wall End Zone of roof Interior Zone of wall Interior Zone of roof Horizontal Loads Longitudinal Direction Location End Zone of wall Interior Zone of wall Vertical Loads Transverse Direction Location End Zone windward roof End Zone leeward roof Interior Zone windward roof Interior Zone leeward roof Vertical Loads Longitudinal Direction Location End Zone windward roof End Zone leeward roof Interior Zone windward roof Interior Zone leeward roof 20 20 8 4 3 333 Load (nsf) ptw 21.36 Ptr -6 05 Ptw 14 17 Ptr 3 38 P Iw Piw Wind Exposure Wind Speed (mph) Mean Roof Height (ft) Roof Angle End Zone Width (ft) Importance factor (N Load fog) 15.90 10.50 Load (psf) Pwr -1910 Pir 13 04 Pwr -13.30 Pir -9.92 Load (psf) Pwr 19 10 Pir -10.80 Pwr -13.30 Pir -8 40 Height Exp Adiustment 1.21 1.21 1.21 1.21 Height Exp Adiustment 1.21 1.21 Height Exp Adiustment 1.21 1.21 1.21 1.21 Height Exp Adjustment 1.21 1.21 1.21 121 C 100 9 667 18 435 4 1 Adjusted Load (osf) 25.85 -7.32 17 15 -4 09 1 -4 09 Adjusted Importance Design Load (psf) Factor Load (psf) 19.24 1 19.24 12.71 1 12.71 Adjusted Load (osf) -23 11 15 78 -16 09 -12.01 Adjusted Load (osf) 2311 13.07 16 09 10 16 Pressures for roof angles were interpolated from Table 1609.6.2 1(1) 2003 IBC If pressure is less than zero, use zero (footnote c. Table 1609 6.2 1(1) 2003 IBC) Positive values are inward acting pressure, negative values are outward acting pressure importance Design Factor Load (osf) 1 25 85 1 -7 32 1 17 15 Importance Design Factor Load (psf) 1 2311 1 15 78 1 16 09 1 12.01 Importance Design Factor Load (psf) 1 23 11 1 13 07 1 16 09 1 10 16 )f4 .1 ,2)1 1! I H i I I 4_ 1 L., 1 i i i_ --I-- I r ..M.kri I 1- I I 1 r T Et _t_ I 1 i ,-1- 1 --1 i 1 _1 4 .JI 1- 1 c e 1 ...c—.!“ ;••1<?_ -IA, NI U 1 L.Y j. Q1;� 1,FS jr t :L ei` Net Building Brokers I Richard Madrid Date and Time 4/14/2006 7 19.37 AM MCE Ground Motion Conterminous 48 States Latitude 48 0000 Longitude -124 0000 Period MCE Sa (sec) %g) 0 2 150 0 MCE Value of Ss Site Class B 1 0 060 0 MCE Value of S1 Site Class B Spectral Parameters for Site Class D 0.2 150 0 Sa FaSs, Fa 1 00 1 0 090 0 Sa FvS1 Fv 1 50 v, i� SEM�c° s �-rg RSs VNi s°' "3Cos) _Oi( tots 13 1 /2, ‘...)(41-1-.s (.ct,s Coq S S,S 10:20 AM 4/17/2006 BUILDING BROKERS RICHARD MADRID 8' Endall Columns WL Bending width (b)or (d 4 125 inches depth (d) or (d,) 3.375 inches length (1 1 or (1„ i 96 inches length (1 or (1 24 inches Moment (M) 1662 00 ft *lb E 1500000 psi Actual Bending Stress f (6 *M) /(b *(d ^2)) 2546 783_ psi Theoretical Bending Capacity F' F CiCrCcCi Fb Co CM Cl CL CF CV Cru Ci C C Cr KL L= x= 1650 16 1 1 099:1 1 1 1 1 1 1 1 K 0.418 l 183 480 duration moisture temperature stability size volume flat use incision repetitive member curvature form I (chose higher one) lu2/d2 C K L 21 /L) ^(1/x)) *(((12/d) ^(1Ix)) *(((5 125/b) ^(1 /x)) (weak axis depth) (strong axis depth) (strong axis unsupported length) (weak axis unsupported length) (modulus of elasticity) 2616:573 psi Tables pg 9 pg 53 pg 9 pg 15 (see below) pg 50 pg 34 (see below) pg 53 pg 27 pg 27 pg 34 pg 15 C ((1 +(FbE /Fb 1 9)- (sgrt(((1 +(FbE /Fb 1 9 ((FbE/Fb") 95 :28.444444 5.8.181818 1 8' 10 (20 for SYP, 10 for everything else) 1.278 from Figure 3G pg 18 2001 rids pg 16 2001 rids Stress Ratio 0 9733 2001 sup 2001 nds 2001 sup Table 4F 2001 nds 2001 rids 2001 sup Table 4E 2001 nds 2001 sup Table 4F 2001 nds 2001 nds 2001 rids 2001 rids C and C cannot be used at the same time. Use the smaller of the two and the larger is to 1 0 991 Fb E' to find I,= Re FbE 26440 0 1500000 0. 96 36 4 17228 7 (if greater than 1 0 use 1 0) (for Glue Lam. Only) Components Cladding Zone Effective Basic Wind Speed Wind 85 90 100 110 120 130 140 150 170 Area 1 10 6.4 15.7 71 17.7 8.8 -21.8 10.6 -26.4 12.7 31.3 15.0 -36.8 17.3 42.7 20.0 -49.0 25.5 -62.9 1 20 6.1 15.4 6.8 172 8.3 -21.2 10.0 -25.7 12.0 -30.5 14.0 35.8 162 -41.6 18.6 -47.7 24.0 -61.3 Roof 1 50 5.4 -14.8 6.2 16.6 7.6 -20.4 9.2 -24.8 10.9 -29.5 12,8 34.6 14.9 40.2 171 46.1 21.9 -59.2 0 7 1 100 5.1 14 4 5.7 16.1 7.0 -20.0 8.5 -24.1 10.0 -28.7 11.9 33.6 13.8 -39.1 15.7 -44.8 20.2 -57.6 degrees 2 10 6.4 -26.4 71 -29.5 8.8 36.5 10.8 -442 12.7 -52.6 15.0 -61.7 17.3 -71.6 20.0 -82.2 25.5 105,5 2 20 6.1 -23.6 6.8 -26.4 8.3 -32.7 10.0 -39.4 12.0 -46.9 14.0 -55.2 162 -64.0 18.6 73.4 24.0 -94.4 2 50 5.4 -19.8 6.2 -22.3 7.6 -27.5 92 -33.3 10.9 -39.6 12.8 -46.5 14.9 53.8 171 -61.8 21.9 -795 2 100 5.1 -171 5.7 19.1 7.0 -23.6 8.5 -28.6 10.0 -34.0 11.9 -39.9 13.6 -462 15.7 53.1 20.2 -88.2 3 10 6.4 -39.7 71 -44.5 8.8 -54.9 10.8 -66.6 12.7 79.1 15.0 -92.9 17.3 107.7 20.0 123.7 25.5 158.9 3 20 6.1 32.9 6.8 36.9 8.3 -45.5 10.0 -55.1 12.0 -65.6 14.0 -77.0 16.2 -89.3 18.6 102.5 24.0 -131.5 3 50 5.4 -23.8 62 -26.7 7.6 -33.0 9.2 -40.1 10.9 -47.6 12.6 55.9 14.9 -64.7 17.1 -74.4 21.9 -95.5 3 100 5.1 171 5.7 19.1 7.0 -23.5 8.5 -28.6 10.0 34.0 11.9 39.9 13.8 -462 15.7 53.1 20.2 -68.2 1 10 9.1 -14.4 102 16.1 12.6 -20.0 15.1 -24.1 18.0 -28.7 21.2 -33.6 24.6 39.1 282 -44,8 36.3 -57,6 1 20 8.2 14.0 9.3 15.7 114 19.4 13.8 -23.5 16.5 -27,8 19.4 32.7 22.4 -38.0 25.8 -43.6 33.0 -56.0 Roof 1 50 7.3 13.4 8.1 15.1 9.9 18.6 12.1 -22.5 14 4 -26.9 16.8 31.5 19.5 36.5 22.4 -41.9 28.8 -53.8 7 27 I 100 6.4 13.1 71 14.6 8.8 18.0 10.8 21.9 12.7 -26.0 15.0 -30.5 17.3 -35.5 20.0 -40.7 25.5 52.3 degrees 2 10 9.1 -25.0 10.2 -28.1 12.6 -34.7 15.1 -42.0 18.0 -50.0 21.2 -58.6 24.6 -68.0 28.2 78.0 36.3 100.2 2 20 82 -23.0 9.3 -25.9 (1 4 -31.9 13.8 -38.6 16.5 -46.0 19.4 54.0 22.4 -62.6 25.8 -71.8 33.0 -922 2 50 7.3 -20.4 8.1 -22.9 9.9 -28.2 111 -34,1 14.4 40.7 16.8 -47.7 19.5 55.3 22.4 -63.5 28.8 -81.6 2 100 6.4 -18.4 71 -20.6 8,8 -25.4 10.8 -30.9 117 36.7 15.0 -431 17.3 -49.9 20.0 57.2 25.5 -73.6 3 10 9.1 -37.0 102 -41.5 12.6 -51.3 15.1 -62.1 18.0 -73.8 21.2 -86.6 24.6 -100.6 28.2 115.4 36.3 148.2 3 20 8.2 34.6 9.3 -38.8 114 -47.9 13.8 -58,0 16.5 -69.1 19.4 -811 22.4 -94.0 25.8 107.9 33.0 138.5 3 50 7.3 -3t5 8.1 352 9.9 -43.6 12.1 -52.6 14.4 -62.7 16.8 -73.6 19.5 -85.3 22.4 -98.0 28.8 125.8 3 100 6.4 -29.0 71 -32.5 8.8 -40.2 10.8 -48.6 12.7 -58.0 15.0 -66.0 17.3 -78.8 20.0 -90.5 25.5 116.2 1 10 14.4 15.7 16.1 17.7 20.0 -21.8 24.1 -26.4 28.7 -31.3 33.6 -36.8 39.1 42.7 44.8 -49.0 57.6 -62.9 1 20 14.0 14.9 15.7 16.7 19.4 -20.7 23.5 -25.0 27.8 29.8 32.7 35,0 38,0 -40.5 43.6 -46.5 56.0 -59.7 Roof 1 50 13.4 -13.9 15.1 15.5 18.6 192 22.5 -23.2 26.9 -27.6 31.5 -32.4 36.5 37.6 41.9 -43.2 53.8 55.4 27 45 1 100 13.1 13.1 14.6 14.6 18.0 18.0 21.9 -21.9 25.0 -26.0 30.5 30.5 35.5 -35.5 40.7 -40.7 52.3 -52,3 degrees 2 10 14A -18.4 16.1 -20.6 20.0 25.4 241 30.9 28.7 -36.7 33.6 -43.1 39.1 49.9 44,8 57.2 57.6 -73.6 2 20 14.0 17.5 15.7 19.7 19.4 -24.3 23,5 -29.4 27.8 -35.1 32.7 -41 1 38.0 -47 7 43.6 54.8 56,0 -70.3 2 50 13.4 -16.6 15.1 18.5 18.6 -22.9 22.5 -27.7 26.9 32.9 31.5 38.7 36.5 -44.9 416 51 53.8 -66.1 2 100 13.1 15.7 14.6 17.7 18.0 -21.8 21.9 -26.4 26.0 -31.3 30.5 -36.8 35.5 -42.7 407 49.0 52.3 -62.9 3 10 14.4 -18.4 16.1 20.6 20.0 -25,4 24.1 -30.9 28.7 -36.7 33.6 -43.1 39.1 -49.9 44.8 -57.2 57 6 -73.6 3 20 14.0 17.5 15.7 19.7 19.4 -24.3 23.5 -29.4 27.8 35.1 32.7 -41 1 38.0 -47 7 43.6 54.8 56.0 -70,3 3 50 13.4 16.6 15.1 18.5 18.6 22.9 22.5 -27.7 26.9 32.9 31.5 -38.7 36,5 -44.9 41.9 514 53.8 -66.1 3 100 13.1 15.7 14.6 17.7 18.0 -21.8 21.9 -26,4 26.0 -31.3 30.5 -36.8 35.5 -42.7 40.7 -49.0 52.3 -62.9 4 10 15.7 171 17.7 19.1 21.8 -23.6 26.4 -28.6 31.3 -34.0 36.8 39.9 42.7 -46.2 49.0 53.1 62.9 -682 4 20 15.0 18.3 16.8 18.3 60.8 22.6, 25.2 -27.3 29.9 -32.5 35.1 -38.2 40.8 -44 4 46.8 50.9 60.0 '65.5 4 50 14.0 -15.4 15.7 17.3 19.5 -21.3 23.6 -25.8 28.1 30.7 32.9 -36.1 38.2 -41.9 43.8 -48.0 56.4 -61.7 Wall 4 100 13.4 14.8 15.0 16.5 -20.3 22.4 -24.7 26.6 -29.3 31.3 -34 4 36.3 -39.9 41,6 -45.7 53,5 58,8 4 500 11.7 13.1 13.2 14.6 16.2 18.0 19.6 -21.9 23.4 -26.0 27.5 30.5 31.8 35,5 36.5 -40.7 46.9 -52.3 5 10 15.7 -211 17.7 -23.6 21.8 -292 26.4 -35.2 31.3 -42.0 36.8 -49.2 42.7 -571 49.0 -65.6 62.9 -84.2 5 20 15.0 19.6 16.8 -22.0 20.8 -272 25.2 32.9 29.9 -39.2 35.1 -46.0 40.8 53.2 46.8 -60.7 60.0 -78.5 5 50 14.0 17.8 15.7 -20.0 19.5 -24.6 23.6 -29.8 28.1 35.5 32.9 -41.5 382 -48.2 43.8 -55.3 56.4 -71,0 5 100 13.4 16.3 15.0 18.3 18.5 -22.6 22.4 -27.3 25.6 32.5 31.3 -38.2 36.3 -444 41,6 -50.9 535 -65.5 5 500 11.7 13.1 132 14.6 16.2 18.0 19.6 -21.9 23,4 -26.0 27.5 -30.5 31.8 -35.5 36.5 -40.7 46.9 52.3 020,s clt.-IFL• -4- 7-91111 1 1 I i L ci_ 61 .17_7174 _„_k) -4 I 1 i 4. p.66 4_ 1) f G 5 t *F 1 S Vt 0 C-• T-ot,L, Lea ?4) I F T NT; i 1 F-4:.#1" I t r t ._L ,QII L.- 14— 1-- 1 I 1 ,ct)t) .0 trroi_4)- Tr- 5 i -1 AA% ‘1..t,4 otook,r 63Crt, T r .1. 1028 AM 4/17/2006 BUILDING BROKERS RICHARD MADRID 8' Sidewall Columns DL +SL +WL Bending width (b)or (d2) 3 375 inches depth (d) or (d,) 4 125 inches length (I or (IA= 96 inches length (12) or (1 24 inches Moment (M) 1480.00 ft *lb E 1500000 psi Actual Bending Stress f (6 *M) /(b *(d ^2)) 1855.549' psi Theoretical Bending Capacity F' F Fb CD CM C, CL CF Cv Chi Ci Cr C Cf K L= x= KbE l 1650 16 duration 1 moisture 1 temperature 0.98 1 stability 1 size 1 volume 1 flat use 1 incision 1 repetitive member 1 curvature 1 form 0 418 189 480 /d IU1 /d, (chose higher one) lu2/d2 C K 21 /L) ^(1/x)) *(((12/d) ^(1 /x)) *(((5 125 /b) ^(1 /x)) (weak axis depth) (strong axis depth) (strong axis unsupported length) (weak axis unsupported length) (modulus of elasticity) :2588:829 psi Tables pg 9 pg 53 P9 9 pg 15 (see below) pg 50 pg 34 (see below) pg 53 pg 27 pg 27 pg 34 pg 15 C ((1 +(F /F *))/1 9)-(sgrt(((1 +(F /F *))/1 9 2)-((FbE /Fb )/0 95))) 23.272727 71111111 1 a 10 (20 for SYP, 10 for everything else) 1.278 from Figure 3G pg 18 2001 nds pg 16 2001 nds 2001 sup 2001 nds 2001 sup Table 4F 2001 nds 2001 nds 2001 sup Table 4E 2001 nds 2001 sup Table 4F 2001 nds 2001 nds 2001 nds 2001 nds C and C cannot be used at the same time. Use the smaller of the two and the larger is to 1 019.81 Stress Ratio 0 7168 Fb E' l find l RB FbE 2640 0 1500000 0 :96 68 6 9137 5 (if greater than 1 0 use 1 0) (for Glue Lam. Only) 10:28 AM 4/17/2006 Deflection Allowable (U360)= 0.2667 Allowable (U240)= 0 4000 Allowable (U180)= 0 5333 Capacity (5wL ^4)/(384EI) Capacity (PL^3) /(48EI) w ratio L/360 stress ratio 2.16 L/240 stress ratio 1 44 U180 stress ratio 1 08 L/120 stress ratio 0 72 L/90 stress ratio 0.54 L /600 stress ratio 3.5986413 U480 stress ratio 2.8789131 DEFLECTION U 167 '0 5758 D P ratio 0 0 0 w= P= I= must be less than allowable total load 185 00 0 19 740784 uniform load point load midspan plf lbs in ^4 (live load floor) (total load floor live load roof) (total load roof) 0 (total load roof) 0 (total load roof) live load 185 00 0 19 7407837 live load only 0 58 0 w ratio 2.16 1 44 1 08 072 054 3 59864133 2.87891306 P ratio 0 0 0 0 0 10:28 AM 4/17/2006 BUILDING BROKERS RICHARD MADRID 8' Sidewall Columns DL +SL +WL Compression width (b)or (d depth (d) or (d length 0i) length (1 Area 1:3:=921:8:78: inches Force 3000 0 lb E 1500000 psi Ke 1 Effective length 0 el) Effective length 0 e2) Actual Compression fc Force /Area Theoretical Compression Capacity F' F CD CM Ct CF Ci CT= C enter values KcE c l 3 375 inches 4 125 inches 1700 1 15 1 1 1 1 1 0 5318 Bending and Axial Compression (f +f /(Fe (fc /FcE))) 96 inches 24 inches .96 inches 24. inches :215.488 psi duration moisture temperature size incision (modulus of elasticity) 1:039 580.403: psi 144472.9:0842: tbs Tables pg 9 pg 53 pg 9 pg 25 pg 27 pg 29 pg 19 (see below) C 1+( FcE/ Fc 2c)-( sgrt((( 1+( FCE /Fc /2c) 2)- ((FCE/Fc c))) (weak axis depth) (strong axis depth) (strong axis unsupported length) (weak axis unsupported length) stress ratio 0.207 2001 sup 2001 nds 2001 sup 2001 nds 2001 nds 2001 nds 2001 nds 2001 nds 0.92 (must be or to 1 0) 0 531.8. 0 418 09 23.272727 chose the higher between (l /d and (1 /d (used to calculate F from Figure 3G pg 18 2001 nds Table 4F calculated Fc 1955 E' 1500000 lei /di 23.27273 lee /d2 7 1 FcEI 1158 FcE2 1.2399 10:28 AM 4/17/2006 GIRT Girls Purlins WALL GIRT DESIGN. LUMBER TYPE. LUMBER DIMENSION GIRT SPACING 32 (in) df #2 2x6e POST SPACING 10 (ft) Fb 900 (psi) AREA 8.25 in "2 DESIGN LOAD 22.6 (psf) Fv 180 (psi) Sxx 7.563 m ^3 CH= 1.5 E 1.6 (psi/le6) Ixx 20.8 in ^4 (F flat use E on edge use) BENDING w 60.27 (plf) Mmax 9040 (in -Ibs) fb 1195 (psi) actual bending stress LOAD DURATION Cd 1 6 SIZE FACTOR Cf 1.3 MSR SYP I 0 FLAT USE FACTOR Cfu 1 00 OTHER SAWN 1.3 BENDING REPETITIVE USE Cr 1 00 RATIO F'b Fb(Cd *CL *Cfu *Cr) 1872 (psi) allowable bending stress 0 64 SHEAR V wL 2 301 (lbs) SHEAR fv 3 V 2 *A 37 (psi) actual shear RATIO Fv' Fv *Cd *CH 432 (psi) allowable shear 0.08 DEFLECTION delta allowable L /120= delta maximum CONNECTION 1.00 (in) 0 41 (in) (1 -span) IF GIRTS ARE FLAT ON POSTS USE. 16d Hardened Steel Ringshank Nails 4 per Post Girt Connection (note: alternate girt slices at posts) IF GIRTS ARE ON EDGE BETWEEN POSTS USE pre manufactured joist hangers or blocking between grits THEREFORE USE. df#2 2x6e 32 0/C DEFL. RATIO 0.41 10.28 AM 4/17/2006 PURLIN Girls Purlins ROOF PURLIN DESIGN. PURLIN SPACING PURLIN SPAN ROOF DEAD LOAD ROOF SNOW LOAD ROOF WIND LOAD SHEAR Fb Fv E LUMBER TYPE. df#2 900 180 16 24 10 10 25 31 9 (psi) (Psi) (psi/1 e6) (in) (ft) (psf) (psf) (psf) SNOW LOAD wt snow dead/cos 5.92 (pli) Mxx wt cos LA2 8 10662 (in -lbs) fbxx Mxx Sxx 1410 (psi) Cd 1 15 Cr 1 15 Cf 1.30 Cfu 1 00 Fbxx' 1547 (psi) SNOW BENDING RATIO fbxx Fbxx' 0.91 Cd design load w purlin end reaction 1 15 5.92 (pli) 355 (Ibs) PITCH I 4 I IF PURLINS ARE ON EDGE ON TOP OF TRUSSES USE THEREFORE USE. df#2 2x6e RAD 0.322 area without discontinuity CH= F'v fv CONNECTION IF PURLINS ARE ON EDGE BETWEEN TRUSSES USE IF PURLINS ARE FLAT ON TOP OF TRUSSES USE PURLIN DIMENSION 2x6e (F flat use E on edge use) DIM. I AREA I Sxx I Ixx 2x6e I 8.25 I 7.563 I 20 8 wxx wind dead/cos 3 74 (pli) Mxx wxx L "2 8 6724 (in-lbs) fbxx Mxx Sxx 889 (psi) Cd 1 60 Cr 1 15 Cf 1.30 Cfu 1 00 Fbxx' 2153 (psi) WIND BENDING RATIO fbxx Fbxx' 0 41 1.333 275.9 (psi) 64.6 (psi) DEFLECTION delta allowable L /180 design load (pli) 5.92 delta max. 5wL "4/384EI delta max. wL^4 /185EI 24 O/C DEG I COS I SIN 18 4 I 0.949 I 0.316 WIND LOAD RATIO 0.23 0 67 (in) RATIO 0 48 (in) (1 -span) 0 72 0.20 (in) (2 -span) 0.30 pre manufactured joist hangers (1) -60d ringshank nail per truss, overlap purlins lft. Min each side of truss and nail purlin splices with (3) -16d nails (2) -16d ringshank nail per truss, use blocking on side of truss for nailing surface