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Home My WebLink About1316 Dutch Dr - Technical TECHNICAL Permit 1014. Address 1,1,(4) 5 q2, vs/ A 1-1 Garet-0o Project description Date the permit was finaled Number of technical pages ra roi rai SOUND STRUCTURAL SOLUTIONS J E N G I N E ER C. Anderson Homes Development Chris Anderson 1400 W Washington St, Suite 104 -178 ti I' Client Sequim, WA 98382 4 k sit/ 360 504 -1198 phone ,r. 360 504 -1199 fax 5 4 o N4 A SSS I s1008004 14 X277 Project Plan CA -1664 0 L A G I 1 Story SFR Identification CHC Architects WAC 196 -23 -070 This calculation package is intended for single use. Authorization for multiple constructions shall be noted here or in an accompanying document. Section Engineering Calculations 1 Wind Earthquake Design 2 Framing Design %V* 6628 212th Street SW, Suite 205 Lynnwood, WA 98036 Ph: 425 778 -1023 Fax: 206 260 -7490 Lateral Analysis Job# s1008004 Description C. Anderson Homes Plan CA -1664 6628 212th St SW, Suite 205 Date 8/11/2010 Lynnwood, WA 98036 PH: 425- 778 -1023 FAX: 260-260-7490 Governing Code: All references in right margin are ASCE /SEI 7 -05 unless specificly noted otherwise. [Page numbers] General Design Criteria Design p ads Dead Live Snow Mass Roof 20 25 20 Floor 10 40 10 Wall 10 10 Occupancy Category II T 1 -1 Wind Design Criteria Wind Importance Factor I 1.00 T6 -1 Basic Wind Speed 100 mph F6 -1 Surface Roughness C 6.5.6.3 Wind Exposure Category C 6.5.6.3 Topographic Factor Kzt 1.00 6.572 Internal Pressure Coefficient 0.18 F6 -5 Earthquake Design Data Seismic Importance Factor I 1.00 T11.5 -1 Seismic Design Category D T11.6 -1 Short Period Acceleration S 1.120 Ch 22 1- Second Accelleration S 0.470 Ch 22 Long- Period Transition Period T 6 sec. F22 -15 Spectral response coefficient SDS 0.79 Spectral response coefficient SD1 0.48 Site Classification D T20.3 -1 Seis. Force Resisting System A.13. T12.2 -1 Transverse Longitudinal Response Modification Factor R 6.5 6.5 T12.2 -1 Seismic Response Coefficient C 0.121 0.121 EQ 12.8 -2 Design Base Shear 9967 Ibs Analysis Procedure used Equiv. Lateral Force Procedure Ch 22.8 Section 1 s1008004 100811 LD06- 10.xls DC Wind Loads Section 6.5 SEI /ASCE 7 -05 Ridge Elevation 16.75 ft Eave Height 9.167 ft Least Horizontal Dimension, LHD 22 ft Transverse Direction Longitudinal Direction Roof Pitch 5 :12 Roof Pitch 5 :12 B Dimension 54 ft B Dimension 52 ft L Dimension 52 ft L Dimension 54 ft Wall Areas Transverse Direction (WW) Longitudinal Direction (WW) LEVEL Wall Area Roof Area LEVEL Wall Area Roof Area (sq ft) (Horiz Proj) ft) (Horiz Proj) 1 216Isq ft 262Isq ft 1 208Isq ft 383Isq ft Transverse Direction (LW) Longitudinal Direction (LW) LEVEL Wall Area Roof Area LEVEL Wall Area Roof Area ft) (Horiz Proj) ft) (Horiz Proj) 1 216Isq if 262Isq ft 1 208Isq ft 383Isq ft Wind Variables Basic Wind Speed 100 mph Directionality Factor, Kd 0.85 Buildings MWFRS 6.5.4.4, T6 -4 Wind Importance Factor 1.00 Surface Roughness C Open Terrain, scattered obstructions Wind Exposure Category C Topographic Factor,Kzt 1.00 Velocity Pres. Exp. Coeff. Kz 0.85 T6 -3 Enclosure Classification Enclosed Building Internal Pressure Coefficients, GCpi 0.18 End Zone Dimension, 2a 6.0 ft Note 9F6 -10 Mean Roof Height, h 12.959 ft Def 6.2 Velocity Pressure, qh 18.496 psf F46 -15 Section 1 s1008004 100811 _LD06- 10.xls WF(2) Design Wind Loads on Enclosed and Partially Enclosed Buildings Low -Rise Building Transverse Direction 1 2 3 4 5 6 1E 2E 3E 4E GCpf 0.54 -0.45 -0.47 -0.41 -0.45 -0.45 0.77 -0.72 -0.65 -0.60 Gcpi 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 Pressure,p 6.62 11.73 -11.97 -10.99 -11.65 -11.65 10.93 -16.63 -15.32 -14.39 Gcpi -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 Pressure,p 13.28 -5.07 -5.31 -4.33 -4.99 -4.99 17.59 -9.97 -8.66 -7.73 Longitudinal Direction 1 2 3 4 5 6 1E 2E 3E 4E GCpf 0.54 -0.45 -0.47 -0.41 -0.45 -0.45 0.77 -0.72 -0.65 -0.60 Gcpi 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 Pressure,p 6.62 -11.73 -11.97 -10.99 -11.65 -11.65 10.93 -16.63 -15.32 -14.39 Gcpi -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 Pressure,p 13.28 -5.07 -5.31 -4.33 -4.99 -4.99 17.59 -9.97 -8.66 -7.73 Main Wind Force Resisting System Design Loads Direction Transverse Longitudinal Controlling Load Case TA+ LA+ 1 7221 8579 Section 1 s1008004 100811 _LD06- 10.xls WF(2) Earthquake Loads Section 9.0 SEI /ASCE 7 -02 Effective seismic weight at Story x) roof area (ft floor area (ft story height (ft) trans -wall (ft) long -wall (ft) Diaphragm 1 2588 8 178 206 misc load trans w long w (Ibs) 51760 0 14240 16480 60000 58880 Site Clasification and Criteria Selection Short Period Acceleration (0.2 sec S/ S 1.120 1- Second Acceleration (1.0 sec SA) S 0.470 Seismic Design Category D T20.3 Site Coeffiecient, Fa 1.052 T 11.4 Site Coeffiecient, Fv 1.530 T 11.4 Seismic Use Group II Seismic Importance Factor I 1.00 Site Classification D Response Modification Factor Transverse Longitudinal R 6.5 R 6.5 Design Spectral Response Acceleration Parameters Substitute equations 11.4 -1 11.4 -2 into 11.4 -3 11.4 -4 respectively, 2 SDS= 3 'F a 'S s SDS 0.79 EQ11.4 -1/4 -3 2 S D1 —•F v•S 1 SDI 0.48 EQ 11.4 -2/4 -4 Equivalerl� Lateral Force Procedure, Seismic base shear Transverse Longitudinal C 0.020 0.020 T 12.8 x= 0.75 0.75 T 12.8 T= 0.104 sec 0.104 sec EQ 128 h 9 ft T� 6 sec Transverse Longitudinal C 0.121 0.121 Ibs EQ 12.8 (Maximum) C 0.710 0.710 Ibs EQ 12.8 3/8.4 (Minimum) C 0.010 0.010 Ibs EQ 12.8 (Minimum) C 0.010 0.010 Ibs EQ 12.8 Transverse Longitudinal V 9967 9967 Ibs EQ 12.8 Section 1 s1008004 100811 LD06- 10.xls EF Vertical Distribution. Forces at each level 12.8.3 k= 1.00 Trans Long Diaphragm w wx hx w Cy), 1 60000 58880 9 529920 1.000 529920 V 9967 9967 Ibs Diaphragm Transverse Longitudinal 1 9967 9967 Ibs Section 1 s1008004 100811 LD06- 10.xls EF Allowable Stress Design Loads per ASCE 7 -05 ch2.4 Wind Load Combination Seismic Load Combination 0.6D +W +H (0.6- 0.14S +0.7pQ +H %of DL used in OT %of DL used in OT 60% 49% Wind Design Loads F Seismic Design Loads, F p 1.30 12.34.2 Transverse Longitudinal Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) Diaphragm Force (Ibs) Force (Ibs) 1 7221 8579 1 9070 9070 Principle of Mechanics cont. P Where, v shear per linear foot of shearwall w width of shearwall h height of shearwall D resisting dead load centered over shearwall P resisting dead load at end of shearwall Shearwall calculations follow, where, V Total force in the diaphragm above story (x), pounds (Ibs) Percent of V tributary to the shearwalls (SW) in the wall line VD Force from the diaphragm above that transfers to the SW's, Ibs VT +1 Force from the SW's above that transfers to the SW's, Ibs f 1 VT Total force in the SW's (VD VT +1 Ibs L Total length of SW's (E w), feet (ft) v Linear force in the SW's (VT /L), pounds per foot (plf) V F Greater of v induced by wind or earthquake, plf Max T Maximum uplift force of the SW's, Ibs MOIAINIS v Greater of v in the sheathing induced by wind per or earthq i IT comet w Width of SW, ft h Height of SW, ft d Tributary distance of roof (used to calculate D) along the width of tt dra Tributary distance of roof (used to calculate P) adjacent to the widtl w df Tributary distance of floor (used to calculate D) along the width of the SW, ft dfa Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Tw +i Wind uplift force of the SW above that transfers to the SW, Ibs Tw Wind uplift force of the SW, Ibs Te +i Earthquake uplift force of the SW above that transfers to the SW, Ibs Te Earthquake uplift force of the SW, Ibs Section 1 s1008004 100811 LD06- 10.xls DL Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 1 1 Trans v w h d dra df dfa Tw +i Tw Te +f Te WIND E -QUAKE 483 2.88 8 5 3 1911 2532 VT x +1 483 2.88 8 5 3 1911 2532 of V x 22.0% I 22.0% VD x 1588.73 1995.455 VT x 1588.73 1995.455 276 347 Max T 1,911 2,532 L VF V 5.75 347 483 Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 2 1 Trans v w h d dra df dfa Tw +f Tw Te +f Te WIND E -QUAKE 251 4.00 8 18 18 205 869 VT x +1 251 4.00 8 18 18 205 869 of Vx I 47.0% I 47.0% 251 4.00 8 18 18 205 869 VD, 3394.104 4263.017 251 5.00 4 5 3 517 773 VT x 3394.104 4263.017 200 251 Max T 517 869 L VF V 17.00 251 251 Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear 3 1 Trans v w h d dra df dfa Tw +i Tw Te +i Te WIND E -QUAKE 77 13.67 8 5 2 -342 63 VT x +1 77 12.33 8 18 2 -1232 -790 of V X I 31.0% I 31.0% 77 6.42 8 18 2 -451 -153 VD x 2238.664 2811.777 77 4.00 8 5 2 180 363 VT x 2238.664 2811.777 61 77 Max T 180 363 L VF Vs 36.42 77 77 Section 1 s1008004 100811 LD06- 10.xls FR Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear A 1 Long v W h d d d d Tw +i Tw Te +f Te WIND E -QUAKE 44 27.58 8 5 -1160 -868 VT x +1 44 22.42 8 5 -881 -640 of V X I 24.0% I 24.0% VD x 2058.942 2176.86 VT x 2058.942 2176.86 41 44 Max T L VF V 50.00 44 44 Wall Line Story (x) Direction Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear B 1 Long v w h d d d d Tw +i Tw Te +i Te WIND E -QUAKE 198 22.00 8 15 3 -1155 -583 VTx +1 of V x I 48.0% I 48.0% VD x 4117.884 4353.719 VT x 4117.884 4353.719 187 198 Max T L VF V 22.00 198 198 Wall Line Story (x) Direct Sheathing SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift Shear C 1 Long v W h d d d d Tw +f Tw Te +i Te WIND E -QUAKE 79 32.00 8 -167 8 VT +f of V I 28.0% I 28.0% VD 2402.099 2539.67 VT 2402.099 2539.67 75 79 Max T 8 L VF V 32.00 79 79 Section 1 s1008004 100811 LD06- 10.xls SS Shear Transfer Connections Fasteners and Spacing, u N 0 N m (n (n (n U) w SD in L�l O O N N Q) N 2x Plates 3x Plates u u u u Ll1 d U 3 N N M M la 2 M N U (n n n N C Q J 153 m 00 m Cr m O� 00 7 V) z C C C C 0 C J N Q u Q u Q Q c6 'C O O FA Q t0 fO (0 (6 v -0 Q n E a a d co W V1 N N fn i n d d A 150 11 9 36 47 10 33 16 61 72 106 B 265 6 20 26 5 18 9 25 41 60 332 5 16 21 4 15 7 19 32 48 C 350 4 15 20 4 14 7 17 31 45 450 3 12 15 3 11 5 13 12 17 600 2 9 11 2 8 4 9 9 13 780 2 6 9 2 6 3 7 14 22 900 1.5 6 7 1 5 2 6 935 1.5 5 7 1 5 2 5 14 21 1190 1.0 4.5 6 1 4 2 4 11 16 Shearwall Capacities from Table 2306.3 d MINIMUM m faa NOMINAL PANEL c THICKNESS Nail or Staple size DF (inch) 6 255 7/16" 8d 6 "oc 255 350 7/16" 8d 4 "oc 395 3 505 7/16" 8d 3 "oc 505 670 7/16" 8d 2 "oc 670 g. Values apply to all veneer plywood. a. G =0.43 Thickness at point of fastening on panel [1-(0.5-0.43)] edges governs shear 0.93 values. Section 1 S1008004 100811 LD06- 10.xls ST Shear Transfer Notes [1] TABLE 11N [pg97 03NDS] Z =89 Ibs for a 16d box nail (D= 0.135) in Hem -Fir G =0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 03NDS] for wind /earthquake which is C =1.6 found in TABLE 2.3.2 [pg9 03NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg78 03NDS] for nominal lateral design values C =0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF /HF Lateral(133 /160) Z =450 Ibs [pg146 C -2005] [4] [5] for SP5F /HF Lateral(133 /160) Z =130 Ibs [pg142 C -2005] [6] the H1 is used in an F1 loading according to Simpson designations for SPF /HF Lateral(133 /160) Z =415 Ibs [pg142 C -2005] [7] the DTC is used in an F2 loading according to Simpson designations for SPF /HF Lateral(133 /160) Z =210 Ibs [pg112 C -2005] [8] TABLE 11E [pg85 03NDS] Z =570 Ibs for a 1/2" diameter bolt in 1 -1/2" side member of Hem Fir G =0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 03NDS] for wind /earthquake which is CD 1.6 found in TABLE 2.3.2 [pg9 03NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3 -inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2 -inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [9] TABLE 11E [pg85 03NDS] Z =830 Ibs for a 5/8" diameter bolt in 1 -1/2" side member of Hem Fir G =0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 03NDS] for wind /earthquake which is CD= 1.6 found in TABLE 2.3.2 [pg9 03NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3 -inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2 -inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 11E [pg85 03NDS] Z =700 Ibs for a 1/2" diameter bolt in 2 -1/2" side member of Hem Fir G =0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 03NDS] for wind /earthquake which is CD= 1.6 found in TABLE 2.3.2 [pg9 03NDS] [11] TABLE 11E [pg85 03NDS] Z =1040 Ibs for a 5/8" diameter bolt in 2 -1/2" side member of Hem Fir G =0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 03NDS] for wind /earthquake which is CD 1.6 found in TABLE 2.3.2 [pg9 03NDS] Section 1 s1008004 100811 LD06- 10.xls ST Horizontal Diaphragm Calculations APA Form #L350 Table 1 or Unblocked DF Unblocked HF Table 2306.2.1 (1) Panel Thickness Nails Case 1 All other Case 1 All other Roof Diaphragm 7/16" 8d 230 170 213.9 158.1 Floor Diaphragm 23/32" (19/32 10d 285 215 265.05 199.95 The minimum depth of horizontal diaphragm required to provide shear capacity for SEISMIC forces The minimum depth of horizontal diaphragm required to provide shear capacity for WIND forces I Specify Shear Shear Middle Roof or Shear a Stress Stress Line Story Wind Seismic or end Floor Case Ca Length (wind) (Seis) 1 1 1,589 1,995 E R All other 158.1 10.0 12.6 2 1 3,394 4,263 M R All other 158.1 10.7 13.5 3 1 2,239 2,812 E R All other 158.1 14.2 17.8 A 1 2,059 2,177 E R All other 158.1 13.0 13.8 B 1 4,118 4,354 M R All other 158.1 13.0 13.8 C 2,402 2,540 E R All other 158.1 15.2 16.1 Section 1 s1008004 100811 LD06- 10.xls HD Shear Wall Summary s1008004 C. Anderson Homes Plan CA -1664 40401 Dead Live Snow SeisMass Basic Wind Speed 100 Roof 20 25 20 Topographic Factor,Kzt 1.00 Floor 10 40 10 Surface Roughness C Wall 10 10 Wind Exposure Category C Short Period Acceleration Ss 1.1200 1- Second Acceleration S 0.4700 2 Width SW V F Stressed v Stressed Uplift Holdown Notes co 1 1 5.75 C 3 347 99% 483 96% 2532 STHD10 2 1 17.00 B 6 251 95% 251 98% 3 1 36.42 A 6 77 51% 77 30% A 1 50.00 A 6 44 29% 44 17% B 1 22.00 B 6 198 75% 198 78% C 1 32.00 A 6 79 53% 79 31% Section 1 s1008004 100811 LD06- 10.xls SW -r-vv,‘—sTvh e-b4‘cc_ f1\ 'T<S)t„t1 C—L.1*xftik 6 tv\eNt W Z7 15 or, t„Es- 111.1 xefaSa(Z.E. 1.o 3 r‘c-\ Ss •0 G 7-411r6 tO t■5 ruNZ [F (y• ?na 7A.TIS oC R43C k Sc4,A-- x rpc. 5Lio x. s }Q .N" I r (p1.5 Section 1 Wood Column )s\s10\s1008004 C Anderson CA 1664\wo 100811 code update, review response \s1008004' 100811_enercalc.ec ENERCALC, INC. 1983 -2010, Ver. 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description typical stud 24 "oc General Information Code Ref 2006 IBC, ANSI AF &PA NDS 2005 Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Used for non slender calculations) Exact Width 1.50 in Allowable Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb Tension 900.0 psi Fv 180.0 psi Area 8.250 in ^2 Cf or Cv for Compression 1.10 p p Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb Compr 900.0 psi Ft 575.0 psi ly 1.547 in ^4 Cm Wet Use Factor 1.0 Fc Prll 1,350.0 psi Density 32.210 pcf Ct Temperature Factor 1.0 Fc Perp 625.0 psi Cfu Flat Use Factor 1.0 E Modulus of Elasticity x -x Bending y -y Bending Axial Kf Built -up columns 1.0 NDS 75.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr Repetitive Yes (non glb only) Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns Load Combination 2006 IBC ASCE 7 -05 X -X (width) axis Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling 8 ft, K 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included 14.763 Ibs Dead Load Factor AXIAL LOADS Axial Load at 8.0 ft, D 0.540, S 0.90 k BENDING LOADS... Lat. Uniform Load creating Mx -x, W 0.04356 k/ft DESIGN SUMMARY Bending Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.4333 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D +W+H Top along Y -Y 0.1742 k Bottom along Y -Y 0.1742 k Governing NDS Formla Comp Mxx, NDS Eq. 3.9 -3 Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 4.027 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are Along Y -Y 0.1219 in at 4.027 ft above base Applied Axial 0.5548 k for load combination W Only Applied Mx 0.3485 k -ft Along X -X 0.0 in at 0.0 ft above base Fc Allowable 1,056.36 psi Applied 0.0 for load combination n/a si Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.1173 1 Bending Compression Tension Load Combination +D +W+H Cf or Cv Size based factors 1.300 1.100 Location of max.above base 0.0 ft Applied Design Shear 21.120 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.06366 PASS 0.0 ft 0.0 PASS 8.0 ft +D +S+H 0.1669 PASS 0.0 ft 0.0 PASS 8.0 ft +D +W+H 0.4333 PASS 4.027 ft 0.1173 PASS 0.0 ft +D+0.750L+0.750S+0.750W+H 0.3603 PASS 4.027 ft 0.0880 PASS 0.0 ft Maximum Reactions Unfac toned Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Load Combination Base Top Base Top D Only S Only W Only 0.174 0.174 Section 1 Wood Column )s1s101s1008004 C Anderson CA 16641wo 100811 code update, revie response1s1008004100811 _enercalc.ec ENERCALC, INC. 1983 -2010, Ver. 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description typical stud 24 "oc Maximum Deflections for Load Combinations Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.005 in 7.946 ft Sketches x Loads a, 41O1111. 0 0 II L N 2,46 1.50 in Loads are total entered value. Arrows do not reflect absolute direction. Section 1 Wood Beam Design )s\s10\s1008004 C Anderson CA 1664 \wo 100811 code update, revi response \s1008004100811_enercalc.ec g ENERCALC, INC. 1983 2010, Ver. 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 0 1 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend xx 1,600.0 ksi Fc Pill 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling 0(0.245 L(0 62) 4x10 Span 5.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.2450, L 0.620 klft, Tributary Width 1.0 5 DESIGN SUMMARY Desi. n OK Maximum Bending Stress Ratio 0.796 1 Maximum Shear Stress Ratio 0.640: 1 Section used for this span 4x10 Section used for this span 4x10 fb Actual 859.49 psi fv Actual 115.22 psi FB Allowable 1,080.O0psi Fv Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.875ft Location of maximum on span 0.000 ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.042 in Ratio 1657 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.058 in Ratio 1188 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +L+Lr 1 0.0581 2.904 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.487 2.487 D Only 0.704 0.704 L Only 1.783 1.783 D +L +S 2.487 2.487 D +L+Lr 2.487 2.487 Section 2 Wood Beam Design )s\s10's1008004 C Anderson CA 1664 \wo 100811 code update, review response \s1008004100811_enercalc.ec g ENERCALC, INC. 1983 -2010, Ver: 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 1-1 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7-05 Fb Compr 1,450.0 psi Ebend -xx 1,700.0 ksi Fc Pr!! 1,000.0 psi Eminbend xx 880.Oksi Wood Species SP /SP Fc Perp 650.0 psi Ebend- yy 1,300.0 ksi Wood Grade 24F V4 Fv 210.0 psi Eminbend yy 670.0 ksi Ft 875.0 psi Density 35.440 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D(0.12) S(0.15) 3.125x12 Span 16.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.120, S 0.150 k /ft, Tributary Width 1.0 fi DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio 0.533 1 Maximum Shear Stress Ratio 0.369 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb Actual 1,470.15 psi fv Actual 89.10 psi FB Allowable 2,760.00 psi Fv Allowable 241.50 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 8.250ft Location of maximum on span 0.000ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.330 in Ratio 600 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.593 in Ratio 333 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D+L +S 1 0.5933 8.333 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.228 2.228 D Only 0.990 0.990 S Only 1.238 1.238 D +L +S 2.228 2.228 Section 2 Wood Beam Design ts1s10\s1008004 C Anderson CA 1664 \wo 100811 code update, review response \s1008004100811_enercalc.ec g ENERCALC, INC. 1983 -2010, Ver: 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 1 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc PrII 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D(1.44 5(1.8) D 0.36 S 0 45 4x12 Span 5.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.360, S 0.450 k/ft, Extent 0.0 4.0 ft, Tributary Width 1.0 fi Point Load D= 1.440, S 1.80 k R 4.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio 0.680 1 Maximum Shear Stress Ratio 0.681 1 Section used for this span 4x12 Section used for this span 4x12 fb Actual 773.81 psi fv Actual 141.06 psi FB Allowable 1,138.50 psi Fv Allowable 207.00 psi Load Combination +D +S+H Load Combination +D +S41 Location of maximum on span 3.439ft Location of maximum on span 4.016ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.020 in Ratio 3218 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.035 in Ratio 1787 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +L +S 1 0.0352 2.756 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.777 3.703 D Only 1.234 1.646 S Only 1.543 2.057 D +L +S 2.777 3.703 Section 2 Wood Beam Design )s\s101s1008004 C Anderson CA 16641wo 100811 code update, revie response \s1008004100811_enercalc.ec g ENERCALC, (NC. 1983 -2010, Vex 6.0.22 ,Lic., KW= 06006655 -J Licnse Owner SOUND STRUCTURAL SOLUTIONS Description 1 -3 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc Pill 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D(1.44 S(1.8) D 0.36 S 0.45 4x12 Span 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.360, S 0.450 kilt, Extent 0.0 2.125 ft, Tributary Width 1.0 fl Point Load D= 1.440, S= 1.80k(a)2.125ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio 0.622 1 Maximum Shear Stress Ratio 0.536: 1 Section used for this span 4x12 Section used for this span 4x12 fb Actual 708.17 psi fv Actual 110.89 psi FB Allowable 1,138.50 psi Fv Allowable 207.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 2.125ft Location of maximum on span 0.000ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.010 in Ratio 5071 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.018 in Ratio 2817 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +L +S 1 0.0181 2.104 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.911 2.050 D Only 1.294 0.911 S Only 1.617 1.139 D +L +S 2.911 2.050 Section 2 Wood Beam Design ts1s10 \s1008004 C Anderson CA 1664\wo 100811 code update, review response \s1008004 100811_enercalc.ec g ENERCALC, INC. 1983 -2010, Ver. 6.0.22 Lii KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 1 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend xx 1,600.0 ksi Fc Prll 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D)O 36) S(0.45) 4Xa Span 5.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.360, S 0.450 klft, Tributary Width 1.0 fi DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio 0.812 1 Maximum Shear Stress Ratio 0.607: 1 Section used for this span 4x8 Section used for this span 4x8 fb Actual 1,092.20 psi fv Actual 125.69 psi FB Allowable 1,345.50 psi Fv Allowable 207.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 2.625ft Location of maximum on span 0.000ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.044 in Ratio 1445 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.078 in Ratio 802 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +L +S 1 0.0785 2.651 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.126 2.126 D Only 0.945 0.945 S Only 1.181 1.181 D +L +S 2.126 2.126 Section 2 Wood Beam Design )s \s10\s1008004 C Anderson CA 1664 \wo 100811 code update, review response\s1008004 100811_enercalc.ec g ENERCALC, INC. 1983 -2010, Ver: 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 1 5 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc Prll 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D)0.36 6(045 A 4x8 Span 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.360, S 0.450 k/ft, Tributary Width 1.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio 0.532 1 Maximum Shear Stress Ratio 0.492: 1 Section used for this span 4x8 Section used for this span 4x8 fb Actual 715.75 psi fv Actual 101.75 psi FB Allowable 1,345.50 psi Fv Allowable 207.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 2.125ft Location of maximum on span 0.000 ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.019 in Ratio 2723 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.034 in Ratio 1513 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +L +S 1 0.0337 2.146 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.721 1.721 D Only 0.765 0.765 S Only 0.956 0.956 D +L +S 1.721 1.721 Section 2 Wood Beam Design )s \s10\s1008004 C Anderson CA 1664 \wo 100811 code update, review response \s1008004 100811_enercalc.ec g ENERCALC, INC. 1983 -2010, Ver: 6.0.22 Lic. KW- 06006655 License Owner SOUND STRUCTURAL SOLUTIONS Description 1 6 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc PrII 1,350.0 psi Eminbend xx 580.0 ksi Wood Species Douglas Fir Larch Fc Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling D 0.36 S 0.45 III Ill 4x6 Span 3.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load D 0.360, S 0.450 klft, Tributary Width 1.0 fi DESIGN SUMMARV Desi n OK Maximum Bending Stress Ratio 0.541: 1 Maximum Shear Stress Ratio 0.495: 1 Section used for this span 4x6 Section used for this span 4x6 fb Actual 727.28 psi fv Actual 102.56 psi FB Allowable 1,345.50psi Fv Allowable 207.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 1.625ft Location of maximum on span 0.000 ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.015 in Ratio 2659 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.026 in Ratio 1477 Max Upward Total Deflection 0.000 in Ratio 0 <240 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D+1+S 1 0.0264 1.641 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.316 1.316 D Only 0.585 0.585 S Only 0.731 0.731 D +L +S 1.316 1.316 Section 2 0 DETAIL FOR COMMON AND END JACKS MU /SAC 8 -40PSF 3 /30/2004 PAGE 1 1 MAX LOADING (psi) SPACING 2 0 0 O TCL aD.D Plates Increase 1,16 BRACING Tc Ii t4.0 Lumber Increase us TOP CHORD Sheathed. MiTek Industries, Inc. BCLL 0.0 Rep Stress Incr YES BOT CHORD R) Id ceiling Western Division BcDL 10.0 9 g directly applied. MINIMUM LUMBER SIZE AND GRADE 1 TOP CHORD 2 X 4 SPF 1450F 1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E LENGTH OF EXTENSION SPLICE CAN EITHER BE 3X6 MT20 PLATES AS DESIGN REO'D 20' -0" MAX OR 22" W SAME AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MIN) NAILS 3" O.C. 2 ROWS i i •2A-0 1 8-0-0 1--- I TOP OP CHORD PITCH: 3/12 -8/12 BOTTOM CHORD PITCH: 0/12-4/12 l PITCH DIFFERENCE BETWEEN TOP AND f J r. BOTTOM CHORD TO BE "2" MIN. i SPACING= 24" O.C. �i SUPPORT AND CONNECTION BY OTHERS OR 2- f' ,(0.162 "DIA. X 3,5 LGT TOE NAILS SUPPORTS SHALL MPROVIDED CONN. W/3 16d COMMON WIRE (0.762"DIA X LGT) TOE NAILS TEN$ION OF Tp CHORD E 2 J r 3x4 a-: d CONN. W/2 16d COMMON WIRE (0.'1e701& X 3.5" LGT) TOE NAILS '3 f B-0-0 w I 6-0-0 I EXT. I 4-0-0 2-0-0 I H 2.0.0 i-- EXT. 1 EXT. 2-0-0 i CONN. W/3 l6d COMMON WIRE DIA X 3.5" LGT) TOE NAILS 2� 1 �i' J j j t 3X4' BOTTOM CHORD LENGTH MAY BE 2' -0" i OR A BEARING BLOCK. CONN. WQ 16d COMMON W IRE( 0 .162'DIA X 3.5 LGT 2 TOE NAILS OR SEE DETAIL MIUSAC•7 FOR B 0-0 PRESSUREBLOCKINGINFO. l'• 1 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. q �p G V�'ASy 9 4 '9 f' ox .f 30446 JUL 2 3 2010 A WARNING Verify dutgn parameters and READ NOTES ON TINS AND INCLUDED NAITEKREFEREN REFERENCE PAGE MU .74 WORE U. Design void for use only vr�fh Wei/ connectors. TM design u cased only parameters shown, and is for an individual b,KLng component. Sul a 10 nbec6 Lane APpicabiily of design parornenl ea and properin:orporofon of component arBs s. 1u binrol support of individual web merroers only. Ad/Nona! ;err 9 lo i °I building designer •not Truss des aner. Bracing shown Quits HeY�hss, CA, 9561 ddinor;ai pur rmunenl trocing of the dr erom etuclure is Ine sponsibl0I l the building de genera guidance rega r g of iM erecl or. A i lobiicalio;, quail control slora a, delve Safely Inlwmalion ova{ab la Irom Truss Prole inslllule. D 'Onoi o Dave, /Addison. 153719 C81eda, nS8• egordir,g f 11 69 and BCSII Buliding Component i SUPPORT OF B.C. OF STANDARD OPEN END MII/SAC 7 r JACK USING PRESSURE BLOCKS 3/30/2004 PAGE 1 "'"Ii1011'';11.1 MiTek Industries, Inc. Division Loading (PSF): Western BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truis 1 (.131"X3.0" MIN) I NAILS (typ) N.. I —.between jaCks, 1 j ack truss nailed to carrier heti- w/6 W4.131 MIN) (tYP) I I I I I i I I i 1- 1 I I CAL HIP :).--i -(-0 (—Cr SUB 1 GIRDER f f 1 i 1 1\ 1 i i 1 CAL HIP i', I I .i I I I I I I\ I GIRDER I 1 i i jr I 1 1 1 1 I 1 1 I 1 1 1 I i 1 1 1 1 i I I I 1 i 24" TYP I I 1 j 1 I I I I 1 i 1 I I i 1 I 1 1 I J PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 1•.,,,, :•=z1•:: '...'-'••=i-:: )I■- v s ga r- V .ki• 2-(.131"X3.0" MIN) NAILS (typ) s- BOTTOM CHORO OF OPEN END JACK 4: 4.4. 4,. A 0 2x4 block between jacks, nailed to carrier BC w/ 6-(.131"X3.0" MIN) NAILS 3" o.c. %Ciii /JUL 2 3 2010 A whmaNu ve. kt 4.1 paramtene und READ NOTES OW THIS AND INCLUDED &WEE BEFEDENC.E PAGE KII74 73 .i. kioim i'§e. I II77 ciiiantiack uiii" 1 t• Design ',old for use mr,r wilts be conm..-5, mil dosign is based orir upon parameters shown, ond is la on IndivirIval bujcWig camponr•ni l:tiil 0 App gtas, 561 CA, icoolity of degn paromeniais onC proper incorperolion of corrigocent is lesponsibillly of bulling designer nol buss deAciner. Brod o,E ng sboNn I t lole,o “..p 01 inilivido 01...ob nwrr.tie:1 .Ple. Aciriiii0,0 ien. 7 is:acing to i■sstre sItTaty &dog COILIriv:16n 4 li,t oiisp.3nsIblilly oi I erector, Addillors•ripairs onn', I brachg of die osie..03 Wu:lute% tho re rponsibitly ol Ilie balding designer. For clin,ar0; Qwdonc I e2vcrovj I 1 i i faia quay s coniroi, voge d el,ely, k feCnor on d boci,o ,c,r,,,,I1 ANSI/Ill Quality Criteria, D18•89 and Sall EuriclIng Component Safety InfaimatIon (walkable from Truss Piale InstiMte. 583 D'Oiloleic Drive:, Modison, WI 53719. i MiTele