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Structural Calculations ApprovedAPPROVED by City of Yelm John Rowland 06/16/2017 8:52:36 AM Lateral and Gravity Analysis For NHD 3012 -AD Lot #17 Van Trump Yelm, WA 98597 For Marijke Deutscher 1401 Marvin Road Ste. #307 -254 Lacey, WA 98516 By N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360 - 876 -2284 NLO #9871 -17 May -17 Dead Load Determination: Roof: Item Value Unit _ _ Source - - - Gypsum Board (5 /8 -in thick) 2.75 psf ASCE 7 -10, page 399, Table C3 -1 Composition 4 psf ASCE 7 -10, page 333, Table CM Roofing 2 psf ASCE 7 -10, page 332, Table C3- 1(Doubled) Plywood (1 /2 -in 2.85 psf Design of Wood Structures 6th Edition, Appendix A thick) 2.4 psf ASCE 7 -10, page 399, Table C3 -1 Loose Insulation, 6.0 psf Design of Wood Structures 6th Edition, Appendix B, 12 -in. thick Insulation, Loose 2x12 Roof Rafters 11.05 psf spaced at 16" o.c. 2.9 psf Design of Wood Structures, 6th Edition, Appendix A Total 16.05 psf Total Rounded Up 17 psf Floor: Item Value Unit Source Plywood (3 /4 -in thick) 2.4 psf ASCE 7 -10, page 332, Table C3 -1 Hardwood Flooring 4 psf ASCE 7 -10, page 333, Table CM Weight of 2x12 Joists 2.85 psf Design of Wood Structures 6th Edition, Appendix A Expanded Polystyrene, 9 -in. 1.8 psf Design of Wood Structures 6th Edition, Appendix B, thick Insulation, Expanded Polystyrene Total 11.05 psf Total Rounded Up 12 psf Siding: Item Value unit Source 2 x 6 @ 16 -in., 5/8- insulated, 3 /8 -in. 12 psf ASCE 7 -10, page 333, Table C3 -1 siding Subtract 1 /8 -in gypsum -0.55 psf ASCE 7 -10, page 332, Table C3 -1 Add 1 /8 -in. plywood siding 0.4 psf ASCE 7 -10, page 332, Table C3 -1 Windows, glass, frame, and sash 8 psf ASCE 7 -10, page 333, Table C3 -1 Total 11.85 psf Total Rounded Up 12 psf Live Load Determination: Item Value Unit Source Floor Live Loads IBC 2015, Table 1607.1, Residential under "All other IBC areas Roof Live Load 20 psf IBC 2015, Table 1607.1, Roofs under "All other construction" Floor Live Loads: 40 psf Roof Live Load(s): 20 psf Snow Load Determination: Item Value Unit Source C e 1.0 ASCE 7 -10, page 24, Table 7 -2 under "Terrain Category B, Partially Exposed" - C t 1.0 ASCE 7 -10, page 24, Table 7 -3 under "All structures except as indicated below" I_s 1.00 ASCE 7 -10, page 4, Table 1.5 -2 under "Risk Category II" C_s 1 ASCE 7 -10, page 36, Figure 7.2a, Roof Slope 5 on 12 P-9 25 psf Thurston County Website p_f 17.5 psf ASCE 7 -10, Equation 7.3 -1 p_s 17.5 psf ASCE 7 -10, Equation 7.4 -1 p_m 20 psf ASCE 7 -10, Section 7.3.4 Flat Roof Balanced Snow Load: 25 psf Wind Load Determination Assumed North Basic Dimensions Plan View 33' -0" North /South Elevation 33' -0" East /West Elevation 37' -4" 37' -4" 8' -0" 9' -0" 24' -0" Wind Forces Exposure Category B Base Wind Speed V (mph) 110 Velocity Pressure Coefficient K_z 0.66 Topographic-Factor K_zt 1 Coefficient C (P_net = C * C_net) 20.44 L _ Wind Normal to North /South Wall - I C net Walls Windward Wall 0.43 0.73 Leeward Wall -0.51 -0.21 Roofs + I - Leeward Roof -0.66 -0.35 Windward Roof Cond.1 -0.58 -0.28 Cond.2 0.031 0.34 P net Walls Leeward 9.5 + Windward Wall 8.79 14.92 Leeward Wall -10.43 -4.29 Roofs Windward + - Leeward Roof -13.49 -7.16 Windward Roof -2.20 22.61986 Cond.1 -11.86 -5.72 Cond.2 1 0.611 6.95 Roof Forces First Floor Leeward 9.5 + - Horizontal -5.19 -2.75 Vertical -12.46 -6.61 Windward 33 ft Roof Cond.1 Horizontal -4.56 -2.20 22.61986 Vertical -10.95 -5.28 Cond.2 Horizontal 0.24 2.67 Vertical 0.57 6.42 Dimensions First Floor North Wall Height 9.5 ft North Wall Length 33 ft Second Floor North Wall Height 8.5 ft North Wall Length 33 ft Roof Pitch 0.416667 Angle 22.61986 degrees Height 5.607639 ft Cond. 1 -2.20 Cond.2 0.24 2 67 8.79 14.92 Cond. 1 AL 12.46 10.95 6.61 5.28 Cond. 2 -0.57 -6.42 Diaphragm Forces North /South Roof Diaphragm West Wall Height Load (lb) 3699 North /South Second Floor 8.79 Diaphragm Load (lb) 5708 North /South Base Shear (lb) 9407 Wind Normal to East /West Wall Walls Windward Wall 0.43 0.73 Leeward Wall -0.51 -0.21 Roofs Parallel to Roof 1 -1.09 -0.79 P net Walls West Wall Height 9.5 ft Windward Wall 8.79 14.92 Leeward Wall -10.43 -4.29 Roofs West Wall Length + T - 5.19 2.75 10.43 -► 4.29 Dimensions First Floor West Wall Height 9.5 ft West Wall Length 37.33333 ft Second Floor West Wall Height 8.5 ft West Wall Length 36.33333 ft Roof Pitch 0.416667 Angle 1 22.62 degrees Leeward Roof 1 -22.28 -16.15 1 Height 15.6076391 ft 8.79 14.92 22.28 16.15 Diaphragm Forces East /West Roof Diaphragm Load (lb) 4925 East /West Second Floor Diaphragm Load (lb) 6375 East /West Base Shear (lb) 11301 10.43 4.29 Seismic Load Determination Design Maps Summary Report User - Specified Input Building Code Reference Document 2012/2035 International Building Code (which utilizes USGS hazard data available ir. 2OUB) Site Coordinates 46.94693 0N, 122.611791W Site Soli Classification Site Class D - "Stiff Solt' Risk Category I/WIII USGS- Provided Outptd S5= 1.251g 815= 1.251g SDS= 0.834g S.{ = 0.499 g S„s = 0.749 g S. = 0.499 g For information on hour the SS and S1 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1- t_m IAt tat ^oT wa h a.sa 1aG MCER Rtupsrire Spectrum j;W:,%eL r axl uxl :11X �A3 n, aae a ss wx S1J Q:r! Dasign Response Spectrum rrie:, T l'HGu9h- this irformation is a produ:t of the u.s. G- -alOgit =) Sum ey, Vra provide no taarrnrty -, expressed or imPlisd, as to the occur -+t of the data contained therein, This tool is not a substitute for technical suL -poet- matter lmovda —dga, Seismic Load Dead Loads Roof Dead Load (psf) 17 Attic Area (sqft) 0 Attic Dead Load (psf) 0 First Floor Dead Load (psf) 12 First Floor Wall Dead Load (psf) 12 First Floor Wall Height (ft) 9.500 Second Floor Dead Load (psf) 12 Second Floor Wall Dead Load (psf) 12 Second Floor Wall Height (ft) 8.500 Roof Snow Load (psf) 25.000 Diaphragms Roof Area Second Floor(sqft) 1269.17 Attic Area (sqft) 0 Roof Area First Floor (sqft) 171 Second Floor Area (sqft) 979 First Floor Wall Perimeter (ft) 139 Second Floor Wall Perimeter (ft) 139 Roof Diaphragm Weight (lb) 28648 Second Floor Diaphragm Weight (lb) 29651 Total Seismic Weight (lb) 58299 Risk Category II Site Class D le 1 S DS 0.917 S D1 0.549 S_1 0.549 C_t 0.02 h_x (ft) 25 x 0.75 T a 0.224 T L (s) 6 C s Max 0.378 C s Min 0.040 C s Min 0.000 C_s Min (u 0.040 C s 0.141 k 1 C_vR 0.65 C_v2 0.35 V (lb) 8225 V R (lb) 5319 V_2 (lb) 2906 Comparison of Wind Loads and Seismic Loads for Diaphragms: Main Residence: Roof Diaphragm: East /West Direction: Wind Load: 4925 lb Seismic Load: 5319 lb North /South Direction: Wind Load: 3699 lb Seismic Load: 5319 lb Second Floor Diaphragm: East /West Direction: Wind Load: 11301 Ib Seismic load: 8225 lb North /South Direction: Wind Load: 9407 lb Seismic Load: 8225 lb CALCULATIONS Shear Wall Design Seismic Factor(s) SDS 1 0.917 Design of Second Floor North Shear Wall Full length = 22 ft Wall Height = 8 ft F Length of Full height wall= 22 ft Max Height of opening = 0 ft of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5) V = 2660 Ibs (from Seismic calcs) Uplift Anchorage, T = Vh / CoELi = 967 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 121 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir and LRFD Vertical Load (0.9- 0.2SDs)D = 158.4 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net Uplift = -775 Ibs Uplift from above floor = 0 Ibs Net Uplift = -775 Ibs No Hold Downs Required Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD) Minimum required spacing = 19.07 in Use prescriptive nailing. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 58.61 psi Use double Stud at Ends Design of Second Floor. South Shear Wall Full length = 10.79 ft Wall Height = 8 ft E Length of Full height wall= 10.79 ft Max Height of opening = 0 ft of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5) V = 2660 Ibs (from Seismic calcs) Uplift Anchorage, T = Vh / CoELi = 1972 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 246 plf (2015 SDPWS Eqn 4.3 -9) 7/16" min w/ 8d Nails @6" edge spacing = 293.9 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir, LRFD, and Vertical Load (0.9- 0.2SD5)D = 24.36 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net uplift= 1840 Ibs Uplift from above floor = 0 Ibs Net Uplift = 1840 Ibs Hold Downs Required Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD) Minimum required spacing = 9.35 in Use prescriptive nailing. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 119.5 psi Use double Stud at Ends Design of Second Floor, West Shear Wall Full length= 18.88 ft Wall Height = 8 ft I Length of Full height wall= 18.88 ft Max Height of opening = 0 ft of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5) V = 2660 Ibs (from Seismic calcs) Uplift Anchorage, T = Vh / CoELi = 1127 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 141 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 43A) Adjusted for Hem Fir and LRFD Vertical Load (0.9- 0.2SDS)D = For Smallest S (0.9- 0.2SDS)D + 1.0(W or E) Net uplift = Uplift from above floor = Net Uplift = Hold Downs Required 24.36 plf egment 897 Ibs 0 Ibs 897 Ibs Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD) Minimum required spacing = 16.36 in Use prescriptive nailing. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 68.32 psi Use double Stud at Ends Design of Second Floor, East Shear Wall Full length = 32.33 ft Wall Height = 8 ft E Length of Full height wall= 27.83 ft Max Height of opening = 0 ft % of full height walls = 86% Shear Resistance Adjustment Factor, Co = 0.89 (2015 SDPWS Table 4.3.3.5) V = 2660 lbs (from Seismic calcs) Uplift Anchorage, T = Vh / CoELi = 859 lbs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 107 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails ae6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir and LRFD Vertical Load (0.9- 0.2SD5)D = 24.36 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net uplift = 520 lbs Uplift from above floor = 0 lbs Net Uplift = 520 lbs Hold Downs Required Shear capacity of 16d box nails = 192 lbs (NDS Table 11N, LRFD) Minimum required spacing = 21.47 in Use prescriptive nailing. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 52.05 psi Use double Stud at Ends Design of First Floor, North Shear Wall Full length= 16.04 ft E Length of Full height wall= 16.04 ft of full height walls = 100% Wall Height = 9 ft Max Height of opening = 0 ft Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5) V = 3373 Ibs (from Wind calcs) Uplift Anchorage, T = Vh / CoELi = 1892 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 210 plf (2015 SDPWS Eqn 4.3 -9) 7/16" min _w / -8d- Nails - @6 "edge spacing -= 357. 1- plf-(201 -5 SDPWS Table 4-.3A) - Adjusted for Hem Fir and LRFD 7116" min w/ 8d Nails @6" edge spacing = 317.4 plf (2015 SDPWS Table 4.3A). Adjusted for Hem Fir, LRFD, and 2 *b /h (b= 4' -0 ") Vertical Load (0.9- 0.2SDS)D = For Smallest S (0.9- 0.2SDS)D + 1.0(W or E) Net Uplift = Uplift from above floor = Net Uplift = No Hold Downs Required 356 plf egment -963 Ibs 0 Ibs -963 Ibs Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD) Minimum required spacing = 8.83 ft Use 5/8" dia Anchors at 4' -0" on center. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 114.7 psi Use double Stud at Ends Design of First Floor, Garage Shear Wall (1) Full length= 10.29 ft Wall Height = 9 ft I Length of Full height wall= 10.29 ft Max Height of opening = 0 ft of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5) V = 3188 Ibs (from Wind calcs) Uplift Anchorage, T = Vh / CoELi = 2787 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 310 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails @6" edge spacing = 498.5 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir and LRFD Vertical Load (0.9- 0.2SDS)D = 196.2 plf P -r Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net Uplift = 1778 Ibs Uplift from above floor = 0 Ibs Net Uplift = 1778 Ibs Hold Downs Required Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD) Minimum- required- spacing -= s99 -ft Use 5/8" dia Anchors at 4' -0" on center. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 168.9 psi Use double Stud at Ends Design of First Floor. South Shear Wall Full length = 5.75 ft I Length of Full height wall= 5.75 ft of full height walls = 100% Shear Resistance Adjustment Factor, Co = Wall Height = 9 ft Max Height of opening = 0 ft 1 (2015 SDPWS Table 4.3.3.5) V = 3399 Ibs (from Wind calcs) Uplift Anchorage, T = Vh / CoELi = 5320 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 591 plf (2015 SDPWS Eqn 4.3 -9) 15132" min w/ 10d Nails @2" edge spacing= 732 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir, LRFD, and 2 *b /h (b =2'- 10.5 ") Vertical Load (0.9- 0.2Sps)D = 22.95 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net Uplift = 5254 Ibs Uplift from above floor = o Ibs Net Uplift = 5254 Ibs Hold Downs Required Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD) Minimum required spacing = 3.14 ft Use 5/8" dia Anchors at 3' -0" on center. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 322.4 psi Use double Stud at Ends Design of First Floor, West Shear Wall Full length = 19.04 ft IT Length of Full height wall= 19.04 ft % of full height walls = 100% Shear Resistance Adjustment Factor, Co = Wall Height = 9 ft Max Height of opening = 0 ft 1 (2015 SDPWS Table 4.3.3.5) V = 4704 Ibs (from Wind calcs) Uplift Anchorage, T = Vh / CoELi = 2223 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 247 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A) Adjusted for Hem Fir and LRFD Vertical Load (0.9- 0.2SDS)D = 117 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net uplift = 1109 Ibs Uplift from above floor = 897 Ibs Net Uplift = 2006 Ibs Hold Downs Required Shear capacity of 5/8 dia anchors= 1856 Ibs (NDS Table 11E, LRFD) Minimum required spacing = 7.51 ft Use 518" dia Anchors at 4' -0" on center. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 134.7 psi Use double Stud at Ends Design of First Floor. East Shear Wall Full length= 33.04 ft Wall Height = 9 ft I Length of Full height wall= 29.04 ft Max Height of opening = 0 ft % of full height walls =' 88% Shear Resistance Adjustment Factor, Co = 0.96 (2015 SDPWS Table 4.3.3.5) V = 4704 Ibs (from Wind calcs) Uplift Anchorage, T = Vh / CoELi = 1518 Ibs (2015 SDPWS Eqn 4.3 -8) Unit shear force, v = V /CoELi = 169 plf (2015 SDPWS Eqn 4.3 -9) 7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 43A) Adjusted for Hem Fir and '.RFD Vertical Load (0.9- 0.2SDS)D = 117 plf For Smallest Segment (0.9- 0.2SDS)D + 1.0(W or E) Net Uplift = -181 Ibs Uplift from above floor = 520 Ibs Net Uplift = 339 Ibs No Hold Downs Required Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD) Minimum required spacing = 11.00 ft Use 5/8" dia Anchors at 4' -0" on center. Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 92.02 psi Use double Stud at Ends iw;"F0RTE" MEMBER REPORT Level, Second Floor Joists 1 piece(s) 117/8" TX@ 110 @ 16" OC Overall Length: 18'5 1/211 18'51/2" 0 p All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Member Reaction (Ibs) 611 @ 5 1/2" 910 (1.75 ") Passed (67 %) ON t_. See note 1 1.00 1.0 D + 1.0 L (Al Spans) Shear (Ibs) 611 @ 5 1/2" 1560 Passed (39 %) 1.00 1.0 D + 1.0 L (Al Spans) Moment (Ft -Ibs) 2692 @ 9' 31/4" 3160 Passed (85%) 1.00 1.0 D + 1.0 L (Al Spans) Live Load Defl. (in) 0.382 @ 9' 31/4" 0.441 Passed (L/554) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.497 @ 9' 31/4" 0.587 1 Passed (L/426) -- 1.0 D + 1.0 L (All Spans) T] -PrOTM Rating 34 Any Passed -- -- • Deflection criteria: LL (L/480) and TL (L/360). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgd, Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro- Rating include: None � Esp. 1 - Hanger on 117/8" GLB beam I 119111 01 5.50" Hangers 1.75" / - z 148 494 642 ON t_. See note 1 2 - Stud wall - HF 5.50" S.SD" 1.75" 147 49D 637 Blocking • Blotting Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and /or requirements. • a Required Bearing Length / Required Bearing Length with Web Stiffeners 1 -Face Mount Hanger IUS3.81 /11.88 2.00" N/A 10 -10d x 1 -1/2 N/A Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.wGodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and /or bested in accordance with applicable ASTM standards. For current code evaluation reports refer to http: / /www.woodbywy.com /services /s_CodeReports.aspx. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Nevi Hartman N. L. Olson & Associates. Inc (3601 8:6 -2284 nherittlan@n'oison.com PASSED System: Floor Member Type: Joist Building Use; Residential Building Code: IBC 2015 Design Methodology: Aso 1 SUSTAINABLE FORESTRY INMATIVE 5/5/2017 8:54:32 AM Forte v5.2, Design Engine: V6.6.0.14 Joist Calculations (9871).4te Page 1 of 1 1 -Uniform (PSF) 0 to 18'S 1/2" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.wGodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and /or bested in accordance with applicable ASTM standards. For current code evaluation reports refer to http: / /www.woodbywy.com /services /s_CodeReports.aspx. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Nevi Hartman N. L. Olson & Associates. Inc (3601 8:6 -2284 nherittlan@n'oison.com PASSED System: Floor Member Type: Joist Building Use; Residential Building Code: IBC 2015 Design Methodology: Aso 1 SUSTAINABLE FORESTRY INMATIVE 5/5/2017 8:54:32 AM Forte v5.2, Design Engine: V6.6.0.14 Joist Calculations (9871).4te Page 1 of 1 ON. ". "'O"I' °"" "";IdUd5 Project Title: NHD 3012 -AD 2453 Bethel Avenue Engineer: Project ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Description : earn- eslgn. Roof- Rafters Calculations per'NDS 2015, IBC BEAM Size: 2x8, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend - xx 1,300.0 ksi Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.0 ft Design Summary Wood Species: Trus Joist Max fb /Fb Ratio = 0.605. 1 fb : Actual: 1,225.29 psi at 4.667 ft in Span # 1 Fb : Allowable: 2,026.94 psi Load Comb: +120D +1.60S Max fv/FvRatio = 0.267:1 fv : Actual: 69.27 psi at 8.742 ft in Span # 1 Fv : Allowable: 259.20 psi Load Comb: +120D +1.60S Max Reactions (k) D L Lr S W E Left Support 0.17 0.19 0.23 Right Support 0.17 0.19 0.23 5, PriO& 5 MY 2017, 8:49AM Density 26.830 pcf U UUMMINU1- LUTI u.iav in uownwara iota) 0.238 in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 808 >480 Total Defl Ratio 469 >360 ize : x11.875, TimberStrand LSL, Fully Unbraced Beam self weight calculated and added to loads Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending L = 0.040 k/ft, Trib =1.333 ft Wood Species: Trus Joist Wood Grade: TimberStrand LSL 1.3E - Beam /Col Max fb /Fb Ratio Fb - Tension 1,700.0 psi Fc - Prll 1,835.0 psi Fv Fb - Compr 1,700.0 psi Fc - Perp 710.0 psi Ft 425.0 psi Ebend - xx 1,300,0 ksi Density 1,075.0 psi Eminbend - xx 660.75 ksi 44.990 pcf Applied Loads 1,858.03 psi Load Comb: Beam self weight calculated and added to loads Max fv /FvRa::o = 0.179: 1 Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 7.313 ft 46.42 psi at 0.000 ft in Span # 1 Fv: Allowable: Design Summary Load Comb: +1.20D +1.60L Max fb /Fb Ratio = 0.571 • 1 D L Lr s W E D 0.08776 L 0.2925 0.09 0.25 fb : Actual: 1,677.97 psi at 6.250 ft in Span # 1 0.09 0.25 Fb : Allowable : 2,937.60 psi Load Comb: +1.20D +1.60L Max fv/FvRatio = 0.153: 1 N : Actual: 112.47 psi at 0.000 ft in Span # 1 12.50ft, 3.5x11.875 Fv : Allowable: 734.40 psi Load Comb: +1.20D +1.60L Max Deflections Max Reactions (k) g L l r 5 W E H Downward L +Lr +S 0.254 in Downward Total 0.342 in Left Support 0.63 1.83 Right Support 0.63 1.83 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 589 >360 Total Defl Ratio 438 >180 Vllood Beam Design . "First Floor Joists ;� !:Calculations perNDS 2015, IBC 2015, CBC 201.6; ASCE 7 -10 BEAM Size: 2x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv . Fb - Compr 850 psi Fc - Perp 405 psi Ft 150 psi Ebend - xx 1300 ksi Density 525 psi Eminbend - xx 470 ksi 26.83 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, L = 0.040 k/ft, Trib =1.333 ft Design Summary Max fb /Fb Ratio = 0.367.1 fb : Actual : 681.03 psi at 4.750 ft in Span # 1 Fb : Allowable: 1,858.03 psi Load Comb: +1.20D +1.60L Max fv /FvRa::o = 0.179: 1 fv : Actual: 46.42 psi at 0.000 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D +1.60L Max Reactions (k) D L Lr s W E Left Support 0.09 0.25 Right Support 0.09 0.25 ...11 Olu u.vry III LIummara iotai UAW in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1492 >480 Total Defl Ratio 1106 >360 2453 Bethel Avenue (360) 876 -2284 r[UleU[ ime: NNU3UIZ -AU Engineer: Project ID: 9871 -17 Project Descr: SFR P IM& 5 F.AAY 2017, 8:49AM Using Load Re Wood Species: Trus Joist Wood Grade: TimberStrand LSL 1.3E - Beam /Col Fb - Tension 1,700.0 psi Fc - Pril 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pcf Fb-Compr 1,700.0 psi Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi 6raGeu with IBC 2015 Load Combinations Major Axis Bendin Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, L = 0.040 k/ft, Tdb= 8229 ft Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 kilt, Tdb= 3.50 ft Unif Load: D = 0.0120 k/ft, Tdb= 8.0 ft Point: E = -1.972 k @ 5.0 ft Point: E =1.972 k @ 8.50 ft Design Summary Max fb/Fb Ratio = 0.448; 1 fb : Actual: 1,316.17 psi at 4.500 ft in Span # 1 Fb : Allowable: 2,937.60 psi Load Comb: +1.20D +1.60L +0.50S Max fv /FvRatio = 0.155: 1 fv : Actual: 113.84 psi at 0.000 ft in Span # 1 Fv : Allowable: 734.40 psi Load Comb: +1.20D +1.60L +0.50S Max Reactions (k) 2 L Lr S W E Left Support 1.20 1.48 0.32 0.39 -0.77 Right Support 1.20 1.48 0.32 0.39 0.77 Wood Species: Fb - Tension Fb - Compr Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Trus Joist Wood Grade: Parallam PSL 1.8E 2,400.0 psi Fc - Prll 2,500.0 psi Fv 190.0 psi Ebend - xx 1,800.0 ksi 2,400.0 psi Fc - Perp 545.0 psi Ft 1,755.0 psi Eminbend - xx 914.88 ksi ��l�di!� CU• A4l•'SI{•m I•A•L•lCl•J =� 9.Oft 3.5011.875 H Downward L +Lr +S 0.077 in Downward Total 0.171 in Upward L +Lr +S -0.067 in Upward Total -0.009 in Live Load Defl Ratio 1403 >360 Total Defl Ratio 633 >240 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, 16.458 ft to 18.0 ft, Tdb= 6.50 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Tdb= 1.333 ft Point: D =1.20, Lr = 0.320, L = 1.480, S = 0.390, E = 0.7670 k @ 16.313 ft Design Summary Max fb /Fb Ratio = 0.317. 1 fb : Actual: 1,312.78 psi at 12.240 ft in Span # 1 Fb : Allowable: 4,147.20 psi Load Comb: +1.20D +1.60L +0.50S Max fv /FvRatio = 0.517: 1 fv : Actual: 169.76 psi at 17.040 ft in Span # 1 Fv : Allowable: 328.32 psi Load Comb: +1.20D +1.60L +0.50S Density 45.050 pcf ;r__._.,,,�!vs z5� ;a..,... •` - - Max Reactions (k) D L Lr 8 W E H Downward L +Lr +S 0.244 in Downward Total 0.408 in Left Support 0.38 0.62 0.04 0.05 0.07 Upward L +Lr +S -0.052 in Upward Total 0.000 in Right Support 1.51 1.82 0.48 0.59 0.70 Live Load Defl Ratio 886 >480 Total Defl Ratio 529 >360 wooG rseam uesign : Second Floor Garaqe Beam [2-41 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10 BEAM Size: 5.5x19.5, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: DF /DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend - xx 1,800.0 ksi Density 31.20 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, L = 0.040 k/ft, 9.0 ft to 22.0 ft, Tdb= 9.229 ft Unif Load: D = 0,0'170, Lr = 0.020, S = 0.0250 k/ft, 9.0 to 22.0 ft, Trib= 2.50 ft Unif Load: D = 0.0120 k/ft, 9.0 to 22.0 ft, Tdb= 8.0 ft Point: D = 1.510, Lr = 0.480, L = 1.820, S = 0.590, E = -1.277 k @ 9.125 ft Point: E =1.972 k @ 12.625 ft Point: E = -1.972 k @ 18.375 ft Point: E =1.972 k @ 21.417 ft 2453 Bethel Avenue (360) 876 -2284 Design Summary Max fb /Fb Ratio Load Comb: Max fv /FvRatio = fv : Actual: Fv : Allowable: Load Comb: Max Reactions (k Left Support Right Support rroiect I Itie: NHU 3012 -AD Engineer: Project ID: 9871 -17 Project Descr: SFR Pdnted: 5 MAY 2017. 8:49AM +1.20D +1.60L +0.50S 0.284:1 129.97 psi at 20.387 ft in Span # 1 457.92 psi +1.20D +1.60L +0.50S 2 L L-r S W E H Downward L +Lr +S 0.316 in Downward Total 0.566 in 2.10 2.48 0.47 0.59 -0.18 Upward L +Lr +S -0.008 in Upward Total 0.000 in 3.16 414 0.66 0.82 0.87 Live Load Defl Ratio 836 >360 Total Defl Ratio 466 >180 BEAM Size: 3.5x11.875, TimberStrand LSL, Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: TimberStrand LSL 1.3E - Beam /Col Fb - Tension 1,700.0 psi Fc - Prll 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pcf Fb - Compr 1,700.0 psi Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib = 18.667 ft Unif Load: D = 0.0120 k/ft, Trib= 8.0 ft Point: D = 0.1620, Lr = 0.040, S = 0.050 k @ -1.542 ft Point: D = 4.430, Lr = 4.520, L = 0.250, S = 5.650 k @ 7.229 ft Design Summary Max fb /Fb Ratio = 0.518. 1 fb : Actual: 1,521.53 psi at 4.487 ft in Span # 2 Fb : Allowable: 2,937.60 psi Load Comb: +1.20D +0.50L +1.60S, LL Comb F Max fv/FvRatio = 0.216: 1 fv : Actual: 158.93 psi at 1.680 ft in Span # 1 Fv : Allowable: 734.40 psi Load Comb: +1.20D +0.50L +1.60S, LL Comb F Max Reactions (k) 2 L Lr S W E Left Support 2.78 0.07 2.60 2.93 Right Support 5.74 0.24 5.66 7.08 3EAM Size: 3.5x11.875,1 Using Load Re Wood Species: Trus Joist Fb - Tension 1,700.0 psi Fb - Compr 1,700.0 psi H Downward L +Lr +S 0.124 in Downward Total 0.119 in Upward L +Lr +S -0.079 in Upward Total -0.070 in Live Load Defl Ratio 512 >360 Total Defl Ratio 576 >240 ce Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Grade: TimberStrand LSL 1.3E - Beam /Col Fc - Prll 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pef Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi Anvlied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120 k/ft, Trib= 8.0 ft Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib = 14.458 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib =1.333 ft Point: D=2.754, Lr = 3.240, S = 4.049 k @ 0.1875 ft Design Summary Max fb /Fb Ratio = 0.694. 1 fb : Actual : 1,804.11 psi at 4.480 ft in Span # 1 Fb : Allowable: 2,937.60 psi Load Comb: +1.20D +0.50L +1.60S Max fv /FvRatio = 0.201 :1 fv : Actual : 147.37 psi at 8.369 ft in Span # 1 Fv: Allowable: 734.40 psi Load Comb: +1.20D +0.50L +1.60S Max Reactions (k) P L Lr S W E Left Support 4.43 0.25 4.52 5.65 Right Support 1.79 0.25 1.41 1.77 �: +i•lowm- YUi`l�•` ai fi�7 rd's`+ i zF 11 Downward L +Lr +S 0.109 .in Downward Total 0.217 in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1026 >480 Total Defl Ratio 516 >360 — Nrolect I me: NHU 3012 -AD 2453 Bethel Avenue Engineer: (360) 876 -2284 Project Descr: SFR 0o 0,01pqlin PP. sgn Entrance Header j2 -81 Calculations per;NDS' 201 BEAM Size: 4x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Pril 1300 psi Fv 150 psi Ebend - xx 1300 ksi Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Point: D = 2.780, Lr = 2.60, L = 0.070, S = 2.930 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.688. 1 fb : Actual : 1,213.44 psi at 0.750 ft in Span # 1 Fb : Allowable: 1,762.56 psi Load Comb: +1.20D +0.50L +1.60S Max fv /FvRatio = 0.242:1 fv : Actual: 62.73 psi at 3.735 ft in Span # 1 Fv : Allowable: 259.20 psi Load Comb: +1.20D +0.50L +1.60S Max Reactions (k) 9 L Lr S W E Left Support 2.33 0.06 2.17 2.44 Right Support 0.48 0.01 0.43 0.49 4.50 f% 4x10 Project ID: 9871 -17 Printed: 5 MAY 2017, 8:49AM Density 26.83 p:,f H Downward L +Lr +S 0.016 in Downward Total 0.031 in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3403 >360 Total Defl Ratio 1736 >240 BEAM Size: 6x8, Sawn; Fully Braced Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend - xx Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 kilt, Tdb= 6.0 ft Design Summary Max fb/Fb Ratio = 0.736. 1 fb : Actual: 1,081.08 psi at 5.000 ft in Span # 1 Fb : Allowable: 1,468.80 psi Load Comb: +1.20D +1.60S Max fv /FvRatio = 0.229:1 fv : Actual: 59.46 psi at 9.400 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D +1.60S Max Reactions (k) D L Lr 8 W E H_ Downward L +Lr +S 0 135 Left Support 0.55 0.60 0.75 Upward L +Lr +S Right Support 0.55 0.60 0.75 Live Load Defl Ratio 1300 ksi Density 26.83 pcf 470 ksi m "W W"Wcalu l ulal u.zs4 in 0.000 in Upward Total 0.000 in 889 >360 Total Defl Ratio 513 >240 i wlcut i Iut:• I1 r1U oV I L-tAu 2453 Bethel Avenue Engineer: Proiect ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Description Garage Beam Support Columns (Stud Option) [2 -5] Je- Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10 Load Combinations Used: IBC 2015 General Irfo[nlation Analysis Method: Load Resistance Factor Design Wood Section Name 4 -2x4 End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn ( Used for non - slender calculations) Exact Width 6.0 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.10 Wood Grade Stud g Fb + 675.0 psi Fv 150.0 psi Fb - 675.0 psi Ft 400.0 psi Fc - Prll 800.0 psi Density 26.830 pcf Fc - Perp 405.0 psi Applied Mx 0.0 k -ft E : Modulus of Elasticity ... x -x Bending y -y Bending 513.54 psi Basic 1,200.0 1,200.0 +0.90D Minimum 440.0 440.0 Area 21.0 in "2 Cf or Cv for Compression 1.050 Ix 21.438 in ^4 Cf or Cv for Tension 1.10 iy 63.0 in ^4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,200.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns: X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.0 It, K =1.0 Y Y (depth) axis : Unbraced Length for X -X Axis buckling = 9.0 it K =1.0 Applied, Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 35.214 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 2.754, Lr = 3.240, S = 4.049 k DESIGN SUINMAR.Y .., , ; " Bending & Shear Check Results Lambda PASS Max. Axial+Bending Stress Ratio = 0.9111 :1 Load Combination +1.20D +1.60S Governing NDS Forumla Comp Only, fc/Fat Location of max.above base 0.0 ft At maximum location values are... Status Applied Axial 9.826 k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 513.54 psi PASS Maximum Shear Stress Ratio = 0.0:1 Load Combination +0.90D Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y Y 0.0 in at 0.0 ft above base for load combination : nla Along X -X 0.0 in at 0.0 It above base for load combination : nla Other Factors used to calculate allowable stresses ... Bending Compression Tension LRFD - Format Conversion factor 2.541 2.400 2.700 LRFD - Resistance factor 0.850 0.900 0.800 Load Combination Lambda C Maximum Axial + Bending Stress Ratios Maximum Shear Ratios p Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.600 0.450 0.3797 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr 0.800 0.354 0.4605 PASS 0.0 ft 0.0 PASS 0.0 ft +120D+0.50S 0.800 0.354 0.4981 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60Lr 0.800 0.354 0.7909 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60S 0.800 0.354 0.9111 PASS 0.0 ft 0-0- PASS 0.0 ft +1.20D+0.70S 1.000 0.290 0.5589 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D 1.000 0.290 0.2269 PASS 0.0 ft 0.0 PASS 0.0 ft 2453 Bethel Avenue (360) 876 -2284 Description Garage Beam Support Columns (Stud Option) [2 -5] rl UJUUL 1IUC. Engineer: Project Descr: imnu ouiz -mu SFR Protect ID: 9871 -17 Printed: 4 F.4AY 2017, 2:52PG1 niiaXllflUnl- RBa6tiCns - - Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -it Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+Lr 6.028 +D +S 6.838 +D+0.750Lr 5.218 +D+0.750S 5.826 +0.60D 1.673 Lr Only 3.240 S Only 4.049 I Y.L. WIQVII U r%00Vl,I0IC0 2453 Bethel Avenue (360) 876 -2284 Description : Garage Beam Support Columns (Post Option) [2 -5] Frolect I itie: NHU 3U1 Z -AU Engineer: Protect ID: 9871 -17 Project Descr: SFR Painted: 4 MAY 2017, 253PM Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10 Load Combinations Used : IBC 2015 General'lnformation Analysis Method: Load Resistance Factor Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 It Wood Member Type Sawn ( Used for non - slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Hem Fir Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb + 850.0 psi Fv 150.0 psi Fb - 850.0 psi Ft 525.0 psi Fc - Pril 1,300.0 psi Density 26.830 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 1,300.0 1,300.0 Minimum 470.0 470.0 Area 19.250 in "2 Cf or Cv for Compression 1.10 Ix 48.526 in "4 Cf or Cv for Tension 1.30 ly 19.651 in "4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built -up columns 1,0 NDS 15.3.2 1,300.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns: X -X (width) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0 Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0 „Applied Loads Lambda Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 32.280 Ibs * Dead Load Factor Maximum Shear Ratios Stress Ratio Status Location +1.40D AXIAL LOADS ... 0.302 0.3617 PASS Axial Load at 9.0 ft, D = 2.754, Lr = 3.240, S = 4.049 k 0.0 PASS DESIGN,$UMNIARY +1.20D+0.50Lr 0.800 0.232 Bending & Shear Check Results PASS 0.0 ft 0.0 PASS Max. Axial+Bending Stress Ratio = 0.8891 :1 Maximum SERVICE Lateral Load Reactions 0.800 Load Combination +1.20D +1.60S . . Top along Y Y 0.0 k Bottom along Y Y 0.0 k Governing NDS Forumla Comp Only, fc/Fd Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections 0.7718 At maximum location values are. . . Applied Axial 9.822 k ... Along Y Y 0.0 in at 0.0 It above base PASS Applied Mx 0.0 k -ft for load combination : n/a 0.232 Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 It above base 0.0 Fc: Allowable 573.90 psi for load combination : nla 1.000 0.188 0.5518 Other Factors used to calculate allowable stresses ... O.Oft PASS Maximum Shear Stress Ratio = 0.0:1 Bendino Comnression Tension Load Combination +0.90D LRFD - Format Conversion factor 2.541 2.400 2.700 Location of max.above base 0.0 ft LRFD - Resistance factor 0.850 0.900 0.800 Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results Load Combination Lambda C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +1.40D 0.600 0.302 0.3617 PASS 0.0 ft 0.0 PASS 0.0 It +1.20D+0.50Lr 0.800 0.232 0.4492 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50S 0.800 0.232 0.4859 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60Lr 0.800 0.232 0.7718 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60S 0.800 0.232 0.8891 PASS 0.0ft 0.0 PASS 0.0 ft +1.20D+0.70S 1.000 0.188 0.5518 PASS O.Oft 0.0 PASS 0.0 ft +0.90D 1.000 0.188 0.2239 PASS 0.0 ft 0.!1 PASS 0.0 ft N.L. vison & Hssociaies Project Title: NHD 3012 -AD 2453 Bethel Avenue Enoineer: Protect ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Rimed: 4 MAY 2017, 2:53PM Description: Garage Beam Support Columns (Post Option) [2 -5] MaxtmumReact[ons Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @Base @Top D Only 2.786 +D+Lr 6.025 +D +S 6.835 +D+0.7501-r 5.216 +D+0.750S 5.823 +0.60D 1.672 Lr Only 3.240 S Only 4.049 2453 Bethel Avenue (360) 876 -2284 Description Second Floor Southwest Beam Support Post 12 -9] 1 1 J-L IILIG. Engineer: Project Descr: IVI IU QV IL-MU SFR Project ID: 9871 -17 Printed: 4 MAY 2017. 4:20PM Code; References - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10 Load Combinations Used: IBC 2015 General Information Analysis Method: Load Resistance Factor Design Wood Section Name 4x12 End Fixities Top & Bottom Pinned Wood Grading /Manut Graded Lumber Overall Column Height 9.0 It Wood Member Type Sawn ( Used for non - slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 11.250 in Cf or Cv for Bending 1.10 Fb + 850.0 psi Fb - 850.0 psi Fc - Pdl 1,300.0 psi Fc - Perp 405.0 psi E : Modulus of Elasticity .. . Basic Minimum Fv 150.0 psi Area 39.375 in "2 Cf or Cv for Compression 1.0 Ft 525.0 psi Ix 415.283 in "4 Cf or Cv for Tension 1.0 Density 26.830 pcf ly 40.195 in "4 Cm : Wet Use Factor 1.0 0.0 ft At maximum location values are ... Ct : Temperature Factor 1.0 x x Bending y -y Bending Cfu : Flat Use Factor 1.0 Axial 1,300.0 1,300.0 Kf : Built-up columns 1.0 loos 1512 1,300.0 ksi Use Cr: Repetitive ? No 470.0 470.0 Brace condition for deflection (buckling) along columns : 0.0 :1 Load Combination X -X (width) axis: Unbraced Length for X -X Axis buckling = 9.0 it K =1.0 Location of max.above base 0.0 ft Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 66.027 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 5.740, Lr = 5.660, L = 0.240, S = 7.080 k DESIGN SUMMARY Bending & Shear Check Results Lambda PASS Max. Axial+Bending Stress Ratio = 0.8207:1 Load Combination +1.20D+0.50L +1.60S Governing NDS Forumla Comp Only, fc /Fd Location of max.above base 0.0 ft At maximum location values are ... O.Oft Applied Axial 18.415k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 569.88 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +0.90D Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions . . Top along Y Y 0.0 k Bottom along Y Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendino Compression Tension LRFD - Format Conversion factor 2.541 2.400 2.700 LRFD Resistance factor 0.850 0.900 0.800 Load Combination Lambda C p Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +1.40D 0.600 0.329 0.3724 PASS O.Oft 0.0 PASS 0.0 ft +1.20D+0.50Lr +1.60L 0.800 0.254 0.4537 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60L+0.50S 0.800 0.254 0.4854 PASS O.Oft 0.0 PASS 0.0 ft +1.20D +1.60Lr+0.50L 0.800 0.254 0.7194 PASS O.Oft 0.0 PASS 0.0 ft +1,20D +1.60Lr 0.800 0.254 0.7141 PASS O.Oft 0.0 PASS 0.0 ft +1.20D+0.50L +1.60S 0.800 0.254 0.8207 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D +1.60S 0.800 0.254 0.8153 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+0.50L 1.000 0.206 0.4353 PASS O.Oft 0.0 PASS 0.0 ft +1.20D+0.50L+0.50S 1.000 0.206 0.4665 PASS O.Oft 0.0 PASS 0.0 ft +1.20D+0.50L+0.70S 1.000 0.206 0.5286 PASS O.Oft 0.0 PASS 0.0 ft +0.90D 1.000 0.206 0.2294 PASS O.Oft 0.0 PASS 0.0 ft OVA.. %JIOUII 09 „000UIdWb Hroject I itie: NHD 3012 -AD 2453 Bethel Avenue Enoineer: Project ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Printed: 4 MAY 2017, 4:20PM Description : Second Floor Southwest Beam Support Post [2 -9] MaArhurn Roadlow-1 — Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 6.046 +D+Lr 11.466 +D +S 12.886 +D+0.750Lr+0.750L 10.231 +D+0.750L+0.750S 11.296 +0.60D 3.484 Lr Only 5.660 L Only 0.240 S Only 7.080 . ^ ° °.. 41W rrolect i me: INNU JW Z -AU 2453 Bethel Avenue Engineer: Project ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Description Garage Beam Support Pad [1 -1] Code: References-' - _ -- M -u = k -ft Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10 k V -z = Load Combinations Used: IBC 2015 General; Information Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil /Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reinf. _ Footing base depth below soil surface — Allow press. increase per foot of depth ft ksf Min Allow %Temp Reinf. = 0.00180 when footing base is below ft Min. Overturning Safety Factor = 1.0:1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than Use Pedestal wt for stability, mom & shear No ft D�rnensons r . , Width parallel to X -X Axis = 2.50 ft Length parallel to Z Z Axis = 2.50 ft Z Footing Thickness = 6.0 inp^ L Pedestal dimensions... px : parallel to X -X Axis = 3.50 in pz : parallel to Z -Z Axis = 5.50 in Height = 22.50 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 2.0 _ # 4 2.0 # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a = - # Bars required on each side of zone n/a X.X Smdon LooWng to +Z Zd section U.W, WtX Applied Loads D Lr L S W E H P : Column Load = 3.160 0.660 4.140 0.820 0.870 k OB : Overburden = ksf M -xx = k -ft M -u = k -ft V -x = k V -z = k 2453 Bethel Avenue (360) 876 -2284 Description : Garage Beam Support Pad [1 -1] rrujum i me: INNU 3U1 L -AU Engineer: Proiect ID: 9871 -17 Project Descr: SFR 4 riAY 2017, 211 PFA D. ESIGN SUMOMY - - - - Design O Min. Ratio Item Applied Capacity Governing Load Combination rraa U.tt;J47 Soil Bearing 1.252 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E about Z -Z a PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overtuming PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z Z 0.0 k 0.0 k No Sliding PASS 3.560 Uplift 0.6090 k 2.168 k +0.60D40.70E PASS 0.5235 Z Flexure ( +X) 1.060 k -ft 2.024 k -ft +1.20D +1.60L+0.50S PASS 0.5235 Z Flexure ( -X) 1.060 k -ft 2.024 k -ft +1.20D +1.60L+0.50S PASS 0.4474 X Flexure ( +Z) 0.9058 k -ft 2.024 k -ft +1.20D +1.60L+0.50S PASS 0.4474 X Flexure ( -Z) 0.9058 k -ft 2.024 k -ft +1.20D+1.60L+0.50S PASS 0.5636 1 -way Shear ( +X) 42.271 psi 75.0 psi +1.20D +1.60L+0.50S PASS 0.5636 1 -way Shear ( -X) 42.271 psi 75.0 psi +1.20D +1.60L+0.50S PASS 0.5099 1 -way Shear ( +Z) 38.245 psi 75.0 psi +1.20D +1.60L+0.50S PASS 0.5099 1 -way Shear ( -Z) 38.245 psi 75.0 psi +1.20D +1.60L+0.50S PASS 0.7488 2 -way Punching 112.319 psi 150.0 psi +1.20D +1.60L+0.50S - -- rtuJcoL i iuc• rinu 3u I z-Hu 2453 Bethel Avenue Engineer: Project ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Primed: 4 MAY 2017, 4:20PM Description : Girder Truss Support Pad [1 -2] Code-References - - - - -_ Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10 # 4 Bars parallel to Z -Z Axis Load Combinations Used: IBC 2015 Number of Bars = 2.0 Reinforcing Bar Size = General information ; I3andvddth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Material Properties # Bars required within zone Soil Design Values # Bars required on each side of zone fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = Ec : Concrete Elastic Modulus = 60.0 ksi 2,850.0 ksi Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = No 250.0 pcf Concrete Density = 145.0 pcf Soil /Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reinf. Footing base depth below soil surface = ft Min Allow % Temp Reinf. = 0.00180 Allow press. increase per, foot of depth = when footing base is below = ksf ft Min. Overturning Safety Factor = 1.0:1 Min. Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than Use Pedestal wt for stability, mom & shear No - ft Dimensions, Width parallel to X -X Axis = 2.50 ft Length parallel to Z -Z Axis = 2.50 It Z Footing Thickness = 6.0 in Pedestal dimensions... px : parallel to X -X Axis = 3.50 in pz : parallel to Z -Z Axis _ 3.50 in Height - 22.50 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 I3andvddth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads . X- % Section L.Mm to iZ Z -Z Section LoOWM to *X D Lr L S W E H P: Column Load = 2.754 3.240 4.049 k OB : Overburden = ksf M -xx = M -zz k -ft = k -ft V -x = k V -z - k 2453 Bethel Avenue4LW (360) 876 -2284 Description : Girder Truss Support Pad [1 -2] rroject t me: INIHU 3U'I L -AU Engineer: Proiect ID: 9871 -17 Project Descr. SFR Printed: 4 MAY 2017, 4:20mi DESIGN SUMMARY ' . -- Design Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7740 Soi! Bearing 1.161 ksf 1.50 ksf -D +S about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4712 Z Flexure ( +X) 0.9539 k -ft 2.024 k -ft +1.20D +1.60S PASS 0.4712 Z Flexure ( -X) 0.9539 k -ft 2.024 k -ft +1.20D +1.60S PASS 0.4712 X Flexure ( +Z) 0.9539 k -ft 2.024 k -ft +1.20D +1.60S PASS 0.4712 X Flexure ( -Z) 0.9539 k -ft 2.024 k -ft +1.20D +1.60S PASS 0.5073 1 -way Shear ( +X) 38.046 psi 75.0 psi +1.20D +1.60S PASS 0.5073 1 -way Shear (-X) 38.046 psi 75.0 psi +1.20D +1.60S PASS 0.5073 1 -way Shear (+Z) 38.046 psi 75.0 psi +1.20D +1.60S PASS 0.5073 1 -way Shear ( -Z) 38.046 psi 75.0 psi +1.20D +1.60S PASS 0.7906 2 -way Punching 118.597 psi 150.0 psi +1.20D +1.60S 2453 Bethel Avenue (360) 876 -2284 Description Girder Truss Support Pad [1 -3] Code - References rrolect i itle: Engineer: Project Descr: NHD 3U12 -AD SFR Project ID: 9871 -17 Primed: WAY2017. 4:30PM Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10 Number of Bars = Load Combinations Used: IBC 2015 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Generallnformation Number of Bars = 3 Reinforcing Bar Size = Material Properties Bandwidth Distribution Check (ACI 15.4.4.2) Soil Design Values Direction Requiring Closer Separation fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = Ec : Concrete Elastic Modulus = 60.0 ksi 2,850.0 ksi Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = No 250.0 pd Concrete Density = 145.0 pcf Soil /Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reinf. = Footing base depth below soil surface = ft Min Allow % Temp Reinf. = 0.00180 Allow press. increase per foot of depth = when footing base is below = ksf ft Min. Overturning Safety Factor = 1.0 ;1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than Use Pedestal wt for stability, mom & shear No - ft Dimensions Width parallel to X -X Axis = 3.250 It Length parallel to Z -Z Axis = 3.250 It Z Footing Thickness = 8.0 in F —I — Pedestal dimensions... px : parallel to X -X Axis = 3.50 in pz : parallel to Z -Z Axis = 3.50 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 4.0 in Remforping Bars parallel to X -X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads X•x section Looking ro +z Z-7. section Looking to X D Lr L S W E H P: Column Load = 5.806 5.660 0.240 7.080 k OB : Overburden = ksf ivi -xx = M -zz = k -ft k -ft V -x = k V -z = 2453 Bethel Avenue Engineer:y u Jv Project ID: 9871 -17 (360) 876 -2284 Project Descr: SFR Nn!ed: 4 F.fAY 2017. 4:30RA Description: Girder Truss Support Pad [1 -3] DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8780 Soil Bearing 1.317 ksf 1.50 ksf +D +S about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6068 Z Flexure ( +X) 1.907 k -ft 3.143 k -ft +1.20D+0.50L +1.60S PASS 0.6068 Z Flexure ( -X) 1.907 k -ft 3.143 k -ft +1.20D+0.50L +1.605 PASS 0.6068 X Flexure ( +Z) 1.907 k ft 3.143 k -ft +1.20D+0.50L +1.60S PASS 0.6068 X Flexure ( -Z) 1.907 k -ft 3.143 k -ft +1.20D+0.50L +1.60S PASS 0.5509 1 -way Shear ( +X) 41.316 psi 75.0 psi +1.20D+0.50L +1.60S PASS 0.5509 1 -way Shear ( -X) 41.316 psi 75.0 psi +1.20D+0.50L +1.60S PASS 0.5509 1 -way Shear ( +Z) 41.316 psi 75.0 psi +1.20D+0.50L +1.60S PASS 0.5509 1 -way Shear ( -Z) 41.316 psi 75.0 psi +1.20D+0.50L +1.60S PASS 0.9821 2 -way Punching 147.322 psi 150.0 psi +1.20D+0.50L +1.60S