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REVIEWED - BLDG B - CALCSRESUB SOUND STRUCTURAL SOLUTIONS Feb 05 2021 CITY OF EDMONDS E N G I N E E R 5 DEVELOPMENT SERVICES DEPARTMENT BLD2020-0151 Client SSS # J Project Identification Michel Design Rob Michel 7305 Soundview Drive Edmonds, WA 98026 206-930-2445 phone fax s2001006 22810 Edmonds Way B 4 Unit Townhouse Amy Thomas (206-579-8046) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 110 Surface Roughness B Wind Exposure Category B Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.263 1-Second Acceleration, S1 0.494 Seismic Desi n CategoryD Spectral Response Coefficient, Sps 0.842 Spectral Response Coefficient, SDI 0.496 Gravity Load Data Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System ITable 12.2-1: A-13 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.130 0.130 Transverse Longitudinal Seismic Base Shear, V 25605 Ibs Roofs: loads are psf Dead Live Snow Rafters' •Pitches <_ 8:12 15 0 25 Trusses (pitched) -Pitches <_ 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 2 Roof has direct access and is intended to be used by occupants as living space. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearing 2000 sf 2600"-+' 5000' . 1 • • a.. ^ MILE t xn r n °: 1• 'ss 260 'Y , . iR• A e w r " 22810Edmond§'Way , . 4 t A j M1 tot Rut S, Goo�gle Ea rth - Image Landsat /Copernicus �. .. y� ~�?;3 �:. ; 'a� A j" 3000 ft �. SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 22810 Edmonds Way Edmonds, Washington 98020 Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 346.66 ft (NAVD 88) Risk Category: II Latitude: 47.791974 Soil Class: D - Stiff Soil Longitude:-122.359067 I FnH �OhomlYl " �.111• , 1 . •ill k1111 --k • .H I I.I mNcn Pwet Div■ � " — 1 I ' � �I Klrkll1Tarid-.- R I[m�. t— — Fn•L Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Mon Jan 13 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Mon Jan 13 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.263 SIDS 0.842 S, 0.494 Soy 0.496 Fa 1 TL 6 Fv 1.506 PGA: 0.51 SMs 1.263 PGA M : 0.51 SM, 0.744 FPCA 1 le : 1 Seismic Design Category D Data Accessed: Mon Jan 13 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.onIine/ Page 2 of 3 Mon Jan 13 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, p9: 15 Ib/ft Elevation: 346.7 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Mon Jan 13 2020 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site -specific case studies are required to establish ground snow loads at elevations not covered. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Mon Jan 13 2020 zkw Legend _ a�} •tee _ �''`` ter.. a,-- •. tia� P'���"+ •'+a"� _ - a�''�a ♦ .K ! .',� '.a- yPr -'fig- _ lt'•` „� ..� a `.� ,"'!"'rQ�,°i�r - �t���.�, NkA rnon s ayw ,e1 �F � .:ar •x�'"�,� iiw ,�. • _ Vi P �°'".'� ,�rsr;Aw �i..T r..4��4 j �'�c-��,s,• "''-t.', s -4-- 0 %VN7 a a . T1� Ty - i `R ... .- :+, �'`�� � pia � �+w +�•�yis `� ,`r �'..� �" TVs � - y s�T �` sF- `,. � � �l.n� � r �1� f`��IQ��•yr'.. - •.}�, �.: p K4i� { `` - JI M• i.'"' � - ��"t"""t �F� t �� l� d L " ,*� � ��' - - a .yam ., �( ��,. � ,yy n � _ �1. � � T ^, 1 a, ., w• y �� ' ..p . �' �.` L - .`. , �'4 P'� v.. _,%+�. {�t .P`'.+ir �w- F,t, r'`' .,+ _ 0 "� r ,��" .ems � ,✓ s" NIV r ° ��� '�`' ' '&@ � - ,C,�- ♦' �. . r �. may. C ems, h ,.. 41 - w GooOe Earth. - Image Landsat 4 Capemjcus y.e a • � * �'- 4000. ft Topographic Effects 1 Distances below are measured from the base. Crest elev: 468 dist: 4593.6 Site elev: 355 dist: 475.2 H/2 elev: 404 dist: 1742.4 Base elev: 340 dist: 9609.6 Exposure Category B Height above local ground z= 30 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 128 ft Distance upwind of the crest to where the Lh= 2851.2 ft difference in ground elevation is half of the height of the hill. x= 4118.4 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kzt= 1.00 K1= 0.06 K2= 0.04 K3= 0.97 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True False H/Lh >= 0.04 False H = 128 True Kzt= 1.00 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2001006 Number of Diaphragms Code General Design Criteria 3 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit HF OSB 16" oc II 2010 Envelope Procedure 110 mph B B Kzt: 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.263 Sl 0.494 TL 6 SDS 0.84 Spl 0.50 D Table 12.2-1: A-13 Transverse Longitudinal 6.5 6.5 0.130 0.130 25605 25209 �0 2.5 Cd 4 0.020 hsx sec. Ibs 200113_SSSlateral_191230_s2001006 DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 31.667 ft Eave Height 27.333 ft Mean Roof Height, h 29.5 ft Least Horizontal Dimension, LHD 30 ft Transverse Direction B Dimension 30 ft L Dimension 92 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 146 sq ft 78 sq ft 2 297 sq ft sq ft 1 298 sq ft sq ft Transverse Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 146 sq ft 78 sq ft 2 297 sq ft 0 sq ft 1 298 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 92 ft L Dimension 30 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 500 sq ft 109 sq ft 2 866 sq ft sq ft 1 902 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 345 sq ft 253 sq ft 2 866 sq ft 0 sq ft 1 902 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.70 Gust Effect Factor, Gf 0.85 Velocity Pressure, gn 18.33 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelone Procedure Direction Transverse Longitudinal SUM 13921 39395 Load Case 1 1 3 2743 8216 2 1 5580 1 15272 1 1 5599 1 15907 200113_SSSlateral_191230_s2001006 WF(2) Seismic Loads Yes Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm 3 area (ft) height (ft) 2.17 Roof 1 2964 (Ibs) Mass (Ibs) 44460 unit weight (psf) trans - w, long - wx 15 54400 56060 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 80 10 Wall 65 15 Wall 85 Mass (Ibs) 19880 unit weight (psf) 7 10 15 Wall 1 150 Wall 185 Wall Mass (Ibs) 23200 Diaphragm 2 area (ft) height (ft) 1.17 Floor 1 2644 (Ibs) Mass (Ibs) 31728 unit weight (psf) trans - w, long - wx 12 73256 72490 Walls height (ft) 9.17 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 15 10 Wall 60 15 Wall 75 Mass (Ibs) 16776 unit weight (psf) 7 10 15 Wall 1 25 Wall 185 Wall Mass (Ibs) 18563 Diaphragm 1 area (ft) height (ft) 1 Floor 1 2644 (Ibs) Mass (Ibs) 31728 unit weight (psf) trans - w, long - wx 12 70011 66054 Walls height (ft) 8.17 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 10 Wall 2 165 15 Wall 75 Mass (Ibs) 22663 unit weight (psf) 7 10 15 Wall 1 25 Wall 2 185 Wall Mass (Ibs) 16538 trans - w, long - wx Sum of Effective Seismic Weights (Ibs) 225536 225536 200113_SSSlateral_191230_s2001006 EF Mapped Spectral Accelerations XPEMSA Ss 1.263 Fa 1.000 Sps 0.84 S, 0.494 Fv 1.506 Sol 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.254 sec 0.254 sec hn= 29.7 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.300 0.300 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.037 0.037 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 3 6.5 0.130 54400 7047 6.5 0.130 56060 7262 2 6.5 0.130 73256 9489 6.5 0.130 72490 9390 1 6.5 0.130 70011 9069 6.5 0.130 66054 8557 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 25605 Ibs k= 1.00 Longitudinal V = 25209 Ibs Transverse Longitudinal Diaph. hx wX wXhXk CVX wX wXhXk CVX 3 29.6677 66000 1958068 0.493 66000 1958068 0.493 2 19.501 70937 1383350 0.348 70937 1383350 0.348 1 9.167 68998 632506.4 0.159 1 68998 632506.4 0.159 3973925 3973925 Diaphragm Transverse 3 12617 Ibs 2 8913 Ibs 1 4075 Ibs SUM 25605 Longitudinal 12421 Ibs 8775 Ibs 4012 Ibs sum 25209 XPEVDS 200113_SSSlateral_191230_s2001006 EF Allowable Stress Desian Loads 2010 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 1646 4930 2 3348 9163 1 3359 9544 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 11481 11303 2 8111 7986 1 3709 3651 Principle of Mechanics - cont. 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, Vx VD), VTx+1 VTx L V VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+1 Tex Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs Total force in the SW's (VDx + VTx+1), Ibs Total length of SW's (7- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf 12.3.4.2 (Vxh Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 200113_SSSlateral_191230_s2001006 DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 3 Trans --- % Vw VE W h dr dra df dfa TwX+1 TwX Tex+1 Tex WIND SEISMIC VTx 823 5125 Wood Shrinkage v 16 101 v, amp'd 16 101 Cntrl'g 101 Max Tx -35 541 A (in) 0.011 0.074 0.94 5% 12 73 3.24 8 4 -42 474 1.00 15% 1 16 100 1 7.68 8 4 -194 541 0.98 6% 12 78 3.71 8 4 -56 495 0.92 4% 11 70 2.99 8 4 -35 460 1.00 16% 16 101 8.05 8 4 -208 539 0.94 5% 12 73 3.21 8 4 -42 472 0.94 5% 1 12 73 3.24 8 4 -42 474 1.00 16% 16 101 8.04 8 4 -208 539 L VF vs 58.00 101 101 0.96 5% 12 75 3.47 8 4 -49 485 0.96 5% 12 75 3.46 8 4 -49 484 1.00 15% 16 100 7.67 8 4 -194 541 10.941 5% 1 12 73 1 3.25 1 8 4 -43 475 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 823 6356 Wood Shrinkage v 31 239 v, amp'd 31 239 Cntrl'g 239 Max Tx 19 1678 A (in) 0.016 0.203 1.00 22% 29 226 6.29 8 4 -31 1593 1.00 26% 1 31 239L2.4 8 4 -45 1678 1.00 25% 30 234 8 4 -39 1647 0.84 4% 15 117 8 4 19 851 1.00 22% 29 226 8 4 -31 1593 L VF VS 28.67 239 239 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear. SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw VE W h dr dra df dfa Twx+j TwX Tex+1 Tex WIND E-QUAKE VTx 2497 8797 Wood Shrinkage v 53 187 v, amp'd 53 187 Cntrl'g 187 Max Tx 249 2062 A (in) 0.079 0.254 0.90 4% 31 111 3.25 9.167 0.7 192 541 1480 1.00 16% 1 52 183 7.67 9.167 0.7 249 541 2032 0.94 5% 34 121 3.70 9.167 0.7 205 541 1562 0.87 4% 30 105 3.00 9.167 0.7 184 541 1431 1.00 17% 53 187 8.04 9.167 1 10.7 248 541 1 2061 0.89 4% 31 110 3.21 9.167 0.7 191 541 1472 0.90 4% 1 31 111 3.24 1 9.167 0.71 1 192 541 1478 1.00 17% 53 187 8.05 9.167 0.7 248 541 2062 L VF vs 58.00 187 187 0.92 5% 33 116 3.46 9.167 0.7 199 541 1518 0.92 5% 33 115 3.45 9.167 0.7 198 541 1 1517 1.00 16% 52 182 7.67 9.167 0.7 249 541 2032 10.901 4% 1 31 1 111 3.26 Ii 9.167 0.7 1 1 193 541 1 1481 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2497 10795 Wood Shrinkage v 97 420 v, amp'd 97 420 Cntrl'g 420 Max Tx 723 5376 A (in) 0.075 0.234 1.00 24% 97 420 6.29 9.167 0.7 19 723 1678 5376 0.88 8% 1 61 265 3.13 9.167 19 495 1678 4039 0.88 8% 61 265 3.13 1 9.167 0.7 19 1 489 1678 1 4033 1.00 17% 85 367 5.04 9.167 1 10.7 19 629 1678 3245 1.00 19% 87 378 5.29 9.167 0.7 19 646 1678 3342 1.00 24% 1 97 420 6.29 9.167 0.7 19 723 1678 5375 L VF VS 29.19 420 420 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % Vw VE W h dr dra df dfa Twx+j TwX Tex+1 Tex WIND E-QUAKE VTx 4176 10476 Wood Shrinkage v 115 288 v, amp'd 115 288 Cntrl'g 288 Max Tx 374 2539 A (in) 0.020 0.040 1.00 5% 20 51 9.79 8.167 0.7 249 156 2062 2272 0.89 1 % 1 11 26 1 2.83 8.167 0.7 249 260 2062 2218 1.00 6% 43 108 6.12 4.21 0.7 249 341 2062 2446 1.00 6% 43 108 6.13 4.21 0.7 249 341 2062 2446 1.00 10% 62 156 6.38 3.21 1 10.7 249 374 2062 1 2504 1.00 10% 62 156 6.38 3.21 0.7 249 1 374 2062 2504 1.00 63% 1 115 288 122.88 2.21 0.7 249 304 2062 2539 L VF VS 60.50 288 288 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4176 12825 Wood Shrinkage v 339 1043 v, amp'd 359 1101 Cntrl'g 1101 Max Tx 2912 10544 A (in) 0.131 0.271 1.00 46% 339 1043 5.67 8.167 0.71 723 2912 5376 10544 1.00 46% 1 339 1043 5.67 8.167 0.7 723 2912 5376 10544 0.23 2% 82 252 1.00 1 8.167 0.7 723 1 645 5376 1 2040 0.23 2% 82 252 1.00 8.167 0.7 723 645 5376 2040 0.23 2% 82 252 1.00 8.167 1 10.7 723 645 5376 2040 0.23 2% 82 252 1.00 8.167 0.7 723 645 5376 2040 L VF Vs 15.33 1043 1101 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 607 1438 Wood Shrinkage v 40 94 v, amp'd 40 94 Cntrl'g 94 Max Tx 91 539 A (in) 0.038 0.068 1.00 42% 37 88 6.92 8 1.3 91 538 1.00 58% 40 94 8.83 8 1.3 54 539 L VF vs 15.75 94 94 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1224 2780 Wood Shrinkage v 23 51 v, amp'd 23 51 Cntrl'g 51 Max Tx 0 0 A (in) 0.020 0.030 1.00 50% 23 51 27.08 8 1.3 -628 -239 1.00 50% 23 51 27.08 8 -469 -112 L VF VS 54.17 51 51 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1232 2772 Wood Shrinkage v 46 102 v, amp'd 46 102 Cntrl'g 102 Max Tx 0 169 A (in) 0.041 0.062 1.00 100% 46 102 27.08 8 1.3 -444 169 L VF vs 27.08 102 102 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1241 2837 Wood Shrinkage v 46 105 v, amp'd 46 105 Cntrl'g 105 Max Tx 0 188 A (in) 0.041 0.063 1.00 100% 46 105 27.08 8 1.3 -442 188 L VF VS 27.08 105 105 1-1-14+ 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 3 Long --- % Vw VE w h dr dra df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE VTx 625 1476 Wood Shrinkage v 41 96 v, amp'd 41 96 Cntrl'g 96 Max Tx 99 559 A (in) 0.040 0.070 1.00 42% 38 90 6.92 8 1.3 99 556 1.00 58% 1 41 96 8.83 8 1.3 63 559 L VF Vs 15.75 96 96 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 2 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 1736 2404 Wood Shrinkage v 85 117 v, amp'd 85 117 Cntrl'g 117 Max Tx 303 1161 A (in) 0.099 0.107 1.00 100% 85 117 20.50 9.167 91 303 539 1161 L VF vs 20.50 117 117 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3498 4776 Wood Shrinkage v 65 88 v, amp'd 65 88 Cntrl'g 88 Max Tx 0 210 A (in) 0.067 0.060 1.00 50% 65 88 27.08 9.167 9 -884 -378 1.00 50% 65 88 27.08 9.167 -153 210 L VF VS 54.17 88 88 1 ELI I I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % vW VE w h dr dra df df. Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 3523 4768 Wood Shrinkage v 130 176 v, amp'd 130 176 Cntrl'g 176 Max Tx 0 597 A (in) 0.135 0.125 1.00 100% 130 176 27.08 9.167 9 -283 169 597 L VF vs 27.08 176 176 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3549 4869 Wood Shrinkage v 131 180 v, amp'd 131 180 Cntrl'g 180 Max Tx 0 651 A (in) 0.136 0.128 1.00 100% 131 180 27.08 9.167 9 -275 188 651 L VF VS 27.08 180 180 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 2 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1787 2472 Wood Shrinkage v 87 120 v, amp'd 87 120 Cntrl'g 120 Max Tx 332 1208 A (in) 0.102 0.111 1.00 100% 87 120 20.54 9.167 99 332 559 1208 L VF Vs 20.54 120 120 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 1 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 2912 2846 Wood Shrinkage v 145 141 v, amp'd 145 141 Cntrl'g 141 Max Tx 992 1920 A (in) 0.154 0.112 1.00 100% 145 141 20.13 8.167 303 992 1161 1920 L VF vs 20.13 145 141 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 5867 5688 Wood Shrinkage v 108 105 v, amp'd 108 105 Cntrl'g 105 Max Tx 221 534 A (in) 0.100 0.064 1.00 50% 108 105 27.08 8.167 9 -510 210 -53 1.00 50% 108 105 27.08 8.167 221 210 534 L VF VS 54.17 108 105 11 ELI I I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C► 1 1 Long --- % vW VE w h dr dra df df, Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 5909 5680 Wood Shrinkage v 218 210 v, amp'd 218 210 Cntrl'g 210 Max Tx 387 1189 A (in) 0.207 0.139 1.00 100% 218 210 27.08 8.167 9 387 597 1189 L VF vs 27.08 218 210 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % vw VE w h dr dra df df, Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 5952 5798 Wood Shrinkage v 220 214 v, amp'd 220 214 Cntrl'g 214 Max Tx 400 1278 A (in) 0.208 0.143 1.00 100% 220 214 27.08 8.167 9 400 651 1278 L VF VS 27.08 220 214 200113_SSSlateral_191230_s2001006 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2997 2928 Wood Shrinkage v 149 146 v, amp'd 149 146 Cntrl'g 146 Max Tx 1059 2004 A (in) 0.160 0.116 1.00 100% 149 146 20.08 8.167 332 1059 1208 2004 L VF Vs 20.08 149 146 200113_SSSlateral_191230_s2001006 FIR Shear Transfer Connections XPSTC Fasteners and Spacing 4-1 v M N O ^� W o O o M n Ln M Ln .--i o .--i Ln O� v to N- ♦' a 11, M l0 W Ln .--i N to a) .M-i ~ M .�-i 3 U, u CD u u C N 2x Plates 3x Plates f0 'O u 'fo M^. Ln M Q (D a- LO N ti U 3 x x x x .M.. -- t t — (n O Q = J 2 CO u v�i v m W `� m 3 u m Coti {/i T Z C C C On CO C C C J N Q Q Q u Q M O d fo VI d fn a O Q O Q Ln d 0 Q ro R tp fy f6 tp fu f0 +�+ y -0 E E � E Ln E co n a- a 00 d _ m W fl W (E .0 v7 (n in .ti LO .ti U) A 150 11 24 9 48 67 46 10 33 16 101 75 110 B 265 6 13 27 38 26 6 18 9 42 42 62 C 350 4 10 20 28 19 4 14 7 29 32 47 D 450 3 8 16 22 15 3 11 5 21 25 36 E 600 2 6 12 16 11 2 8 4 15 18 27 F 1190 1.0 3.0 6 8 5.5 1 4 2 7 9 13 11 17 Shearwall Capacities from SDPWS-2015 Table 4.3A L MINIMUM NOMINAL Tabulated Adjusted 3 t PANEL THICKNESS Nail or Staple size value for HF @ Ga (inch) ba on 16" oc a DF 6 242 7/16" 8d @ 6"oc 260 242 15 4 353 7/16" 8d @ 4"oc 380 353 22 3 456 7/16" 8d @ 3"oc 490 456 28 2 595 7/16" 8d @ 2"oc 640 595 42 15 1432 15/32" BOTH SIDES 10d @ 2"oc 1540 1432 104 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. Shears are permitted to greater. This office decreases the wind sheathing shear, v s, be increased 3. G=0.43 [I - demand by this factor rather than using the increased capacity. to values (0.5-0.43)] _ That way, only one set of capacities is needed for simplicity. shown for 0.93 15/32-inch sheathing... 200113_SSSlateral_191230_s2001006 ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] 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 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an Fl direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 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 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 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 required by design. [9] TABLE 12E [pg97 NDS] Z=860 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 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 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 12E [pg97 NDS] Z=730 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 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 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 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 200113_SSSlateral_191230_s2001006 ST Shear Wall Summary A Width SW vF Stressed vs Stressed Notes 1 3 58.00 A 6 101 68% 101 42% 2 3 28.67 B 4 239 90% 239 68% A 3 15.75 A 6 94 63% 94 39% B 3 54.17 A 6 51 34% 51 21 % C 3 27.08 A 6 102 68% 102 42% D 3 27.08 A 6 105 70% 105 43% E 3 15.75 A 6 96 64% 96 40% 1 2 58.00 B 6 187 70% 187 77% 2 2 29.19 E 2 420 70% 420 71 % A 2 20.50 A 6 117 78% 117 48% B 2 54.17 A 6 88 59% 88 36% C 2 27.08 B 6 176 66% 176 73% D 2 27.08 B 6 180 68% 180 74% E 2 20.54 A 6 120 80% 120 50% 1 1 60.50 C 4 288 82% 288 81 % 2 1 15.33 F 15 1043 88% 1101 77% A 1 20.13 B 6 145 55% 141 58% B 1 54.17 A 6 108 72% 105 43% C 1 27.08 B 6 218 82% 210 87% D 1 27.08 B 6 220 83% 214 89% E 1 20.08 B 6 149 56% 146 60% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 200113_SSSlateral_191230_s2001006 SW Holdown Summary J T (n Uplift W Uplift E Holdown 1 3 -35 541 2 3 19 1678 MSTC40 (b) A 3 91 539 B 3 0 0 C 3 0 169 D 3 0 188 E 3 99 559 1 2 249 2062 MSTC40 (b) 2 2 723 5376 OMST60 A 2 303 1161 MSTC40 (b) B 2 0 210 C 2 0 597 D 2 0 651 E 2 332 1208 MSTC40 (b) 1 1 374 2539 STHD14 (b) 2 1 2912 10544 HDU14 (b) A 1 992 1920 STHD14 (b) B 1 221 534 C 1 387 1189 STHD14 (b) D 1 400 1278 STHD14 (b) E 1 1059 2004 STHD14 (b) Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 2650@ 63% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 78% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 6235@ 86% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 44% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 46% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5345 @ 47% 5345 @ 7% 5345 @ 7% DNA 3815 @ 67% 3815 @ 67% DNA 14445 @ 73% 14445 @ 20% 14445 @ 20% 14445 @ 20% 14445 @ 73% 14445 @ 73% 14445 @ 73% 5345 @ 36% 5345 @ 19% 5345 @ 19% 4210 @ 24% 3815 @ 50% 3815 @ 50% 3500 @ 55% 5345 @ 22% 5345 @ 7% 5345 @ 7% 4210 @ 9% 3815 @ 31% 3815 @ 31% 3500 @ 34% 5345 @ 24% 5345 @ 7% 5345 @ 7% 4210 @ 10% 3815 @ 34% 3815 @ 34% 3500 @ 37% 5345 @ 37% 5345 @ 20% 5345 @ 20% 4210 @ 25% 3815 @ 53% 3815 @ 53% 3500 @ 57% 200113_SSSlateral_191230_s2001006 SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 1 7/16" 8d 230 170 Floor Diaphragm 1 23/32" (19/32") 10d 285 215 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 Unblocked HF Case 1 All other 213.9 158.1 265.05 199.95 Line Story Wind Seismic Middle or end Roof or Floor Case Shear Cap. Specify a Length Shear Stress wind Shear Stress Seis 1 3 823 5,125 E R All other 158.1 5.2 32.4 2.3 823 6,356 E R All other 158.1 1 5.2 40.2 A 3 607 1,438 E R All other 158.1 3.8 9.1 B 3 1,224 2,780 E R All other 158.1 7.7 17.6 C 3 1,232 2,772 E R All other 158.1 7.8 17.5 D 3 1,241 2,837 E R All other 158.1 7.9 17.9 E 3 625 1 1,476 E R All other 158.1 4.0 9.3 1 2 1,674 3,672 E F All other 199.95 8.4 18.4 2 2 1,674 4,439 E F All other 199.95 8.4 22.2 A 2 1,129 966 E F All other 199.95 5.6 4.8 B 2 2,274 1,996 E F All other 199.95 11.4 10.0 C 2 1 2,291 1 1,996 E F All other 1 199.95 1 11.5 1 10.0 D 2 1 2,307 1 2,032 1 E I F I All other 1 199.95 1 11.5 1 10.2 E 2 1 1,162 1 996 1 E I F I All other 1 199.95 1 5.8 1 5.0 Gray Scaled Areas draw attention to the fact that a calculation of shear XPIRR transfer through the horizontal diaphragm is being 200113_SSSlateral_191230_s2001006 HD Shear Wall Deflection & Story Drift Summary J Cu o cn Width Story Height Wind Deflection Elastic Seismic Deflection [p = 1.01 NO SHRINK SRINK ONLY Inelastic Seismic Deflection [Cd = 4] Allowable Dri Drift Drift Check 1 3 58.00 8 0.01 0.07 0.07 0.00 0.30 1.9 15% OK 2 3 28.67 8 0.02 0.20 0.20 0.00 0.81 1.9 42% OK A 3 15.75 8 0.04 0.07 0.07 0.00 0.27 1.9 14% OK B 3 54.17 8 0.02 0.03 0.03 0.00 0.12 1.9 6% OK C 3 27.08 8 0.04 0.06 0.06 0.00 0.25 1.9 13% OK D 3 27.08 8 0.04 0.06 0.06 0.00 0.25 1.9 13% OK E 3 15.75 8 0.04 0.07 0.07 0.00 0.28 1.9 15% OK 1 2 58.00 9.167 0.08 0.25 0.25 0.00 1.02 2.2 46% OK 2 2 29.19 9.167 0.07 0.23 0.23 0.00 0.94 2.2 43% OK A 2 20.50 9.167 0.10 0.11 0.11 0.00 0.43 2.2 20% OK B 2 54.17 9.167 0.07 0.06 0.06 0.00 0.24 2.2 1 1 % OK C 2 27.08 9.167 0.13 0.12 0.12 0.00 0.50 2.2 23% OK D 2 27.08 9.167 0.14 0.13 0.13 0.00 0.51 2.2 23% OK E 2 20.54 9.167 0.10 0.11 0.11 0.00 0.44 2.2 20% OK 1 1 60.50 8.167 0.02 0.04 0.04 0.00 0.16 2.0 8% OK 2 1 15.33 8.167 0.13 0.27 0.27 0.00 1.08 2.0 55% OK A 1 20.13 8.167 0.15 0.11 0.11 0.00 0.45 2.0 23% OK B 1 54.17 8.167 0.10 0.06 0.06 0.00 0.25 2.0 13% OK C 1 27.08 8.167 0.21 0.14 0.14 0.00 0.56 2.0 28% OK D 1 27.08 8.167 0.21 0.14 0.14 0.00 0.57 2.0 29% OK E 1 20.08 8.167 0.16 0.12 0.12 0.00 0.47 2.0 24% OK 200113_SSSlateral_191230_s2001006 SW W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ibs1s201s20011s2001006-22810EdmondsWayB1wo2001131200113_enercalctrib_190129_s2001006(3rd).ec6. y Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . - ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION,' Description : GT (3-1) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in14 D(O.075) S(O.125) X Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) I �1 �9L�3►`h�9uh �GI:�'I Maximum Bending = 13.225 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 11.500 ft Maximum Deflection Max Downward Transient Deflection 0.274 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.438 in Max Upward Total Deflection 0.002 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Maximum Shear = 2.30 k Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1008 63559 630 176555 Summary of Moment Values (k-ft) Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.00 ft 1 13.23 13.23 2.30 D Only Dsgn. L = 23.00 ft 1 4.96 4.96 0.86 +D+S Dsgn. L = 23.00 ft 1 13.23 13.23 2.30 +D+0.750S Dsgn. L = 23.00 ft 1 11.16 11.16 1.94 +1.140D Dsgn. L = 23.00 ft 1 5.65 5.65 0.98 +1.105D+0.750S Dsgn. L = 23.00 ft 1 11.68 11.68 2.03 +0.60D Dsgn. L = 23.00 ft 1 2.98 2.98 0.52 +0.460D Dsgn. L = 23.00 ft 1 2.28 2.28 0.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.4377 11.615 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.300 2.300 Overall MINimum D Only 0.863 0.863 +D+S 2.300 2.300 +D+0.750S 1.941 1.941 +0.60D 0.518 0.518 S Only 1.438 1.438 Project Title: Engineer: Project ID: Project Descr: Wood Beam &b s201s200%2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 3-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.86) S(1.44) D 0.015 S 0.025) D(0.1725 S 0 0.0287515) S(0.025) 4x10 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 » 5.0 ft, Tributary Width =11.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 5.0 » 6.0 ft, Tributary Width =1.0 ft, (ROOF) Point Load : D = 0.860, S =1.440 k @ 5.0 ft, (3-1 R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.661: 1 Maximum Shear Stress Ratio = 0.679 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 821.37 psi fv : Actual = 140.46 psi FB : Allowable = 1,242.00 psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.701 ft Location of maximum on span = 6.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1883>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.061 in Ratio = 1178>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.317 0.325 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.28 307.64 972.00 1.13 52.58 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.661 0.679 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.42 821.37 1242.00 3.03 140.46 207.00 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.558 0.572 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.88 692.94 1242.00 2.56 118.49 207.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.203 0.208 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.46 350.71 1728.00 1.29 59.94 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s200%2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.420 0.431 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.02 725.24 1728.00 2.68 124.01 288.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.107 0.110 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.77 184.59 1728.00 0.68 31.55 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.082 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.59 141.52 1728.00 0.52 24.19 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0611 3.153 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.848 3.032 Overall MINimum 1.156 1.897 D Only 0.693 1.135 +D+S 1.848 3.032 +D+0.750S 1.559 2.557 +0.60D 0.416 0.681 S Only 1.156 1.897 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ibs1s201s20011s2001006-22810EdmondsWayB1wo200113\200113_enercalctrib_190129_s2001006(3rd).ec6. y Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . - ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION,' Description : G.T. (3-3) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in14 D(O.015) S(O.025) D(O.07125) S(O.11875) ,JD(0.06) S(O.1) � X Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 --» 2.50 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 2.50 --» 13.0 ft, Tributary Width = 4.750 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent =13.0 -->> 23.0 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 14.420 k-ft +D+S Span # 1 11.270 ft Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 0.297 in 928 0.005 in 58307 0.476 in 580 0.002 in 161964 +D+S Span # 1 0.000 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.00 ft 1 D Only Dsgn. L = 23.00 ft 1 +D+S Dsgn. L = 23.00 ft 1 +D+0.750S Dsgn. L = 23.00 ft 1 +1.140D Dsgn. L = 23.00 ft 1 +1.105D+0.750S Dsgn. L = 23.00 ft 1 +0.60D Dsgn. L = 23.00 ft 1 +0.460D Dsgn. L = 23.00 ft 1 Overall Maximum Deflections 14.42 14.42 2.51 5.41 5.41 0.94 14.42 14.42 2.51 12.17 12.17 2.12 6.16 6.16 1.07 12.73 12.73 2.22 3.24 3.24 0.56 2.49 2.49 0.43 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4755 11.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ibs1s201s20011s2001006-22810EdmondsWayB1wo2001131200113_enercalctrib_190129_s2001006(3rd).ec6. y Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : G.T. (3-3) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum D Only 0.941 0.902 +D+S 2.509 2.406 +D+0.750S 2.117 2.030 +0.60D 0.564 0.541 S Only 1.568 1.504 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION'� Description : 3-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.10125) S(0.16875) 2-2x6 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.190 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 240.99psi fv : Actual = 36.82 psi FB : Allowable = 1,270.75psi Fv : Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 6292>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.009 in Ratio = 3932>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.091 0.102 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.11 90.37 994.50 0.15 13.81 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.190 0.213 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.30 240.99 1270.75 0.41 36.82 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.160 0.180 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.26 203.34 1270.75 0.34 31.07 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.058 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 103.02 1768.00 0.17 15.74 240.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.120 0.135 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 212.83 1768.00 0.36 32.52 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.031 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 54.22 1768.00 0.09 8.28 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.024 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.57 1768.00 0.07 6.35 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0092 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.405 0.405 Overall MINimum 0.253 0.253 D Only 0.152 0.152 +D+S 0.405 0.405 +D+0.750S 0.342 0.342 +0.60D 0.091 0.091 S Only 0.253 0.253 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION'� Description : 3-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 11 4x6 Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.455 1 Maximum Shear Stress Ratio = 0.226 : 1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual = 612.04psi fv : Actual = 46.75 psi FB : Allowable = 1,345.50psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 1524>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.076 in Ratio = 952>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.218 0.108 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.34 229.52 1053.00 0.23 17.53 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.455 0.226 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 612.04 1345.50 0.60 46.75 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.384 0.191 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.76 516.41 1345.50 0.51 39.45 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.140 0.069 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 261.65 1872.00 0.26 19.99 288.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.289 0.143 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.79 540.51 1872.00 0.53 41.29 288.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.074 0.037 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1872.00 0.14 10.52 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.056 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 105.58 1872.00 0.10 8.06 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0756 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.600 0.600 Overall MINimum 0.375 0.375 D Only 0.225 0.225 +D+S 0.600 0.600 +D+0.750S 0.506 0.506 +0.60D 0.135 0.135 S Only 0.375 0.375 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION'� Description : 3-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination iBC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1875 4x8 Span = 6.0 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =12.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6541 Maximum Shear Stress Ratio = 0.428 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 880.58psi fv : Actual = 88.67 psi FB : Allowable = 1,345.50psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio = 1396>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.082 in Ratio = 873>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.314 0.205 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.84 330.22 1053.00 0.56 33.25 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.654 0.428 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.25 880.58 1345.50 1.50 88.67 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.552 0.361 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.90 742.99 1345.50 1.27 74.82 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.201 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.96 376.45 1872.00 0.64 37.91 288.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.415 0.272 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.99 777.67 1872.00 1.32 78.31 288.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.106 0.069 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 198.13 1872.00 0.34 19.95 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ibs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (3rd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.081 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 151.90 1872.00 0.26 15.30 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0825 3.022 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.500 1.500 Overall MINimum 0.938 0.938 D Only 0.563 0.563 +D+S 1.500 1.500 +D+0.750S 1.266 1.266 +0.60D 0.338 0.338 S Only 0.938 0.938 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ibs1s201s20011s2001006-22810EdmondsWayB1wo200113\200113_enercalctrib_190129_s2001006(3rd).ec6. y Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . - ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION,' Description : G.T. (3-7) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O.015) S(O.025) D(O.07125) S(O.11875) D(O.06) S(O.1) X Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 7.250 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 7.250 -->> 17.750 ft, Tributary Width = 4.750 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 17.750 -->> 23.0 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 14.608 k-ft Maximum Shear = +D+S Load Combination Span # 1 Span # where maximum occurs 11.615 ft Location of maximum on span 0.301 in 918 0.005 in 58179 0.481 in 574 0.002 in 161611 +D+S Span # 1 23.000 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.00 ft 1 D Only Dsgn. L = 23.00 ft 1 +D+S Dsgn. L = 23.00 ft 1 +D+0.750S Dsgn. L = 23.00 ft 1 +1.140D Dsgn. L = 23.00 ft 1 +1.105D+0.750S Dsgn. L = 23.00 ft 1 +0.60D Dsgn. L = 23.00 ft 1 +0.460D Dsgn. L = 23.00 ft 1 Overall Maximum Deflections 14.61 14.61 2.47 5.48 5.48 0.93 14.61 14.61 2.47 12.33 12.33 2.09 6.24 6.24 1.06 12.90 12.90 2.18 3.29 3.29 0.56 2.52 2.52 0.43 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4808 11.615 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ibs1s201s20011s2001006-22810EdmondsWayB1wo2001131200113_enercalctrib_190129_s2001006(3rd).ec6. y Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : G.T. (3-7) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum D Only 0.916 0.927 +D+S 2.444 2.471 +D+0.750S 2.062 2.085 +0.60D 0.550 0.556 S Only 1.527 1.544 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.012) L(0.04) D(0.10125) S(0.16875) 3.5x14.0 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.2101 Maximum Shear Stress Ratio = 0.172 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb : Actual = 552.54psi fv : Actual = 61.39 psi FB : Allowable = 2,628.39psi Fv : Allowable = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 3367>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.085 in Ratio = 1487>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.150 0.123 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.94 308.45 2057.00 1.12 34.27 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.160 0.131 1.00 0.983 1.00 1.00 1.00 1.00 1.00 3.49 366.31 2285.56 1.33 40.70 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.210 0.172 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.26 552.54 2628.39 2.01 61.39 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.204 0.167 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.10 534.91 2628.39 1.94 59.43 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 10.50 ft 1 0.096 0.079 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.35 351.63 3656.89 1.28 39.07 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.155 0.127 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.41 567.29 3656.89 2.06 63.03 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.051 0.041 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.76 185.07 3656.89 0.67 20.56 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.039 0.032 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.35 141.89 3656.89 0.51 15.77 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0847 5.288 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.006 2.006 Overall MINimum 0.886 0.886 D Only 1.120 1.120 +D+L 1.330 1.330 +D+S 2.006 2.006 +D+0.750L+0.750S 1.942 1.942 +0.60D 0.672 0.672 L Only 0.210 0.210 S Only 0.886 0.886 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-2 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(021) S(0.89) D(0.1) Applied Loads 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi 3.5x14.0 * 3.5x14.0 iSpan = 1.50 f:I Span = 7.750 ft Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 3980>=360 -0.006 in Ratio = 5710>=360 0.018 in Ratio = 1964>=240. -0.013 in Ratio = 6918>=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.750 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.52 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.93 58.97 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-2 A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv Pv Length = 7.750 ft 2 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.52 58.97 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.750 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.71 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.750 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 1.41 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.750 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.60 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.750 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 1.47 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.750 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.31 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.750 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.24 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0183 0.000 0.0000 0.000 L Only 2 0.0130 4.027 +D+S -0.0134 3.074 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.947 0.894 Overall MINimum 1.165 -0.181 D Only 1.941 0.034 +D+L 3.450 0.894 +D+S 3.106 -0.148 +D+0.750L+0.750S 3.947 0.543 +0.60D 1.164 0.020 L Only 1.510 0.860 S Only 1.165 -0.181 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-2 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(021) S(0.89) D(0.1) Applied Loads 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi 3.5x14.0 * 3.5x14.0 iSpan = 1.50 f:I Span = 7.750 ft Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 6.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 3980>=360 -0.008 in Ratio = 12153>=360 0.019 in Ratio = 1930>=240. -0.014 in Ratio = 6771 >=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.750 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.52 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.93 58.97 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-2 C Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 7.750 ft 2 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 0.59 58.97 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.750 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.71 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.750 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 0.71 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.750 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.60 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.750 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 0.77 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.750 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.31 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.750 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.24 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+0.750L+0.750S 1 0.0186 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0137 3.074 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.249 -0.181 Overall MINimum 1.165 0.020 D Only 1.941 0.034 +D+L 2.520 -0.036 +D+S 3.106 -0.148 +D+0.750L+0.750S 3.249 -0.155 +0.60D 1.164 0.020 L Only 0.580 -0.070 S Only 1.165 -0.181 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-3 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(021) S(0.89) D(0.1) 11 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi 3.5x14.0 * 3.5x14.0 iSpan = 1.50 f:I Span = 7.750 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 R) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.750 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 3980>=360 -0.012 in Ratio = 2906>=360 0.017 in Ratio = 2180>=240. -0.005 in Ratio = 7316>=240. = 0.225 : 1 3.5x14.0 69.79 psi 310.00 psi +D+L = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.750 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.70 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.225 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 2.28 69.79 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-3 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv Pv Length = 7.750 ft 2 0.123 0.225 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.68 281.63 2285.56 2.28 69.79 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.750 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.88 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.750 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.02 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.750 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.80 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.750 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.09 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.750 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.42 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.750 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.32 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+S 1 0.0165 0.000 0.0000 0.000 L Only 2 0.0229 3.983 +D+S -0.0007 0.087 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.557 1.650 Overall MINimum 1.165 -0.181 D Only 2.115 0.208 +D+L 4.206 1.650 +D+S 3.280 0.027 +D+0.750L+0.750S 4.557 1.153 +0.60D 1.269 0.125 L Only 2.091 1.442 S Only 1.165 -0.181 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-3 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend-xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(021) S(0.89) D(0.1) (0. 75) (0. 625 D .0 L(0. ) D(0.117) 4x12 4x12 Span = 1.50 ft Span = 7.750 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 R) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 9.750 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.4801 Maximum Shear Stress Ratio 4x12 Section used for this span 546.32psi fv : Actual 1,138.50psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.017 in Ratio = 2132>=360 -0.014 in Ratio = 6509>=360 0.031 in Ratio = 1146>=240. -0.020 in Ratio = 4544>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r C m C t C L Moment Values = 0.467 :1 4x12 = 96.63 psi = 207.00 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 M fb Pb Shear Values V iv Pv D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.347 0.333 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.90 309.18 891.00 1.42 53.95 162.00 Length = 7.750 ft 2 0.347 0.333 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.90 309.18 891.00 0.70 53.95 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.401 0.408 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.44 396.95 990.00 1.93 73.38 180.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-3 C Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb Shear Values V fv Pv Length = 7.750 ft 2 0.401 0.408 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.44 396.95 990.00 0.77 73.38 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.472 0.442 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.31 537.60 1138.50 2.40 91.43 207.00 Length = 7.750 ft 2 0.472 0.442 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.31 537.60 1138.50 0.88 91.43 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.480 0.467 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.36 546.32 1138.50 2.54 96.63 207.00 Length = 7.750 ft 2 0.480 0.467 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.36 546.32 1138.50 0.89 96.63 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.223 0.214 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.17 352.47 1584.00 1.61 61.51 288.00 Length = 7.750 ft 2 0.223 0.214 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.17 352.47 1584.00 0.80 61.51 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.365 0.355 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.56 578.79 1584.00 2.69 102.30 288.00 Length = 7.750 ft 2 0.365 0.355 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.56 578.79 1584.00 0.96 102.30 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.117 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.14 185.51 1584.00 0.85 32.37 288.00 Length = 7.750 ft 2 0.117 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.14 185.51 1584.00 0.42 32.37 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.090 0.086 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 142.22 1584.00 0.65 24.82 288.00 Length = 7.750 ft 2 0.090 0.086 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 142.22 1584.00 0.32 24.82 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+0.750L+0.750S 1 0.0314 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0205 2.858 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.424 0.208 Overall MINimum 1.165 -0.070 D Only 2.115 0.208 +D+L 2.695 0.138 +D+S 3.280 0.027 +D+0.750L+0.750S 3.424 0.020 +0.60D 1.269 0.125 L Only 0.580 -0.070 S Only 1.165 -0.181 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION-0 Description : 2-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.114) L(0.38) 1.75x14 Span =4.0ft 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550 ksi 2050 psi Eminbend - xx 787.815 ksi 800 psi 310 psi 1070 psi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection NOMM• 0.091: 1 Maximum Shear Stress Ratio = 0.195 : 1 1.75x14 Section used for this span 1.75x14 207.39 psi fv : Actual = 60.49 psi 2,285.56 psi Fv : Allowable = 310.00 psi +D+L Load Combination +D+L 2.000ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.004 in Ratio = 13523>=360 0.000 in Ratio = 0 <360 0.005 in Ratio = 10402>=240. 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.023 0.050 0.90 0.983 1.00 1.00 1.00 1.00 1.00 0.23 47.86 2057.00 0.23 13.96 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.091 0.195 1.00 0.983 1.00 1.00 1.00 1.00 1.00 0.99 207.39 2285.56 0.99 60.49 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.064 0.137 1.15 0.983 1.00 1.00 1.00 1.00 1.00 0.80 167.51 2628.39 0.80 48.86 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.015 0.032 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.26 54.56 3656.89 0.26 15.91 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.047 0.101 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.82 172.54 3656.89 0.82 50.32 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.008 0.017 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.14 28.72 3656.89 0.14 8.38 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.006 0.013 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.10 22.02 3656.89 0.10 6.42 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0046 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.988 0.988 Overall MINimum 0.760 0.760 D Only 0.228 0.228 +D+L 0.988 0.988 +D+0.750L 0.798 0.798 +0.60D 0.137 0.137 L Only 0.760 0.760 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi Load Combination IBC 2015 Fb - 2,900.0 psi Fc - Prll 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.034) L(0.64) .0201) D(021) L(1.07) D(0. D(0.00804) L(0.02 ) 7x14 Span = 23.0 ft E : Modulus of Elasticity Ebend-xx 2,200.Oksi Eminbend -xx 1,118.19ksi Density 45.070pcf 024 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.030 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.030 ksf, Extent = 0.0 -->> 17.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =17.0 -->> 23.0 ft, Tributary Width = 2.0 ft, (FLOOR) Point Load : D = 0.0340, L = 0.640 k @ 2.50 ft, (2-2 R) Point Load : D = 0.210, L = 1.070 k @ 13.0 ft, (2-3 R) Point Load : D = 0.230, L = 0.760 k @ 17.0 ft, (2-4 L) Maximum Bending Stress Ratio = 0.290 1 Maximum Shear Stress Ratio = 0.136 : 1 Section used for this span 7x14 Section used for this span 7x14 fb : Actual = 826.46 psi fv : Actual = 39.36 psi FB : Allowable = 2,850.80psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13.011 ft Location of maximum on span = 23.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.314 in Ratio = 880>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.395 in Ratio = 699>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.066 0.033 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.21 168.49 2565.72 0.56 8.58 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.290 0.136 1.00 0.983 1.00 1.00 1.00 1.00 1.00 15.75 826.46 2850.80 2.57 39.36 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.202 0.095 1.15 0.983 1.00 1.00 1.00 1.00 1.00 12.61 661.97 3278.42 2.07 31.66 333.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.042 0.021 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.66 192.08 4561.28 0.64 9.78 464.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.149 0.070 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.95 679.66 4561.28 2.13 32.57 464.00 +0.601) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.022 0.011 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.93 101.09 4561.28 0.34 5.15 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.017 0.009 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.48 77.51 4561.28 0.26 3.95 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.3946 12.004 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.122 2.571 Overall MINimum 1.743 2.011 D Only 0.379 0.561 +D+L 2.122 2.571 +D+0.750L 1.686 2.069 +0.601) 0.227 0.336 L Only 1.743 2.011 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION-0 Description : 2-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi Load Combination IBC 2015 Fb - 2325 psi Fc - Prll 2050 psi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling ME 3.5x14.0 Span = 10.750 ft E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection NOMM• 0.3191 Maximum Shear Stress Ratio = 0.255 : 1 3.5x14.0 Section used for this span 3.5x14.0 729.26 psi fv : Actual = 79.14 psi 2,285.56 psi Fv : Allowable = 310.00 psi +D+L Load Combination +D+L 5.375ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.090 in Ratio = 1431 >=360 0.000 in Ratio = 0 <360 0.117 in Ratio = 1100>=240. 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.082 0.065 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.60 168.29 2057.00 0.60 18.26 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.319 0.255 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.95 729.26 2285.56 2.59 79.14 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.224 0.179 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.61 589.01 2628.39 2.09 63.92 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.052 0.042 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.83 191.85 3656.89 0.68 20.82 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.166 0.133 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.78 606.69 3656.89 2.15 65.84 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.028 0.022 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.96 100.97 3656.89 0.36 10.96 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1172 5.414 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.585 2.585 Overall MINimum 1.989 1.989 D Only 0.597 0.597 +D+L 2.585 2.585 +D+0.750L 2.088 2.088 +0.60D 0.358 0.358 L Only 1.989 1.989 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 11111111 •KIN, 3.5x14.0 Span = 18.750 f: Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 17.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =17.0 -->> 18.750 ft, Tributary Width = 2.0 ft, (FLOOR) Point Load : D = 0.230, L = 0.760 k @ 17.0 ft, (2-4 R) Point Load : D = 0.60, L =1.990 k @ 18.750 ft, (2-6 L) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.186: 1 Maximum Shear Stress Ratio = 0.165 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb : Actual = 425.10 psi fv : Actual = 51.01 psi FIB: Allowable = 2,285.56 psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.812ft Location of maximum on span = 18.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.164 in Ratio = 1371 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.213 in Ratio = 1054>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.048 0.042 0.90 0.983 1.00 1.00 1.00 1.00 1.00 0.94 98.26 2057.00 0.39 11.81 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.186 0.165 1.00 0.983 1.00 1.00 1.00 1.00 1.00 4.05 425.10 2285.56 1.67 51.01 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.131 0.116 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.27 343.39 2628.39 1.35 41.21 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length=18.750 ft 1 0.031 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.07 112.02 3656.89 0.44 13.47 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.097 0.086 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.37 353.71 3656.89 1.39 42.45 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.750 ft 1 0.016 0.014 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.56 58.96 3656.89 0.23 7.09 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.750 ft 1 0.012 0.011 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.43 45.20 3656.89 0.18 5.43 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.2134 9.786 Support notation : Far left is #1 Support1 Support2 0.751 4.256 0.578 3.270 0.174 0.986 0.751 4.256 0.607 3.439 0.104 0.592 0.578 3.270 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.00804) L(0.0268) (1.99) D(0.00804) L(0.0268) 5.25x14.0 Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 18.50 ft, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 0.60, L = 1.990 k @ 18.50 ft, (2-6 R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2941 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 839.04psi fv : Actual = 55.98 psi FB : Allowable = 2,850.80psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 18.467ft Location of maximum on span = 23.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.310 in Ratio = 891 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.403 in Ratio = 685>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.076 0.050 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.78 194.21 2565.72 0.63 12.96 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.294 0.193 1.00 0.983 1.00 1.00 1.00 1.00 1.00 11.99 839.04 2850.80 2.74 55.98 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.207 0.136 1.15 0.983 1.00 1.00 1.00 1.00 1.00 9.69 677.83 3278.42 2.22 45.23 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.049 0.032 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.16 221.40 4561.28 0.72 14.77 464.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-8 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Shear Values Pb V fv Pv Length = 23.0 ft 1 0.153 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.98 698.22 4561.28 2.28 46.59 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.026 0.017 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.67 116.52 4561.28 0.38 7.77 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.020 0.013 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.28 89.34 4561.28 0.29 5.96 464.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Span Max. "" Deft Location in Span Load Combination 1 0.4027 12.423 ' Support notation : Far left is #1 Support Support 1.293 2.743 0.994 2.108 0.299 0.635 1.293 2.743 1.044 2.216 0.179 0.381 0.994 2.108 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-9 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(0 21) S(0.89) D(0.1) 3.5x14.0 * 3.5x14.0 Span = 1.50 ft I Span = 7.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4092>=360 -0.010 in Ratio = 3638>=360 0.017 in Ratio = 2154>=240. -0.011 in Ratio = 8257>=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.50 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.66 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.205 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 2.08 63.69 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-9 A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 7.50 ft 2 0.112 0.205 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 2.08 63.69 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.50 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.85 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.50 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 1.87 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.50 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.75 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.50 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 1.93 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.50 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.40 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.50 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.30 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+S 1 0.0167 0.000 0.0000 0.000 L Only 2 0.0182 3.855 +D+S -0.0062 0.880 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.402 1.429 Overall MINimum 1.171 -0.187 D Only 2.075 0.151 +D+L 4.007 1.429 +D+S 3.246 -0.036 +D+0.750L+0.750S 4.402 0.969 +0.60D 1.245 0.091 L Only 1.932 1.278 S Only 1.171 -0.187 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-9 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(0 21) S(0.89) D(0.1) 3.5x14.0 * 3.5x14.0 Span = 1.50 ft I Span = 7.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 9.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4092>=360 -0.007 in Ratio = 12558>=360 0.017 in Ratio = 2116>=240. -0.011 in Ratio = 8057>=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.50 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.66 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.93 58.97 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-9 C Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 7.50 ft 2 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 0.73 58.97 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.50 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.85 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.50 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 0.85 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.50 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.75 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.50 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 0.92 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.50 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.40 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.50 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.30 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+0.750L+0.750S 1 0.0170 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0112 2.849 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.390 -0.187 Overall MINimum 1.171 -0.072 D Only 2.075 0.151 +D+L 2.657 0.079 +D+S 3.246 -0.036 +D+0.750L+0.750S 3.390 -0.043 +0.60D 1.245 0.091 L Only 0.582 -0.072 S Only 1.171 -0.187 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-10 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(0 21) S(0.89) D(0.1) 3.5x14.0 * 3.5x14.0 Span = 1.50 ft I Span = 7.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.750 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4092>=360 -0.008 in Ratio = 4466>=360 0.017 in Ratio = 2086>=240. -0.012 in Ratio = 7686>=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.50 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.60 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.93 58.97 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-10 A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv Pv Length = 7.50 ft 2 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.84 58.97 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.50 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.79 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.50 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 1.67 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.50 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.69 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.50 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 1.73 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.50 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.36 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.50 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.28 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0173 0.000 0.0000 0.000 L Only 2 0.0153 3.855 +D+S -0.0106 1.927 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.205 1.186 Overall MINimum 1.171 -0.187 D Only 2.019 0.095 +D+L 3.763 1.186 +D+S 3.190 -0.092 +D+0.750L+0.750S 4.205 0.772 +0.60D 1.211 0.057 L Only 1.745 1.091 S Only 1.171 -0.187 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-10 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.12) L(0 21) S(0.89) D(0.1) 3.5x14.0 * 3.5x14.0 Span = 1.50 ft I Span = 7.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D=1.120, L = 0.210, S = 0.890 k @ 0.0 ft, (2-1 L) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 7.750 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Service loads entered. Load Factors will be applied for calculations. 0.1341 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span 352.78psi fv : Actual 2,628.39psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4092>=360 -0.007 in Ratio = 12558>=360 0.018 in Ratio = 2050>=240. -0.012 in Ratio = 7511 >=240. = 0.218 : 1 3.5x14.0 = 77.65 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 1.42 43.35 279.00 Length = 7.50 ft 2 0.097 0.155 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.90 199.65 2057.00 0.60 43.35 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 1.93 58.97 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-10 C Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 7.50 ft 2 0.112 0.190 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.44 256.32 2285.56 0.67 58.97 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 2.40 73.47 356.50 Length = 7.50 ft 2 0.132 0.206 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.14 2628.39 0.79 73.47 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 2.54 77.65 356.50 Length = 7.50 ft 2 0.134 0.218 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.36 352.78 2628.39 0.80 77.65 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 1.61 49.42 496.00 Length = 7.50 ft 2 0.062 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 227.60 3656.89 0.69 49.42 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 2.69 82.20 496.00 Length = 7.50 ft 2 0.102 0.166 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.74 3656.89 0.86 82.20 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.85 26.01 496.00 Length = 7.50 ft 2 0.033 0.052 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.14 119.79 3656.89 0.36 26.01 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.65 19.94 496.00 Length = 7.50 ft 2 0.025 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.88 91.84 3656.89 0.28 19.94 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+0.750L+0.750S 1 0.0176 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0120 2.933 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.333 -0.187 Overall MINimum 1.171 0.057 D Only 2.019 0.095 +D+L 2.601 0.023 +D+S 3.190 -0.092 +D+0.750L+0.750S 3.333 -0.099 +0.60D 1.211 0.057 L Only 0.582 -0.072 S Only 1.171 -0.187 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 2-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi Load Combination IBC 2015 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling .11 3.5x14.0 Span = 11.0 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Maximum Bending Stress Ratio = 0.3341 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb : Actual = 763.57 psi fv : Actual = 80.98 psi FIB: Allowable = 2,285.56 psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio = 1335>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.128 in Ratio = 1027>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.086 0.067 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.68 176.21 2057.00 0.61 18.69 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.334 0.261 1.00 0.983 1.00 1.00 1.00 1.00 1.00 7.28 763.57 2285.56 2.65 80.98 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.235 0.183 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.88 616.73 2628.39 2.14 65.41 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.055 0.043 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.91 200.88 3656.89 0.70 21.31 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.174 0.136 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.05 635.23 3656.89 2.20 67.37 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.029 0.023 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.01 105.73 3656.89 0.37 11.21 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.022 0.017 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.77 81.06 3656.89 0.28 8.60 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1285 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.646 2.646 Overall MINimum 2.035 2.035 D Only 0.611 0.611 +D+L 2.646 2.646 +D+0.750L 2.137 2.137 +0.60D 0.366 0.366 L Only 2.035 2.035 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.61) L(2.04)D(0.15) L(0.95) D(0.095) L(0.81) D(0.00804)L(0.0201) D(0.00804)L(0.0201) 7x14 Span = 22.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.030 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.030 ksf, Extent = 4.50 -->> 22.750 ft, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 0.610, L = 2.040 k @ 4.50 ft, (2-11 L) Point Load : D = 0.150, L = 0.950 k @ 7.0 ft, (2-9 R) Point Load : D = 0.0950, L = 0.810 k @ 17.50 ft, (2-10 R) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.33Q 1 Maximum Shear Stress Ratio = 0.191 :1 Section used for this span 7x14 Section used for this span 7x14 fb : Actual = 941.23 psi fv : Actual = 55.44 psi FB : Allowable = 2,850.80psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.974ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.362 in Ratio = 753>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.453 in Ratio = 603>=240. Max Upward Total Deflection 0.000 In Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.074 0.045 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.61 189.38 2565.72 0.77 11.72 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.330 0.191 1.00 0.983 1.00 1.00 1.00 1.00 1.00 17.94 941.23 2850.80 3.62 55.44 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.230 0.133 1.15 0.983 1.00 1.00 1.00 1.00 1.00 14.35 753.27 3278.42 2.91 44.51 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Pv Length = 22.750 ft 1 0.047 0.029 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.11 215.90 4561.28 0.87 13.36 464.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.170 0.099 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.73 773.15 4561.28 2.99 45.74 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.025 0.015 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.17 113.63 4561.28 0.46 7.03 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.750 ft 1 0.019 0.012 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.66 87.12 4561.28 0.35 5.39 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.4527 10.794 Support notation : Far left is #1 Support1 Support2 3.622 2.186 2.857 1.767 0.765 0.419 3.622 2.186 2.908 1.745 0.459 0.252 2.857 1.767 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi Load Combination IBC 2015 Fb - 2,900.0 psi Fc - Prll 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 066) L(0. 61)L(2.04) 525x14.0 Span = 23.0 ft E : Modulus of Elasticity Ebend-xx 2,200.Oksi Eminbend -xx 1,118.19ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 4.50 -->> 23.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.610, L = 2.040 k @ 4.50 ft, (2-11 R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.357.1 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 1,016.89 psi fv : Actual = 80.66 psi FB : Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.533ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.363 in Ratio = 760>=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.472 In Ratio = 585>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.091 0.071 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.35 234.28 2565.72 0.91 18.59 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.357 0.278 1.00 0.983 1.00 1.00 1.00 1.00 1.00 14.53 1,016.89 2850.80 3.95 80.66 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.250 0.195 1.15 0.983 1.00 1.00 1.00 1.00 1.00 11.74 821.24 3278.42 3.19 65.14 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.059 0.046 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.82 267.08 4561.28 1.04 21.19 464.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.185 0.145 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.09 845.84 4561.28 3.29 67.10 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.031 0.024 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.01 140.57 4561.28 0.55 11.15 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.024 0.018 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.54 107.77 4561.28 0.42 8.55 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4716 10.577 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.952 1.430 Overall MINimum 3.042 1.101 D Only 0.911 0.330 +D+L 3.952 1.430 +D+0.750L 3.192 1.155 +0.601) 0.547 0.198 L Only 3.042 1.101 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.203 0.114 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 358.33 1768.00 0.30 27.37 240.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.237 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 419.09 1768.00 0.35 32.01 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.107 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.59 1768.00 0.16 14.41 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.082 0.046 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 144.59 1768.00 0.12 11.05 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0623 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.869 0.869 Overall MINimum 0.380 0.380 D Only 0.489 0.489 +D+L 0.570 0.570 +D+S 0.869 0.869 +D+0.750L+0.750S 0.834 0.834 +0.60D 0.293 0.293 L Only 0.080 0.080 S Only 0.380 0.380 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 405 psi 150 psi 525 psi Density 26.84 pcf S(0.125) LJ(D(0.075) 2-2x6 Span = 2.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.1701 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 216.03psi fv : Actual = 36.01 psi FB : Allowable = 1,270.75psi Fv : Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 11028>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 4786>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.123 0.151 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 122.28 994.50 0.22 20.38 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.129 0.158 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.18 142.38 1105.00 0.26 23.73 150.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.170 0.209 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.03 1270.75 0.40 36.01 172.50 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.163 0.201 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.26 207.67 1270.75 0.38 34.61 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (2nd).ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-16 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb Shear Values V fv Pv Length = 2.750 ft 1 0.079 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 139.40 1768.00 0.26 23.23 240.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.125 0.153 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 220.51 1768.00 0.40 36.75 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.041 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 73.37 1768.00 0.13 12.23 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.032 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 56.25 1768.00 0.10 9.37 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span +D+S 1 0.0069 1.385 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.396 0.396 Overall MINimum 0.172 0.172 D Only 0.224 0.224 +D+L 0.261 0.261 +D+S 0.396 0.396 +D+0.750L+0.750S 0.381 0.381 +0.60D 0.135 0.135 L Only 0.037 0.037 S Only 0.172 0.172 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09) D(0.00804 L(0.0268) 3.5x11.875 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Maximum Bending Stress Ratio = 0.118 1 Maximum Shear Stress Ratio = 0.080 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 275.45psi fv : Actual = 24.78 psi FB : Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 11253>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.055 in Ratio = 2415>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.103 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.48 216.32 2092.50 0.54 19.46 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.118 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.89 275.45 2325.00 0.69 24.78 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.097 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.79 260.67 2673.75 0.65 23.45 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.066 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 246.60 3720.00 0.61 22.19 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.076 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 283.38 3720.00 0.71 25.49 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L M Moment Values fb F'b Shear Values V fv Pv Length = 11.0 ft 1 0.035 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 129.79 3720.00 0.32 11.68 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.027 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.51 3720.00 0.25 8.95 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0546 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.687 0.687 Overall MINimum 0.147 0.147 D Only 0.539 0.539 +D+L 0.687 0.687 +D+0.750L 0.650 0.650 +0.60D 0.324 0.324 L Only 0.147 0.147 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s201s200%2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.6) L(0.15) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 0.60, L = 0.150 k @ 0.0 ft, (1-1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.017. 1 Maximum Shear Stress Ratio = 0.074 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb : Actual = 40.54 psi fv : Actual = 22.93 psi FB : Allowable = 2,325.00psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 0.875ft Location of maximum on span = 1.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 103166>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.008 0.035 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.06 17.09 2092.50 0.13 9.66 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.017 0.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 40.54 2325.00 0.32 22.93 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.013 0.055 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.12 34.68 2673.75 0.27 19.61 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.005 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 19.48 3720.00 0.15 11.02 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-2 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b Shear Values V fv Pv Length = 1.750 ft 1 0.010 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 36.47 3720.00 0.29 20.63 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 10.25 3720.00 0.08 5.80 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.002 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 7.86 3720.00 0.06 4.45 496.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Span Max. "" Deft Location in Span Load Combination 1 0.0002 0.881 ' Support notation : Far left is #1 Support Support 1.068 0.318 0.334 0.184 0.734 0.134 1.068 0.318 0.984 0.272 0.440 0.080 0.334 0.184 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s201s200%2001006 - 22810 Edmonds Way B1wo 2001131200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.075) S(0.125) (0.00804 L(0.026 D( .17) D(O.00804) L(D.0268) D(6 b 0 5j.165) D(2.E)M. 4930.17) 1 ) D(0.00804) L(0.0268) 7x11.875 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D=1.940, L=1.510, S =1.165 k @ 1.0 ft, (2-2 L) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 11.750 ft, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 2.120, L = 2.10, S =1.170 k @ 11.750 ft, (2-3 L) Uniform Load : D = 0.010 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 L) Point Load : D = 0.60, L = 0.150 k @ 11.750 ft, (1-2 L) DESIGN SUMMARY • Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.528 1 Maximum Shear Stress Ratio 7x11.875 Section used for this span 1,531.53 psi fv : Actual 2,900.00psi Fv : Allowable +D+L Load Combination 11.743ft Location of maximum on span Span # 1 Span # where maximum occurs 0.183 in Ratio = 1063>=360 0.000 in Ratio = 0 <360 0.436 in Ratio = 447>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.390 : 1 7x11.875 113.22 psi = 290.00 psi +D+L 0.000 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M D Only Length=16.250 ft 1 0.330 0.253 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.80 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.528 0.390 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.369 0.285 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.86 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.492 0.370 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.49 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.211 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.45 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.373 0.281 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.73 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.111 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.08 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.085 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.43 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination fb F'b V fv Pv 0.00 0.00 0.00 0.00 860.81 2610.00 3.66 66.00 261.00 0.00 0.00 0.00 0.00 1,531.53 2900.00 6.27 113.22 290.00 0.00 0.00 0.00 0.00 1,229.86 3335.00 5.27 95.17 333.50 0.00 0.00 0.00 0.00 1,640.64 3335.00 6.83 123.29 333.50 0.00 0.00 0.00 0.00 981.32 4640.00 4.17 75.24 464.00 0.00 0.00 0.00 0.00 1,731.03 4640.00 7.22 130.22 464.00 0.00 0.00 0.00 0.00 516.49 4640.00 2.19 39.60 464.00 0.00 0.00 0.00 0.00 395.97 4640.00 1.68 30.36 464.00 Max. °+° Del Location in Span +D+0.750L+0.750S 1 0.4360 8.718 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.832 5.889 Overall MINimum 1.616 1.406 D Only 3.658 3.211 +D+L 6.274 5.376 +D+S 5.274 4.617 +D+0.750L+0.750S 6.832 5.889 +0.60D 2.195 1.927 L Only 2.616 2.165 S Only 1.616 1.406 Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi Load Combination IBC 2015 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 3.5x11.875 Span = 4.50 ft E : Modulus of Elasticity Ebend- xx 1, 550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0741 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 172.81 psi fv : Actual = 38.00 psi FIB : Allowable = 2,325.00psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.250ft Location of maximum on span = 4.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 12236>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 9412>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.019 0.031 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.27 39.88 2092.50 0.24 8.77 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.074 0.123 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.18 172.81 2325.00 1.05 38.00 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.052 0.086 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.96 139.58 2673.75 0.85 30.69 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.012 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 45.46 3720.00 0.28 10.00 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.039 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 143.77 3720.00 0.88 31.62 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.006 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 23.93 3720.00 0.15 5.26 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.005 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 18.34 3720.00 0.11 4.03 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.0057 2.266 1 Support notation : Far left is #1 Support Support 1.053 1.053 0.810 0.810 0.243 0.243 1.053 1.053 0.851 0.851 0.146 0.146 0.810 0.810 Max. "+" DO Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam ts1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi Load Combination IBC 2015 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf D(0.99) L(327) D(02) (0.65) D(0.111) L(0.37) D(0.111) L(0.37) D(0.138) L(0.46) 3.5x11.875 3.5x11.875 Span = 10250 ft Span = 11.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.990, L = 3.270 k @ 10.250 ft, (2-7 R) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 5.750 ft, Tributary Width = 11.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 5.750 -->> 11.750 ft, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.20, L = 0.650 k @ 5.750 ft, (1-4 L) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.5631 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 1,308.95psi fv : Actual 2,325.00psi Fv : Allowable +D+L Load Combination 10.250ft Location of maximum on span Span # 1 Span # where maximum occurs 0.151 in Ratio = 935>=360 -0.009 in Ratio = 13539>=360 0.196 in Ratio = 718>=240. -0.012 in Ratio = 10371 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r C m C t C L Moment Values = 0.528 : 1 3.5x11.875 = 163.55 psi = 310.00 psi +D+L = 10.250 ft = Span # 1 Shear Values M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.145 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.08 302.73 2092.50 1.05 37.83 279.00 Length=11.750 ft 2 0.145 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.08 302.73 2092.50 1.05 37.83 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.563 0.528 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.97 1,308.95 2325.00 4.53 163.55 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-5 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb Shear Values V fv Pv Length=11.750 ft 2 0.563 0.528 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.97 1,308.95 2325.00 4.53 163.55 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.395 0.371 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.25 1,057.39 2673.75 3.66 132.12 356.50 Length=11.750 ft 2 0.395 0.371 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.25 1,057.39 2673.75 3.66 132.12 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.093 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.37 345.11 3720.00 1.19 43.12 496.00 Length=11.750 ft 2 0.093 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.37 345.11 3720.00 1.19 43.12 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.293 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.47 1,089.18 3720.00 3.77 136.09 496.00 Length=11.750 ft 2 0.293 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.47 1,089.18 3720.00 3.77 136.09 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.049 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 181.64 3720.00 0.63 22.70 496.00 Length=11.750 ft 2 0.049 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 181.64 3720.00 0.63 22.70 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.037 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 139.26 3720.00 0.48 17.40 496.00 Length=11.750 ft 2 0.037 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 139.26 3720.00 0.48 17.40 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Del Location in Span +D+L 1 0.0313 3.493 +D+L-0.0119 8.990 +D+L 2 0.1963 6.433 0.0000 8.990 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.590 12.132 2.643 Overall MINimum 1.223 9.323 2.031 D Only 0.366 2.809 0.611 +D+L 1.590 12.132 2.643 +D+0.750L 1.284 9.802 2.135 +0.60D 0.220 1.686 0.367 L Only 1.223 9.323 2.031 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION-0 Description : 1-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.108) L(0.36) 1.75x11.87 Span = 4250 ft 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.1331 Maximum Shear Stress Ratio = 0.232 : 1 1.75x11.87 Section used for this span 1.75x11.87 308.29 psi fv : Actual = 71.78 psi 2,325.00psi Fv : Allowable = 310.00 psi +D+L Load Combination +D+L 2.125ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.007 in Ratio = 7262>=360 0.000 in Ratio = 0 <360 0.009 in Ratio = 5586>=240. 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.034 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.24 71.14 2092.50 0.23 16.57 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.133 0.232 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.06 308.29 2325.00 0.99 71.78 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.093 0.163 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.85 249.00 2673.75 0.80 57.98 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.022 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 81.10 3720.00 0.26 18.88 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.069 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 256.47 3720.00 0.83 59.72 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.011 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 42.69 3720.00 0.14 9.94 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.009 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 32.73 3720.00 0.11 7.62 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0091 2.141 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.995 0.995 Overall MINimum 0.765 0.765 D Only 0.230 0.230 +D+L 0.995 0.995 +D+0.750L 0.803 0.803 +0.60D 0.138 0.138 L Only 0.765 0.765 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s201s200%2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend-xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.23) L(0.77) D(0.024) L(0.08) 111) L(0.37) 525x11.875 Span = 15.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 9.750 -->> 15.250 ft, Tributary Width = 2.0 ft, (FLOOR) Point Load : D = 0.230, L = 0.770 k @ 9.50 ft, (1-6 R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.600: 1 Maximum Shear Stress Ratio = 0.395 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 1,739.29 psi fv : Actual = 114.51 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.627ft Location of maximum on span = 15.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.355 in Ratio = 516>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.461 in Ratio = 397>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.154 0.101 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.12 401.13 2610.00 1.10 26.41 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.600 0.395 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.88 1,739.29 2900.00 4.76 114.51 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.421 0.277 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.44 1,404.75 3335.00 3.84 92.49 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.099 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.70 457.29 4640.00 1.25 30.11 464.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv Length=15.250 ft 1 0.312 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,446.87 4640.00 3.96 95.26 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.052 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.47 240.68 4640.00 0.66 15.85 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.250 ft 1 0.040 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 184.52 4640.00 0.51 12.15 464.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Span Max. "" Deft Location in Span Load Combination 1 0.4609 7.792 ' Support notation : Far left is #1 Support Support 4.148 4.759 3.191 3.662 0.957 1.098 4.148 4.759 3.350 3.844 0.574 0.659 3.191 3.662 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s201s200%2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.099) L(0.33) D(0.008004) L(0.02668) D 0.00804) L(0.0268) 3.5x 11.875 Span =8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 3.50 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 3.50 -->> 8.0 ft, Tributary Width = 8.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1631 Maximum Shear Stress Ratio = 0.181 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 379.49 psi fv : Actual = 56.06 psi FIB: Allowable = 2,325.00psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.642ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio = 3324>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 2557>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.042 0.046 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.57 2092.50 0.36 12.94 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.163 0.181 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.60 379.49 2325.00 1.55 56.06 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.115 0.127 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.10 306.51 2673.75 1.25 45.28 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.027 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.83 3720.00 0.41 14.75 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-8 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Shear Values F'b V fv Pv Length = 8.0 ft 1 0.085 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.16 315.70 3720.00 1.29 46.64 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.014 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.54 3720.00 0.22 7.76 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.011 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 40.28 3720.00 0.16 5.95 496.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Span Max. "" Deft Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0375 4.204 0.0000 0.000 ' Support notation : Far left is #1 Values in KIPS Support Support 0.777 1.553 0.598 1.195 0.179 0.358 0.777 1.553 0.628 1.255 0.108 0.215 0.598 1.195 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.138) L(0.46) 2-2x6 Span = 3250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =11.50 ft, (FLOOR) Maximum Bending Stress Ratio = 0.567.1 Maximum Shear Stress Ratio = 0.589 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 626.42 psi fv : Actual = 88.34 psi FIB: Allowable = 1,105.00 psi Fv : Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L 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 Transient Deflection 0.021 in Ratio = 1815>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.028 in Ratio = 1396>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Pb V iv Pv D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.145 0.151 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.18 144.56 994.50 0.22 20.39 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.567 0.589 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.79 626.42 1105.00 0.97 88.34 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.398 0.414 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.64 505.95 1270.75 0.78 71.35 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.093 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 164.80 1768.00 0.26 23.24 240.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.295 0.306 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.66 521.13 1768.00 0.81 73.49 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.049 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 86.73 1768.00 0.13 12.23 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Pv +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.038 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 66.50 1768.00 0.10 9.38 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0279 1.637 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.972 0.972 Overall MINimum 0.748 0.748 D Only 0.224 0.224 +D+L 0.972 0.972 +D+0.750L 0.785 0.785 +0.60D 0.135 0.135 L Only 0.748 0.748 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION-0 Description : 1-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.108) L(0.36) 1.75x11.87 Span = 4.50 ft 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection NOMM• 0.1491 Maximum Shear Stress Ratio = 0.245 : 1 1.75x11.87 Section used for this span 1.75x11.87 345.63 psi fv : Actual = 76.01 psi 2,325.00psi Fv : Allowable = 310.00 psi +D+L Load Combination +D+L 2.250ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.009 in Ratio = 6118>=360 0.000 in Ratio = 0 <360 0.011 in Ratio = 4706>=240. 0.000 in Ratio = 0 <240.0 t Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Fb V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.038 0.063 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.27 79.76 2092.50 0.24 17.54 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.149 0.245 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.18 345.63 2325.00 1.05 76.01 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.104 0.172 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.96 279.16 2673.75 0.85 61.39 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.024 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 90.93 3720.00 0.28 20.00 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.077 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 287.54 3720.00 0.88 63.23 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.013 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 47.86 3720.00 0.15 10.52 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.010 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 36.69 3720.00 0.11 8.07 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0115 2.266 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.053 1.053 Overall MINimum 0.810 0.810 D Only 0.243 0.243 +D+L 1.053 1.053 +D+0.750L 0.851 0.851 +0.60D 0.146 0.146 L Only 0.810 0.810 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam ts1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(024) L(0.81) D 0.138 L 0.46 4x6 Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =11.50 ft, (FLOOR) Point Load : D = 0.240, L = 0.810 k @ 2.750 ft, (1-10 R) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.786. 1 Maximum Shear Stress Ratio = 0.810 : 1 4x6 Section used for this span 4x6 919.26 psi fv : Actual = 145.83 psi 1,170.00 psi Fv: Allowable = 180.00 psi +D+L Load Combination +D+L 2.120ft Location of maximum on span = 3.500 ft Span # 1 Span # where maximum occurs = Span # 1 0.030 in Ratio = 1402>=360 0.000 in Ratio = 0 <360 0.039 in Ratio = 1079>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.201 0.207 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 211.42 1053.00 0.43 33.51 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.786 0.810 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.35 919.26 1170.00 1.87 145.83 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.552 0.569 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.09 742.30 1345.50 1.51 117.75 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.129 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 241.02 1872.00 0.49 38.20 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.408 0.421 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.12 764.50 1872.00 1.56 121.27 288.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L M Moment Values fb F'b Shear Values V fv Pv Length = 3.50 ft 1 0.068 0.070 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 126.85 1872.00 0.26 20.11 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.052 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 97.25 1872.00 0.20 15.42 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0389 1.827 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.272 1.872 Overall MINimum 0.979 1.441 D Only 0.293 0.430 +D+L 1.272 1.872 +D+0.750L 1.027 1.511 +0.60D 0.176 0.258 L Only 0.979 1.441 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.06) S(0.1) D(0.0 8 4 L 668) D(0.075) S(0.125) D(21)KPLgP )13U.2) D(2.00)0_R. D(0. 72). 02558) D(0.0080004) L(0.026668) D(0.00804) L(0.0268) 7A 1.875 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 2.10, L = 0.530, S =1.20 k @ 1.0 ft, (2-9 L) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 R) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 12.250 ft, Tributary Width = 0.6667 ft, (FLOOR) Point Load : D = 0.60, L = 0.150 k @ 12.250 ft, (1-2 R) Point Load : D = 2.020, L=1.370, S =1.171 k @ 12.250 ft, (2-10 L) Uniform Load : D = 0.010 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width =17.20 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=12.250 -->> 16,250 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FIB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.4161 Maximum Shear Stress Ratio 7x11.875 Section used for this span = 1,207.65 psi fv : Actual = 2,900.00psi Fv : Allowable +D+L Load Combination = 12.217ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.124 in Ratio = 1577>=360 0.000 in Ratio = 0 <360 0.365 in Ratio = 534>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations 0.329 : 1 7x11.875 = 109.57 psi = 333.50 psi +D+0.750L+0.750S = 0.000 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.293 0.260 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.50 765.54 2610.00 3.76 67.91 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.416 0.325 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.56 1,207.65 2900.00 5.22 94.24 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.330 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.09 1,101.00 3335.00 5.38 97.13 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.404 0.329 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.49 1,348.72 3335.00 6.07 109.57 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.188 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.96 872.72 4640.00 4.29 77.42 464.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.308 0.252 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.59 1,429.10 4640.00 6.47 116.70 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.099 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 459.32 4640.00 2.26 40.75 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.076 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.83 352.15 4640.00 1.73 31.24 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.3649 8.718 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.072 5.423 Overall MINimum 1.619 1.402 D Only 3.763 3.154 +D+L 5.223 4.777 +D+S 5.382 4.556 +D+0.750L+0.750S 6.072 5.423 +0.60D 2.258 1.893 L Only 1.459 1.623 S Only 1.619 1.402 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination IBC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling W(0.81 ) 4x8 Span =5.0ft Applied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =17.50 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Point Load : W = 0.810, E = 2.445 k @ 2.0 ft, (sw compression) DESIGN SUMMARY E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.60a 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 1,138.20 psi fv : Actual = 103.51 psi FB : Allowable = 1,872.00 psi Fv: Allowable = 288.00 psi Load Combination +1.140D+0.70E Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 2.007ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 1016>=360 Max Upward Transient Deflection -0.059 in Ratio = 1016>=360 Max Downward Total Deflection 0.061 in Ratio = 980>=240. Max Upward Total Deflection -0.029 in Ratio = 2041 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.292 0.229 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.78 306.98 1053.00 0.63 37.09 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.318 0.250 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.95 372.19 1170.00 0.76 44.97 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.319 0.251 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.10 429.28 1345.50 0.88 51.87 207.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.333 0.261 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.14 447.61 1345.50 0.91 54.09 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-13 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L TVTV.VVVV I.JVV I.VV I.VV I.VV I.VV I.VV Length = 5.0 ft 1 0.279 0.189 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.078 0.089 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.608 0.358 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.249 0.181 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.321 0.233 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.169 0.158 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.568 0.359 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.075 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.216 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.027 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.460D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.501 0.270 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.356 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.70E 1 0.0612 2.409 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.685 1.428 Overall MINimum -1.467 -0.978 D Only 0.627 0.627 +D+L 0.761 0.761 +D+S 0.877 0.877 +D+0.750L+0.750S 0.915 0.915 +D+0.60W 0.919 0.822 +D-0.60W 0.336 0.433 +D+0.70E 1.654 1.312 +D-0.70E -0.399 -0.057 +D+0.750L+0.750S+0.450W 1.134 1.061 +D+0.750L+0.750S-0.450W 0.696 0.769 +D+0.750L+0.750S+0.5250E 1.685 1.428 +D+0.750L+0.750S-0.5250E 0.145 0.402 +0.60D+0.60W 0.668 0.571 +0.60D-0.60W 0.085 0.182 +0.60D+0.70E 1.403 1.061 +0.60D-0.70E -0.650 -0.308 L Only 0.133 0.133 S Only 0.250 0.250 W Only 0.486 0.324 -W -0.486 -0.324 E Only 1.467 0.978 E Only * -1.0 -1.467 -0.978 Moment Values M fb Pb Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.34 522.75 1872.00 0.92 54.33 288.00 0.00 0.00 0.00 0.00 0.37 146.23 1872.00 0.43 25.60 288.00 0.00 0.00 0.00 0.00 2.91 1,138.20 1872.00 1.74 102.99 288.00 0.00 0.00 0.00 0.00 1.19 465.48 1872.00 0.88 52.06 288.00 0.00 0.00 0.00 0.00 1.54 601.63 1872.00 1.13 67.01 288.00 0.00 0.00 0.00 0.00 0.81 316.32 1872.00 0.77 45.47 288.00 0.00 0.00 0.00 0.00 2.72 1,062.59 1872.00 1.75 103.51 288.00 0.00 0.00 0.00 0.00 0.36 140.17 1872.00 0.71 41.78 288.00 0.00 0.00 0.00 0.00 1.03 404.72 1872.00 0.67 39.49 288.00 0.00 0.00 0.00 0.00 0.13 50.66 1872.00 0.27 15.88 288.00 0.00 0.00 0.00 0.00 2.40 937.57 1872.00 1.32 77.77 288.00 0.00 0.00 0.00 0.00 1.70 666.12 1872.00 0.97 57.22 288.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft 625 psi 180 psi 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling W(0.808 E(2.443) D 0.06 S 0.1 D .015996 L 0.05332 4x8 Span =5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =17.50 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Point Load : W = 0.8080, E = 2.443 k @ 2.0 ft, (SW Compression) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.608 1 Maximum Shear Stress Ratio 4x8 Section used for this span 1,137.55 psi fv : Actual 1,872.00 psi Fv: Allowable +1.140D+0.70E Load Combination 2.007ft Location of maximum on span Span # 1 Span # where maximum occurs 0.059 in Ratio = 1017>=360 -0.059 in Ratio = 1017>=360 0.061 in Ratio = 980>=240. -0.029 in Ratio = 2043>=240. 0.359 : 1 4x8 = 103.47 psi = 288.00 psi +1.105 D+0.750L+0.750S+0.5250E = 0.000 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.292 0.229 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.78 306.98 1053.00 0.63 37.09 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.318 0.250 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.95 372.19 1170.00 0.76 44.97 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.319 0.251 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.10 429.28 1345.50 0.88 51.87 207.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.333 0.261 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.14 447.61 1345.50 0.91 54.09 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-14 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb Shear Values V fv Pv +D+0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.279 0.188 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.33 522.18 1872.00 0.92 54.29 288.00 +D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.078 0.089 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 146.56 1872.00 0.43 25.63 288.00 +1.140D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.608 0.357 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.91 1,137.55 1872.00 1.74 102.94 288.00 +1.140D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.248 0.181 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.19 464.82 1872.00 0.88 52.01 288.00 +D+0.750L+0.750S+0.450W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.321 0.233 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.54 601.22 1872.00 1.13 66.98 288.00 +D+0.750L+0.750S-0.450W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.169 0.158 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 316.62 1872.00 0.77 45.49 288.00 +1.105D+0.750L+0.750S+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.567 0.359 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.71 1,062.10 1872.00 1.75 103.47 288.00 +1.105D+0.750L+0.750S-0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.075 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 139.68 1872.00 0.71 41.75 288.00 +0.60D+0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.216 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.03 404.16 1872.00 0.67 39.45 288.00 +0.60D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.027 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 50.10 1872.00 0.27 15.85 288.00 +0.460D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.500 0.270 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.39 936.91 1872.00 1.31 77.72 288.00 +0.460D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.355 0.198 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.70 665.46 1872.00 0.97 57.17 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Del Location in Span +D+0.70E 1 0.0612 2.409 Vertical Reactions ' Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.685 1.428 Overall MINimum -1.466 -0.977 D Only 0.627 0.627 +D+L 0.761 0.761 +D+S 0.877 0.877 +D+0.750L+0.750S 0.915 0.915 +D+0.60W 0.918 0.821 +D-0.60W 0.337 0.434 +D+0.70E 1.654 1.312 +D-0.70E -0.399 -0.057 +D+0.750L+0.750S+0.450W 1.133 1.060 +D+0.750L+0.750S-0.450W 0.697 0.770 +D+0.750L+0.750S+0.5250E 1.685 1.428 +D+0.750L+0.750S-0.5250E 0.145 0.402 +0.60D+0.60W 0.667 0.570 +0.60D-0.60W 0.086 0.183 +0.60D+0.70E 1.403 1.061 +0.60D-0.70E -0.650 -0.308 L Only 0.133 0.133 S Only 0.250 0.250 W Only 0.485 0.323 -W -0.485 -0.323 E Only 1.466 0.977 E Only * -1.0 -1.466 -0.977 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way Mwo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend-xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 4x8 Span = 5.0 ft Applied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =17.50 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Point Load : W = 0.8080, E = 2.443 k @ 3.50 ft, (SW Compression) DESIGN SUMMARY W(0.808) E(2.443) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.5321 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 995.40 psi fv : Actual = 113.05 psi FB : Allowable = 1,872.00 psi Fv: Allowable = 288.00 psi Load Combination +1.140D+0.70E Load Combination +1.140D+0.70E Location of maximum on span = 3.485ft Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.050 in Ratio = 1204>=360 Max Upward Transient Deflection -0.050 In Ratio = 1204>=360 Max Downward Total Deflection 0.055 In Ratio = 1089>=240. Max Upward Total Deflection -0.023 in Ratio = 2595>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.292 0.229 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.78 306.98 1053.00 0.63 37.09 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.318 0.250 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.95 372.19 1170.00 0.76 44.97 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.319 0.251 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.10 429.28 1345.50 0.88 51.87 207.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.333 0.261 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.14 447.61 1345.50 0.91 54.09 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bs1s2Ms2001\s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-15 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L T UTV.VVYY I.VVV I.VV I.VV I.VV I.VV I.VV Length = 5.0 ft 1 0.249 0.198 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.097 0.099 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.532 0.393 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.218 0.187 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.300 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.185 0.165 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.497 0.386 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.095 0.158 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.189 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.037 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.460D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.438 0.305 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.311 0.222 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E 1 0.0551 2.628 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.300 1.825 Overall MINimum -0.733 -1.710 D Only 0.627 0.627 +D+L 0.761 0.761 +D+S 0.877 0.877 +D+0.750L+0.750S 0.915 0.915 +D+0.60W 0.773 0.967 +D-0.60W 0.482 0.288 +D+0.70E 1.141 1.825 +D-0.70E 0.114 -0.570 +D+0.750L+0.750S+0.450W 1.024 1.169 +D+0.750L+0.750S-0.450W 0.806 0.660 +D+0.750L+0.750S+0.5250E 1.300 1.813 +D+0.750L+0.750S-0.5250E 0.530 0.017 +0.60D+0.60W 0.522 0.716 +0.60D-0.60W 0.231 0.037 +0.60D+0.70E 0.890 1.574 +0.60D-0.70E -0.137 -0.821 L Only 0.133 0.133 S Only 0.250 0.250 W Only 0.242 0.566 -W -0.242 -0.566 E Only 0.733 1.710 E Only * -1.0 -0.733 -1.710 Moment Values M fb Pb Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.19 465.77 1872.00 0.97 57.15 288.00 0.00 0.00 0.00 0.00 0.46 181.16 1872.00 0.48 28.50 288.00 0.00 0.00 0.00 0.00 2.54 995.40 1872.00 1.91 113.05 288.00 0.00 0.00 0.00 0.00 1.04 407.49 1872.00 0.91 53.79 288.00 0.00 0.00 0.00 0.00 1.43 560.70 1872.00 1.17 69.13 288.00 0.00 0.00 0.00 0.00 0.89 347.25 1872.00 0.81 47.64 288.00 0.00 0.00 0.00 0.00 2.38 930.16 1872.00 1.88 111.05 288.00 0.00 0.00 0.00 0.00 0.45 177.21 1872.00 0.77 45.60 288.00 0.00 0.00 0.00 0.00 0.90 353.97 1872.00 0.72 42.32 288.00 0.00 0.00 0.00 0.00 0.18 69.37 1872.00 0.29 17.37 288.00 0.00 0.00 0.00 0.00 2.09 819.49 1872.00 1.49 87.83 288.00 0.00 0.00 0.00 0.00 1.49 582.59 1872.00 1.08 63.91 288.00 Max. °+° Del Location in Span 0.0000 0.000 Values in KIPS W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Overstrength Calculations 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3 Overturning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 165) 7x11.875 Span = 16 250 ft D(0.075) S(0.125) (0.00804 L(0.026 D( .17) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 5.0 ft, (ROOF) Point Load: D=1.940, L=1.510, S =1.165 k @ 1.0 ft, (2-2 L) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 11.750 ft, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 2.120, L = 2.10, S =1.170 k @ 11.750 ft, (2-3 L) Uniform Load : D = 0.010 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 L) Point Load : D = 0.60, L = 0.150 k @ 11.750 ft, (1-2 L) Point Load : W=1.896, E = 8.230 k @ 11.750 ft, (Overturning) IA]*11CIL`1&I►I,T,hM-1Y;YI Maximum Bending Stress Ratio = 0.5941 Section used for this span 7x11.875 fb : Actual = 2,755.86psi FIB: Allowable = 4,640.00psi Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 11.743ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 7x11.875 fv : Actual = 113.22 psi Fv : Allowable = 290.00 psi Load Combination +D+L Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 0.450 in Ratio = 433>=360 -0.450 in Ratio = 433>=360 0.672 in Ratio = 290>=240. -0.179 in Ratio = 1087>=240. Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-3 Overturning Load Combination Max Stress Ratios Moment Values Seament Lenath Span # M V CH C FAi C i C r C m C+ C i M fb F'b D Only Length=16.250 ft 1 0.330 0.253 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.80 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.528 0.390 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.369 0.285 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.86 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.492 0.370 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.49 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.244 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.50 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.127 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.10 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.506 0.304 1.60 1.000 1.00 1.00 1.00 1.00 1.00 32.19 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.083 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.28 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.397 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.27 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.310 0.257 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.72 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.594 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 37.78 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.152 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.68 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.169 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.78 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.053 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.380 0.219 1.60 1.000 1.00 1.00 1.00 1.00 1.00 24.16 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.209 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.31 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 860.81 2610.00 3.66 66.00 261.00 0.00 0.00 0.00 0.00 1,531.53 2900.00 6.27 113.22 290.00 0.00 0.00 0.00 0.00 1,229.86 3335.00 5.27 95.17 333.50 0.00 0.00 0.00 0.00 1,640.64 3335.00 6.83 123.29 333.50 0.00 0.00 0.00 0.00 1,130.64 4640.00 4.03 72.79 464.00 0.00 0.00 0.00 0.00 590.98 4640.00 3.34 60.32 464.00 0.00 0.00 0.00 0.00 2,347.77 4640.00 7.83 141.23 464.00 0.00 0.00 0.00 0.00 385.12 4640.00 2.57 46.46 464.00 0.00 0.00 0.00 0.00 1,843.01 4640.00 7.07 127.55 464.00 0.00 0.00 0.00 0.00 1,438.27 4640.00 6.60 119.03 464.00 0.00 0.00 0.00 0.00 2,755.86 4640.00 9.35 168.73 464.00 0.00 0.00 0.00 0.00 706.19 4640.00 6.02 108.63 464.00 0.00 0.00 0.00 0.00 786.31 4640.00 2.75 49.61 464.00 0.00 0.00 0.00 0.00 246.66 4640.00 1.88 33.92 464.00 0.00 0.00 0.00 0.00 1,762.42 4640.00 5.64 101.82 464.00 0.00 0.00 0.00 0.00 970.47 4640.00 3.22 58.15 464.00 Max. °+° Deft Location in Span +D+0.750L+0.750S+0.5250E 1 0.6718 8.837 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.029 9.013 Overall MINimum -2.279 -5.951 D Only 3.658 3.211 +D+L 6.274 5.376 +D+S 5.274 4.617 +D+0.750L+0.750S 6.832 5.889 +D+0.60W 3.973 4.034 +D-0.60W 3.343 2.389 +D+0.70E 5.253 7.377 +D-0.70E 2.062 -0.955 +D+0.750L+0.750S+0.450W 7.069 6.506 +D+0.750L+0.750S-0.450W 6.596 5.272 +D+0.750L+0.750S+0.5250E 8.029 9.013 +D+0.750L+0.750S-0.5250E 5.636 2.765 +0.60D+0.60W 2.510 2.749 +0.60D-0.60W 1.880 1.104 +0.60D+0.70E 3.790 6.092 +0.60D-0.70E 0.599 -2.239 L Only 2.616 2.165 S Only 1.616 1.406 W Only 0.525 1.371 Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3 Overturning Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination E Only E Only * -1.0 Support 1 Support 2 2.279 5.951 -2.279 -5.951 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3 Overstrength CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 165) 7x11.875 Span = 16 250 ft D(0.075) S(0.125) (0.00804 L(0.026 D( .17) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 5.0 ft, (ROOF) Point Load: D=1.940, L=1.510, S =1.165 k @ 1.0 ft, (2-2 L) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 11.750 ft, Tributary Width = 0.670 ft, (FLOOR) Point Load: D = 2.120, L = 2.10, S =1.170 k @ 11.750 ft, (2-3 L) Uniform Load : D = 0.010 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 L) Point Load : D = 0.60, L = 0.150 k @ 11.750 ft, (1-2 L) Point Load : W=1.896, E=15.824 k @ 11.750 ft, (Overstrength) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.79& 1 Section used for this span 7x11.875 fb : Actual = 3,701.50psi FIB: Allowable = 4,640.00psi Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 11.743ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = 0.476 : 1 Section used for this span 7x11.875 fv : Actual = 220.75 psi Fv : Allowable = 464.00 psi Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 16.250 ft Span # where maximum occurs = Span # 1 0.183 in Ratio = 1063>=360 -0.104 in Ratio = 1882>=360 0.890 in Ratio = 219>=200 -0.470 in Ratio = 415>=200 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION" Description : 1-3 Overstrength Load Combination Max Stress Ratios Moment Values Seament Lenath Span # M V CH C FAi C i C r C m C+ C i M fb Pb D Only Length=16.250 ft 1 0.330 0.253 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.80 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.528 0.390 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.369 0.285 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.86 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.492 0.370 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.49 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.244 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.50 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.127 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.10 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.778 0.454 1.60 1.000 1.00 1.00 1.00 1.00 1.00 49.47 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.355 0.221 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.57 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.397 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.27 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.310 0.257 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.72 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.798 0.476 1.60 1.000 1.00 1.00 1.00 1.00 1.00 50.75 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.074 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.70 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.169 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.78 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.053 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.652 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.45 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.481 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 30.59 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E 1 0.8895 8.896 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 9.133 11.896 Overall MINimum -4.382 -11.442 D Only 3.658 3.211 +D+L 6.274 5.376 +D+S 5.274 4.617 +D+0.750L+0.750S 6.832 5.889 +D+0.60W 3.973 4.034 +D-0.60W 3.343 2.389 +D+0.70E 6.725 11.220 +D-0.70E 0.590 -4.798 +D+0.750L+0.750S+0.450W 7.069 6.506 +D+0.750L+0.750S-0.450W 6.596 5.272 +D+0.750L+0.750S+0.5250E 9.133 11.896 +D+0.750L+0.750S-0.5250E 4.532 -0.118 +0.60D+0.60W 2.510 2.749 +0.60D-0.60W 1.880 1.104 +0.60D+0.70E 5.262 9.936 +0.60D-0.70E -0.873 -6.083 L Only 2.616 2.165 S Only 1.616 1.406 W Only 0.525 1.371 Shear Values V fv Pv 0.00 0.00 0.00 0.00 860.81 2610.00 3.66 66.00 261.00 0.00 0.00 0.00 0.00 1,531.53 2900.00 6.27 113.22 290.00 0.00 0.00 0.00 0.00 1,229.86 3335.00 5.27 95.17 333.50 0.00 0.00 0.00 0.00 1,640.64 3335.00 6.83 123.29 333.50 0.00 0.00 0.00 0.00 1,130.64 4640.00 4.03 72.79 464.00 0.00 0.00 0.00 0.00 590.98 4640.00 3.34 60.32 464.00 0.00 0.00 0.00 0.00 3,608.62 4640.00 11.67 210.59 464.00 0.00 0.00 0.00 0.00 1,645.97 4640.00 5.67 102.36 464.00 0.00 0.00 0.00 0.00 1,843.01 4640.00 7.07 127.55 464.00 0.00 0.00 0.00 0.00 1,438.27 4640.00 6.60 119.03 464.00 0.00 0.00 0.00 0.00 3,701.50 4640.00 12.23 220.75 464.00 0.00 0.00 0.00 0.00 342.89 4640.00 4.92 88.71 464.00 0.00 0.00 0.00 0.00 786.31 4640.00 2.75 49.61 464.00 0.00 0.00 0.00 0.00 246.66 4640.00 1.88 33.92 464.00 0.00 0.00 0.00 0.00 3,023.27 4640.00 9.49 171.18 464.00 0.00 0.00 0.00 0.00 2,231.32 4640.00 7.07 127.52 464.00 Max. °+° Deft Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3 Overstrength Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 E Only 4.382 11.442 E Only * -1.0 -4.382-11.442 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overturning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(o.06) S(0.1) D(0.0 8 4 L 668) 7x11.875 Span = 16.250 ft D(2. Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 2.10, L = 0.530, S =1.20 k @ 1.0 ft, (2-9 L) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 R) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 12.250 ft, Tributary Width = 0.6667 ft, (FLOOR) Point Load : D = 0.60, L = 0.150 k @ 12.250 ft, (1-2 R) Point Load : D = 2.020, L=1.370, S =1.171 k @ 12.250 ft, (2-10 L) Uniform Load : D = 0.010 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width =17.20 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=12.250 -->> 16,250 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 4.0 ft, (ROOF) Point Load : W = -1.90, E _ -8.230 k @ 1.50 ft, (Overturning) Point Load : W =1.90, E = 8.230 k @ 12.250 ft, (Overturning) Maximum Bending Stress Ratio = 0.487: 1 Section used for this span 7x11.875 fb : Actual = 2,259.55psi FB : Allowable = 4,640.00psi Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 12.217ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 7x11.875 fv : Actual = 168.28 psi Fv : Allowable = 464.00 psi Load Combination +1.105D+0.750L+0.750S-0.5250E Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.261 in Ratio = 747>=360 Max Upward Transient Deflection -0.261 in Ratio = 747>=360 Max Downward Total Deflection 0.498 in Ratio = 391 >=240. Max Upward Total Deflection -0.067 in Ratio = 2923>=240. Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overturning Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL M Moment Values fb Pb Shear Values V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.293 0.260 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.50 765.54 2610.00 3.76 67.91 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.416 0.325 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.56 1,207.65 2900.00 5.22 94.24 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.330 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.09 1,101.00 3335.00 5.38 97.13 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.404 0.329 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.49 1,348.72 3335.00 6.07 109.57 333.50 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.212 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.50 984.65 4640.00 3.91 70.53 464.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.118 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.49 546.43 4640.00 4.52 81.52 464.00 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.427 0.288 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.15 1,979.98 4640.00 7.41 133.66 464.00 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.161 0.315 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.25 747.47 4640.00 8.10 146.19 464.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.326 0.233 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.74 1,513.05 4640.00 5.99 108.07 464.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.255 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.24 1,184.38 4640.00 6.64 119.78 464.00 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.487 0.335 1.60 1.000 1.00 1.00 1.00 1.00 1.00 30.98 2,259.55 4640.00 8.61 155.42 464.00 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.178 0.363 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.35 828.23 4640.00 9.33 168.28 464.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.146 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.30 678.43 4640.00 2.65 47.76 464.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.056 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.58 261.39 4640.00 3.01 54.36 464.00 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.315 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.01 1,459.41 4640.00 5.26 94.95 464.00 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.163 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.35 755.12 4640.00 5.54 100.01 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.4979 9.133 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.930 8.281 Overall MINimum 5.444 -5.444 D Only 3.763 3.154 +D+L 5.223 4.777 +D+S 5.382 4.556 +D+0.750L+0.750S 6.072 5.423 +D+0.60W 3.009 3.908 +D-0.60W 4.518 2.400 +D+0.70E -0.048 6.965 +D-0.70E 7.575 -0.657 +D+0.750L+0.750S+0.450W 5.506 5.989 +D+0.750L+0.750S-0.450W 6.638 4.857 +D+0.750L+0.750S+0.5250E 3.214 8.281 +D+0.750L+0.750S-0.5250E 8.930 2.565 +0.60D+0.60W 1.504 2.647 +0.60D-0.60W 3.012 1.138 +0.60D+0.70E -1.553 5.704 +0.60D-0.70E 6.069 -1.919 L Only 1.459 1.623 S Only 1.619 1.402 Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overturning Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination -W E Only E Only `-1.0 Support 1 Support 2 1.257 -1.257 -5.444 5.444 5.444 -5.444 Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overstrength CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(o.06) S(0.1) D(0.0 8 4 L 668) 7x11.875 Span = 16.250 ft D(2. Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Point Load : D = 2.10, L = 0.530, S =1.20 k @ 1.0 ft, (2-9 L) Point Load : D = 0.60, L = 0.150 k @ 1.0 ft, (1-2 R) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 12.250 ft, Tributary Width = 0.6667 ft, (FLOOR) Point Load : D = 0.60, L = 0.150 k @ 12.250 ft, (1-2 R) Point Load : D = 2.020, L=1.370, S =1.171 k @ 12.250 ft, (2-10 L) Uniform Load : D = 0.010 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width =17.20 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=12.250 -->> 16,250 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=12.250 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 4.0 ft, (ROOF) Point Load : W = -1.90, E _-15.830 k @ 1.50 ft, (Overstrength) Point Load : W =1.90, E=15.830 k @ 12.250 ft, (Overstrength) Maximum Bending Stress Ratio = 0.652 1 Section used for this span 7x11.875 fb : Actual = 3,026.43psi FB : Allowable = 4,640.00psi Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 12.217ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio = 0.465 : 1 Section used for this span 7x11.875 fv : Actual = 215.91 psi Fv : Allowable = 464.00 psi Load Combination +1.105D+0.750L+0.750S-0.5250E Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.502 in Ratio = 388>=360 Max Upward Transient Deflection -0.502 in Ratio = 388>=360 Max Downward Total Deflection 0.622 in Ratio = 313>=240. Max Upward Total Deflection -0.233 in Ratio = 836>=240. Project Title: Engineer: Project ID: Project Descr: Wood Beam )bsks20\Q0011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overstrength Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL M Moment Values fb F'b Shear Values V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.293 0.260 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.50 765.54 2610.00 3.76 67.91 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.416 0.325 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.56 1,207.65 2900.00 5.22 94.24 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.330 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.09 1,101.00 3335.00 5.38 97.13 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.404 0.329 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.49 1,348.72 3335.00 6.07 109.57 333.50 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.212 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.50 984.65 4640.00 3.91 70.53 464.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.118 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.49 546.43 4640.00 4.52 81.52 464.00 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.647 0.425 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.16 3,002.49 4640.00 10.93 197.17 464.00 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.271 0.452 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.23 1,257.06 4640.00 11.62 209.70 464.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.326 0.233 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.74 1,513.05 4640.00 5.99 108.07 464.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.255 0.258 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.24 1,184.38 4640.00 6.64 119.78 464.00 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.652 0.438 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.49 3,026.43 4640.00 11.25 203.05 464.00 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.240 0.465 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.26 1,112.77 4640.00 11.97 215.91 464.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.146 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.30 678.43 4640.00 2.65 47.76 464.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.056 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.58 261.39 4640.00 3.01 54.36 464.00 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.535 0.342 1.60 1.000 1.00 1.00 1.00 1.00 1.00 34.03 2,481.92 4640.00 8.78 158.46 464.00 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.383 0.352 1.60 1.000 1.00 1.00 1.00 1.00 1.00 24.37 1,777.62 4640.00 9.06 163.52 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.6224 9.370 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.570 10.921 Overall MINimum 10.472 -10.472 D Only 3.763 3.154 +D+L 5.223 4.777 +D+S 5.382 4.556 +D+0.750L+0.750S 6.072 5.423 +D+0.60W 3.009 3.908 +D-0.60W 4.518 2.400 +D+0.70E -3.567 10.485 +D-0.70E 11.094 -4.176 +D+0.750L+0.750S+0.450W 5.506 5.989 +D+0.750L+0.750S-0.450W 6.638 4.857 +D+0.750L+0.750S+0.5250E 0.574 10.921 +D+0.750L+0.750S-0.5250E 11.570 -0.075 +0.60D+0.60W 1.504 2.647 +0.60D-0.60W 3.012 1.138 +0.60D+0.70E -5.072 9.223 +0.60D-0.70E 9.589 -5.438 L Only 1.459 1.623 S Only 1.619 1.402 Project Title: Engineer: Project ID: Project Descr: Wood Beam >bs1s201s20011s2001006 - 22810 Edmonds Way B1wo 200113\200113_enercalc trib_190129_s2001006 (1st).ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.12.22 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12 Overstrength Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -W 1.257 -1.257 E Only-10.472 10.472 E Only `-1.0 10.472-10.472 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf n WnN�,,�� ,.TA FMA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F3 3'-0" 3'-0" toll (4) #4's (4) #4's Total Load 17,999 FWS - FOUNDATION WALL STEM Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Roof 15 25 Wall 10 Bearing Capacity 2000 (0-1) (0-2) �i 17 I I�Y'IILt�I�0II1 �.If •Y�v i ��� �LiR� MR�•f7�1 Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load Deck 0 0 0 0 11.5 Roof 172.5 0 287.5 460 23 Floor 276 920 0 1196 25.5 Wall 255 0 0 255 2 Fnd 200 0 0 200 Total 903.5 920 287.5 2111 Minimum USE (in) Stress Ftg Width 1.0555 16 79% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load Deck 0 0 0 0 23 Roof 345 0 575 920 23 Floor 276 920 0 1196 51 Wall 510 0 0 510 2 Fnd 200 0 0 200 Total 1331 920 575 2826 Minimum USE (in)Stress Ftg Width 1.413 24 71 Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 331.0 Ibs Axial Live Load = 180.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.53 OK Slab Resists All Sliding ! Total Bearing Load = 1,676 Ibs ...resultant ecc. = 3.01 in Soil Pressure @ Toe = 1,182 psf OK Soil Pressure @ Heel = 255 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,477 psf ACI Factored @ Heel = 318 psf Footing Shear @ Toe = 5.7 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 525.6 Ibs Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.550 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = Short Term Factor = C Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.50 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 10.00 10.00 5.687 5.687 0.006 0.139 86.1 612.0 43.0 816.0 5,836.1 5,836.1 1.3 9.0 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0018 in2/ft (4/3) * As: 0.0024 in2/ft Min Stem T&S Reinf Area 0.288 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0338 in2/ft (4/3) * As: 0.045 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,477 318 psf Total Footing Width = 2.33 Mu': Upward = 656 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 88 176 ft-# Mu: Design = 568 176 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.67 5.49 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 17.99 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.00 in Toe: #4@ 14.28 in, #5@ 22.13 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall License To: SOUND STRUCTURAL SOLUTIONS, INC Code: IBC 2015,AC1 318-14,AC1 530-13 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 525.6 1.61 846.8 Soil Over Heel = 293.2 2.00 586.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 511.0 1.33 681.3 Load @ Stem Above Soil = " Axial Live Load on Stem = 180.0 1.33 240.0 = Soil Over Toe = Surcharge Over Toe = Total 525.6 O.T.M. 846.8 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = _ = Footing Weight = 291.6 1.17 340.2 Resisting/Overturning Ratio = 2.53 Key Weight = Vertical Loads used for Soil Pressure = 1,675.8 Ibs Vert. Component = 2.33 Total = 1,495.8 Ibs R.M.= 2,141.2 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.056 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 331.0 Ibs Axial Live Load = 180.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.91 OK Slab Resists All Sliding ! Total Bearing Load = 1,676 Ibs ...resultant ecc. = 4.99 in Soil Pressure @ Toe = 1,489 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,860 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.1 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 640.1 Ibs Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.550 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,AC1 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 33.833 Total Seismic Force = 163.528 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = Short Term Factor = 2nd C Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Bottom Stem OK Stem OK 2.50 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 10.00 10.00 5.687 5.687 0.013 0.185 136.8 747.3 81.1 1,086.7 5,836.1 5,836.1 2.0 11.0 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0034 in2/ft (4/3) * As: 0.0045 in2/ft Min Stem T&S Reinf Area 0.288 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.045 in2/ft (4/3) * As: 0.06 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,860 0 psf Total Footing Width = 2.33 Mu': Upward = 792 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 88 176 ft-# Mu: Design = 705 176 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.14 5.49 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 17.99 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.00 in Toe: #4@ 14.28 in, #5@ 22.13 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment im Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 525.6 1.61 846.8 114.5 2.42 276.6 Total 640.1 O.T.M. 1,123.5 Resisting/Overturning Ratio = 1.91 Vertical Loads used for Soil Pressure = 1,675.8 Ibs ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 293.2 Z.uu 586.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 511.0 1.33 681.3 " Axial Live Load on Stem = 180.0 1.33 240.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = Footing Weight = 291.6 1.17 340.2 Key Weight = Vert. Component = 2.33 Total = 1,495.8 Ibs R.M.= 2,141.2 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Retained Height = 6.00 ft Allow Soil Bearing = 2,667.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.550 Soil height to ignore for passive pressure = 0.00 in Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft NOT Used for Sliding & Overturning Load Type = Wind (W) (Service Level) Axial Dead Load = 331.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 180.0 Ibs (Service Level) Axial Load Eccentricity = 0.0 in Uniform Seismic Force = 47.833 Method : Uniform Multiplier Used = 7.000 Total Seismic Force = 326.861 (Multiplier used on soil density) Overturning = 1.80 OK Slab Resists All Sliding ! Total Bearing Load = 2,629 Ibs ...resultant ecc. = 8.82 in Soil Pressure @ Toe = 1,596 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,081 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 22.4 psi OK Footing Shear @ Heel = 12.2 psi OK Allowable = 75.0 psi Lateral Sliding Force 1,279.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,AC1 1.400 1.700 1.700 1.300 1.000 Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Code: IBC 2015,AC1 318-14,AC1 530-13 Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK Stem OK ft = 2.50 0.00 = Concrete Concrete = LRFD LRFD = 8.00 8.00 _ # 4 # 4 = 12.00 6.00 = 5.687 5.687 fb/FB + fa/Fa = Service Level Ibs = Strength Level Ibs= 636.0 1,664.0 Service Level ft-# = Strength Level ft-# = 839.6 3,615.0 Moment..... Allowable ft-#= 4,905.9 9,387.0 Service Level psi = Strength Level psi = 9.3 24.4 Shear..... Allowable psi = 75.0 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 5.69 5.69 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method fc Fy psi = psi = psf = 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 psi = 60,000.0 60,000.0 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0348 in2/ft (4/3) * As : 0.0463 in2/ft 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7704 in2/ft Code: IBC 2015,AC1 318-14,AC1 530-13 Horizontal Reinforcing Min Stem T&S Reinf Area 0.672 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1496 in2/ft (4/3) * As : 0.1995 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1995 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in 1.67 ft Toe Width = Heel Width = 2.00 Factored Pressure = 2,081 0 psf Total Footing Width = 3.67 Mu': Upward = 2,404 94 ft-# Footing Thickness = 10.00 in Mu': Downward = 243 977 ft-# Mu: Design = 2,161 883 ft-# Key Width = 0.00 in Actual 1-Way Shear = 22.37 12.22 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 11.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 17.99 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.00 in Toe: #4@ 14.28 in, #5@ 22.13 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Code: IBC 2015,AC1 318-14,AC1 530-13 Ibs ft ft-# Ibs ft ft-# 1,050.6 2.28 2,393.1 228.8 3.42 781.7 1,279.4 3,174.8 Vertical Loads used for Soil Pressure = 2,629.4 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 880.0 s.uu 2,640.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 511.0 2.00 1,022.2 " Axial Live Load on Stem = 180.0 2.00 360.1 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 2.00 1,200.2 Earth @ Stem Transitions = Footing Weight = 458.4 1.83 840.4 Key Weight = Vert. Component = 3.67 2,449.4 Ibs 5,703.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.073 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 7.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 331.0 Ibs Axial Live Load = 180.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.94 OK Slab Resists All Sliding ! Total Bearing Load = 3,018 Ibs ...resultant ecc. = 7.98 in Soil Pressure @ Toe = 1,507 psf OK Soil Pressure @ Heel = 2 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,984 psf ACI Factored @ Heel = 2 psf Footing Shear @ Toe = 18.4 psi OK Footing Shear @ Heel = 10.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,440.0 Ibs Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.550 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = Short Term Factor = Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.50 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 16.00 8.00 5.687 5.687 0.204 0.406 774.6 1,874.3 1,161.8 4,373.3 5,663.0 10,751.9 11.3 27.5 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0481 in2/ft (4/3) " As: 0.0641 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.181 in2/ft (4/3) " As: 0.2414 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(5.687)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.2275 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,984 2 psf Total Footing Width = 4.00 Mu': Upward = 3,308 198 ft-# Footing Thickness = 12.00 in Mu': Downward = 420 1,145 ft-# Mu: Design = 2,888 947 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.42 10.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 17.99 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.00 in Toe: #4@ 11.89 in, #5@ 18.44 in, #6@ 26.18 in, #7@ 35.70 in, #8@ 47.01 in, #9@ 5 Heel: Not req'd: Mu < phi"5 lambda`sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Project Name/Number : FWCC (45-2000 RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment �m Ibs ft ft-# Heel Active Pressure = 1,440.0 2.67 3,840.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,440.0 O.T.M. 3,840.0 Resisting/Overturning Ratio = 1.94 Vertical Loads used for Soil Pressure = 3,017.7 Ibs ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,026.7 3S 3,422.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 511.0 2.33 1,192.3 " Axial Live Load on Stem = 180.0 2.33 420.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 700.0 2.33 1,633.3 Earth @ Stem Transitions = Footing Weight = 600.0 2.00 1,200.0 Key Weight = Vert. Component = 4.00 Total = 2,837.7 Ibs R.M.= 7,447.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.073 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Stud Wall Loads Dead, D 648 Live, L 900 Snow,S 338 Of Of Of Wall Stud Calculation Location Nall Line: D Story: 1 • Gravity Loading: Controling Combo: D + 0.75L + 0.75S Wind Loading? Exposure Category Topographic Factor Height Above Ground ASCE7 C&C Case C&C Wind Pressure *Design Values Studs Species Stud Spacing Plies Stud Height Pressure Treated? Bracing: *Slenderness: • Deflection: •Plate Crushing: *Axial *Bending No B KZt - 1.00 h = 10 ft 5 W = 0.0 psf 2x4 HF#2 12 in oc 1 9.167 ft No Weak Yes Strong No *Combined Axial & Bendine: 5W14 p= _ 384EI Fc_ = 405 psi -->Cb= 1.25 Fc = 367 psi BCD= 1.00 Fb = 1466 psi BCD= 1.00 0.048 in fc = 300 psi Unity Equation: Fc' = 588 psi NDS (3.9-3) fb = 206 psi Fb' = 2346 psi ->CD= 1.60 • Connection R = 23 Ib Job#1 s2001006 Date: 1/30/2020 Load: Load Duration: 1576 plf CD = 1.15 1576 Ib per stud GCP; 0.18 Kz 0.70 Kd 0.85 V 110 mph IBC min 5 psf Fcii Fb E 1300 850 1300000 psi Fc*=(CF)(C;)Fc„= 1495 psi MCP= 0.25 Fc=(CP)(Fc*)= 367 psi Fb*=(CF)(C,)(Ci)Fb= 1466 psi 1e = 31.4 < 50 OK d Ratio: 63% L / 2297 L / 240 OK Ratio: 10% fc = 295 psi OK Fc'_ = 506 psi 58% fc = 295 psi OK Fc' = 367 psi 80% fb = 206 psi OK Fb' = 1466 psi 14% a OK f+ fb Ratio: 64% TO F�b�1 — f FE1) ->CD = 1.60 2-16d Ra = Use HF#2 2x4 @ 12 in oc OK 262 Ib 9% BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 9.167 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) 1 G.T. 3 - 2x4 3 - 2x6 3 - 2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 9.167 ft HF BEAM 2x4 2x6 2x8 727 (SAWN) 4x (SAWN) 3-1/2 (MANF) 3855# 6682# 3645# 3855# B 6682# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 5783# 10023# 8201# 5783# B 10023# PC 9568# PC 6-3/4 (GLB) 7 (MANF) 7711# B I 13365# PC 16402# PC G.T. 1 4252# 6682# 5467# CAPACITY: H = 9.167 ft HF BEAM 2x4 2x6 2x8 72x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 3855# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201# 8201# _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ I 16402# I PC G.T. 7290# 1 5467# 1 5467# CAPACITY: H = 9.167 ft HF HEADER 2x4 2x6 2x8 7-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 1927# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC