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REVIEWED BLD2024-0359+Structural_Calculations+3.14.2024_8.57.48_AM+4130492RECEIVED BLD2024-0359 Mar 14 2024............................................... REVIEWED CITY OF EDMONDS BYW74 S SOUND STRUCTURAL SOLUTIONS DEVELOPMENT SERVICES CITY of EDMONDS DEPARTMENT BUILDING DEPARTMENT :.............................. . . ...........: E N G Z N E E R S Client I Glenn & Beth Farley Glenn & Beth Farley TESL/FA ti n � m phone email �^ 00373 SSS # I s2312030 ��o �FSS/OST NAL'j** Z Project 8722 Main Street 3 Identification Franklin Architecture (2069195830) WAC 196-23-070 Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 DESIGN CRITERIA 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 1 MILE Ar _ r Z2-6 yl �SYk - I r 3.'�Q�ill .ro'a.� d .•►_ i ��' v i, A�'4 �4 i�*_� q. �. 11 ="`A 'S �) in St '°' ..�IrJ y' i ` � t' ~9► j` '� -�,r 1. ,; �2••--� ;•.' r__ i8722' Main St Edmonds Driftwood Players " i •� . •y k�+•`� 1 5• w r � � �f `' f "�'' �` � k� �} LktiL •" I• .: i�L r• Lst Pool a„ Yost Park Tennis and Pickleball Courts Bar.Do'oWil l F t�M i �`• '°'J�IRI� '.. fin_ <• . w U' i, 1"jr M.,•�lIP`#c,' r .i •3L w� �r..rt '.Se <•{ - 2Ar5t�.,� �� , ` � .. �,r„ `�21�5;� �l n��.. ,,r�'�* • • ' `• � ` �216\h•S\ S`d� r.. tyyt�ll r��.,` RfF�, •�`%i� D - j r _ : Ugc.gi y. 216th St SW- men a7v I rir tY it: -Stull*o%to: :y., . r,D� .8 vl r; St'.B �Zi ,i AW .r) e t �7•'. GG : ► v F 21!SFti SSMW 218\hSt• b�/p 4X`p� ice- u �i4tis�'vib.. .=iiC oiicri!C\A/. ` T S�s� •r�� v : ti i� A,cdish Edm�r.-s ;,ar�is CIMSe Uke Ele"eil-3, SOW am Bar Dojo Bridge Animal Referral Center t 872.2: aain'�St Pine Ridge Park, s �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 8722 Main St Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.809884 Risk Category: II Longitude:-122.351523 Soil Class: D - Default (see Elevation: 0 ft (NAVD 88) Section 11.4.3) 1 Wind r� �M 11 �• IY �1 1 � EWI !1e-1 L i n Otl , Teii��e J oer n.•iw,,,� Bomell jl�...� .p tihOff•Y�� - --� Jy�.il I rtlpmh 1 �•: �• f ic:l fiiY:V+le I Kuhl,ind Rr �.r Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Feb 15 2024 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 7-16 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 7-16 Section 26.2. hftps:Hascehazardtool.org/ Page 1 of 3 Thu Feb 15 2024 Wind r� �M 11 �• IY �1 1 � EWI !1e-1 L i n Otl , Teii��e J oer n.•iw,,,� Bomell jl�...� .p tihOff•Y�� - --� Jy�.il I rtlpmh 1 �•: �• f ic:l fiiY:V+le I Kuhl,ind Rr �.r Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Feb 15 2024 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 7-16 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 7-16 Section 26.2. hftps:Hascehazardtool.org/ Page 1 of 3 Thu Feb 15 2024 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 1.286 Sp1 N/A S1 0.453 TL 6 Fa 1.2 PGA: 0.548 Fv N/A PGA M : 0.657 SMs 1.543 FPGA 1.2 SM1 N/A le 1 SIDS 1.029 Cv 1.357 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Feb 15 2024 Date Source: USGS Seismic Design Maps hftps:Hascehazardtool.org/ Page 2 of 3 Thu Feb 15 2024 E® AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 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 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 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 Hazard Tool. https:Hascehazardtool.org/ Page 3 of 3 Thu Feb 15 2024 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 LATERAL ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analvsis s2312030 Number of Diaphragms 1 Code 18 IBC 1 or 2-Story Dwelling? Yes General Design Criteria 2018 International Building code & 2016 ASCE7 Per Section 1613.1 IBC Design Loads Dead Live Snow Sic Mass Roof 1 15 --- 25 15 Floor 1 12 40 --- 12 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient CS Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF Ply 16 If oc II 2016 Envelope Procedure 98 mph B B 396 ft Kzt: 1.00 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.286 Sl 0.453 TL 6 SpS 1.03 SDI 0.56 D Default Table 12.2-1: A-15 Transverse Longitudinal 6.5 3.25 0.158 0.317 1534 4065 no 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 240306_SSSIate ral_240122 API_s2312030 DC Building Orientation and Height Wall Lines 1 3 4 5 Stories A �a c T =6 a, Transverse o C J Trans O J Number of Diaphragms 1 Building Height 8.00 Diaphragm 1 Framing ft 1.00 Story ft 7.00 Trans Long Structure is regular in yes No Ian at all levels? Wind Loads Wind Loads Help XPELWL Ridge Elevation 11.25 ft Eave Height 11.25 ft Mean Roof Height, h 11.25 ft Least Horizontal Dimension, LHD 14 ft Transverse Direction B Dimension 45 ft L Dimension 14 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 270 sq ft Isq ft:] Transverse Direction (LW) Roof Pitch 0 :12 Classified: Enclosed Building Angle 0 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 270 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 14 ft L Dimension 45 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 63 sq ft sq ft Longitudinal Direction (LW) Roof Pitch Classified: Angle 0 :12 Enclosed Building 0 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 63 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 98 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.57 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 11.74 psf Ground Elevation Factor, Ke 0.99 Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelope Procedure Direction Transverse Longitudinal sum 4320 1008 Load Case T-16psf L-16psf 1 4320 1008 240306_SSSIate ral_240122 API_s2312030 WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 1 Roof 1 I Mass (Ibs) area (fe) 646 9690 it weight (psf) 15 trans - w, 9690 long - w,( 12840 Walls height (ft) 7 trans -wall (ft) H unit weight (psf) 10 long -wall (ft) Wall 1 Mass (Ibs) 0 unit weight (psf) 10 Wall 1 90 Mass (Ibs) 6300 trans - w, long - w,( Sum of Effective Seismic Weights (Ibs) 15990 15990 240306_SSSIate ral_240122 API_s2312030 EF Mapped Spectral Accelerations XPEMSA Ss 1.286 Fa 1.200 Sos 1.03 St 0.453 Fv 1.847 Sot 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Eauiv. Lateral Force Procedure XPEELF Approximate Period Parameters Approximate Fundamental Transverse Longitudinal Ct = 0.020 0.020 x= 0.75 0.75 Period T= hn= TL = CS = (Maximum) Cs = (Minimum) Cs = (Minimum) Cs = (Minimum) Cs = Calculation of Seismic Response Coefficient 0.095 sec 0.095 sec 8.0 ft 6 sec Ts = 0.54 sec Transverse Longitudinal 0.158 0.158 Ibs EQ 12.8-2 0.902 0.902 Ibs EQ 12.8-3 / 8.4 0.045 0.045 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-6 XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph.1 Trans I Cs I Mass I V I Long I Cs I Mass IV 1 1 6.5 1 0.158 1 9690 1 1534 1 3.25 1 0.317 1 12840 14065 Transverse Base Shear, ht V = 1534 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 4065 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wxhxk CvX wX wxhxk CvX 1 8 12840 102720 1.000 12840 102720 1.000 0 0 3150 0 0.000 3150 0 0.000 102720 102720 Diaphragm Transverse 1 1534 Ibs sum 1534 Longitudinal 4065 Ibs sum 4065 240306_SSSIate ral_240122 API_s2312030 EF Allowable Stress Design Loads 2016 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) 1 2592 605 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 46% Seismic Design Loads, Fx p = 1.30 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 1396 3699 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 V VF Max Tx VS w dr dra 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+,), Ibs Total length of SW's (Y_ w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf Maximum uplift force of the SW's, Ibs 12.3.4.2 Nxh 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 240306_SSSIate ral_240122 API_s2312030 DL 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+f Twx Tex,, TeX WIND SEISMIC VTx 768 414 Wood Shrinkage v 192 103 v, amp'd 192 103 Cntrl'g 137 Max Tx 1260 660 A (in) 0.336 0.118 1.00 100% 192 103 1 4.00 7 1260 660 L VF vs 4.00 192 137 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 1 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+f Tex WIND E-QUAKE VTx 1232 663 Wood Shrinkage v 308 166 v, amp'd 308 166 Cntrl'g 220 Max Tx 2072 1097 A (in) 0.363 0.128 1.00 100% 308 166 4.00 7 2072 1097 L VF Vs 4.00 308 220 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 1 Trans --- % vw VE W h dr dl a df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 336 181 Wood Shrinkage v 84 45 v, amp'd 84 45 Cntrl'g 60 Max Tx 504 253 A (in) 0.143 0.050 1.00 100% 84 45 4.00 7 504 253 L VF vs 4.00 84 60 MMMOM�� Tril,laryDead Loads WIND E-QUAKE. Wood Shrinkage 1 16 • • 30 16Cntrl'g 22 Max Tx 34 1 A 0.037 0.013 240306_SSSIate ral_240122 API_s2312030 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 Long --- % vw VE w h dr dra df dfe TwX+f TwX Tex,, TeX WIND E-QUAKE VTx 605 3699 Wood Shrinkage v 76 462 v, amp'd 76 462 Cntrl'g 462 Max Tx 361 3109 A (in) 0.101 0.426 1.00 100% 76 462 8.00 7 361 3109 L VF vs 8.00 462 462 TribularDead Loads WIND E-QUAKE. Wood Shrinkage Max Tx 0 0 240306_SSSIate ral_240122 API_s2312030 FIR Shear Transfer Connections xPSTC Shearwall Capacities from SDPWS-2015 Table 4.3A a� f6 o m a 01 `—' m c MINIMUM NOMINAL PANEL THICKNESS (inch) Nail or Staple size y a M a Y 6 242 339 7/16" 8d Common @ 6"oc HF 16 10 353 493 7/16" 8d Common @ 4"oc HF 16 13 456 637 7/16" 8d Common @ 3" oc HF 16 15 2 595 832 7/16" 8d Common @ 2"oc HF 16 20 707 986 7/16" BOTH SIDES 8d Common @ 4"oc HF 16 26 911 1274 7/16" BOTH SIDES 8d Common @ 3" oc HF 16 30 1190 1665 7/16" BOTH SIDES 8d Common @ 2"oc HF 16 40 1432 2000 15/32" BOTH SIDES 10d Common @ 2"oc HF 16 46 1618 2260 19/32" BOTH SIDES 10d Common @ 2"oc HF 16 44 242 339 3/8" 8d Common @ 6"oc HF 16 10 353 493 3/8" 8d Common @ 4"oc HF 16 13 456 637 3/8" 8d Common @ 3" oc HF 16 15 595 832 3/8" 8d Common @ 2"oc HF 16 20 707 986 3/8" BOTH SIDES 8d Common @ 4"oc HF 16 26 240306_SSSlateral_240122_API_s2312030 ST 911 1274 3/8" BOTH SIDES 8d Common @ 3"oc HF 16 30 1190 1665 3/8" BOTH SIDES 8d Common @ 2"oc HF 16 40 1G 250 250 1/2 GWB BOTH SIDES 5d Cooler @ 7"oc HF 16 13 300 300 1/2 GWB BOTH SIDES 5d Cooler @ 4"oc HF 16 15 290 290 5/8 GWB BOTH SIDES 6d Cooler @ 7"oc HF 16 15 350 350 5/8 GWB BOTH SIDES 6d Cooler @ 4"oc HF 16 17 125 125 1/2 GWB 5d Cooler @ 7"oc HF 16 7 150 150 1/2 GWB 6d Cooler @ 4"oc HF 16 8 145 145 5/8 GWB 6d Cooler @ 7"oc HF 16 8 175 175 5/8 GWB 6d Cooler @ 4"oc HF 16 9 250 250 5/8 GWB TWO LAYERS Base Layer: 6d Cooler @ 9"oc & Face Layer: 8d Cooler @ 7"oc HF 16 11 WSW 1620 1620 Simpson Strong Wall WSW18x8 1620 1620 ### PF 0 0 APA Portal Frame See Detail PF 0 0 0 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... 240306_SSSlateral_240122_API_s2312030 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 F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an F1 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 [pg11 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 [pgll 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 [pgI1 NDS] 240306_SSSlateral_240122_API_s2312030 ST Shear Wall Summary J Width SW V F % Stress vs Wind vs seismic Wind % Stress Seismic % Stress Notes 1 1 4.00 B 6 192 91% 192 103 57% 43% 3 1 4.00 C 2 308 90% 308 166 37% 28% 4 1 4.00 A 6 84 56% 84 45 25% 19% 5 1 8.46 A 6 30 20% 30 16 9% 7% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 240306_SSSIate ral_240122 API_s2312030 SW Holdown Summary J a C/� Uplift W Uplift E Holdown 1 1 1260 660 #HTT4 3 1 2072 1097 #HTT4 4 1 504 253 #HTT4 5 1 34 0 #HTT4 Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 3105 @ DNA DNA 3465 @ DNA DNA 2550 @ 41% 36% 26% 3105 @ DNA DNA 3465 @ DNA DNA 2550 @ 67% 60% 43% 3105 @ DNA DNA 3465 @ DNA DNA 2550 @ 16% 15% 10% 3105 @ DNA DNA 3465 @ DNA DNA 2550 @ 1% 1% 0% 240306_SSSIate ral_240122 API_s2312030 SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2015 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. I J� Specify a Length Shear Stress (wind) Shear Stress (Seis) 1 1 768 414 M R All other 158.1 2.4 1.3 15 51 28 3.1 1,232 663 E R All other 158.1 7.8 4.2 15 82 44 4 1 336 181 E R All other 158.1 2.1 1.1 15 22 12 5 1 256 138 E R All other 158.1 1.6 0.9 15 17 9 A 1 605 3,699 E R All other 158.1 3.8 23.4 47 13 79 240306_SSSlateral_240122_API_s2312030 HD Shear Wall Deflection & Story Drift Summary Elastic Inelastic J Story Wind Seismic Seismic Allowable o Drift Check cn Height Deflection Deflection Deflection Drift [p =1.0] [Cd = 4] 1 1 7 0.34 0.12 0.47 1.7 28% OK 3 1 7 0.36 0.13 0.51 1.7 30% OK 4 1 7 0.14 0.05 0.20 1.7 12% OK 5 1 7 0.04 0.01 0.05 1.7 3% OK 240306_SSSIate ral_240122 API_s2312030 SW SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 LATERAL ANALYSIS BRACED FRAME DESIGN 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 BRACED FRAME ANALYSIS 4.06 k I Front in \ i R[A r� X Undo Redo Copy Delete Clic' Edit Result Case E+X Find � — Load Case Edi' °.. Invert Selection Manager _- Project Manager 4 Results Results Rlter Cut - Results Results Node Result - Selected Node N002 - Displacements DX 0.04908in DY -000299 in DZ Oin RX 0.00004deg RY 0.006Mdeg PZ -0.03022 deg Reactions FX OK FY 0 K FZ -0.00005K MX 0 K-ft MY 0 K-ft MZ 0 K-ft Seismic Elastic Drift = 0.05" Load Cases F iModel vew i?f Result Vew ��Design Vew ,^ ni rqL,a Il �� Format Painter Result Case E+X L-Find it I Undo Redo Copy Paste Delete Clipboard Clipboard 0_ Load Case Edit Load Export Import , 0Invert Selection Manager Case Edit Load Cases Project Manager > > > > >%> > ¢ Model View 1 Result View �� Design View Results Results Flter Cut - Results Results Node Result - Selected Node N001 - Displacements DX Oin DY Oin DZ Oin RX 000004deg RY 001234deg RZ-0.11678deg - Reactions FX -4.06K FY -a9331 K FZ-0.00005 K MX OK-(t MY OK-ft MZ OK-%t Seismic Overturning: 3.9k Seismic Shear at Connection: 4.1k Steel V Brace G 1: Combined Check Member Section I Offset I Result Case I Demand I Capacity Code Reference Unity Check I Details ft W IU = 5.5692 R, KLy = 5.5692 R, KL b—on) - 5.5692 R, O Lb = 5.5692 it, O V001 Circle 1 5.5692 8. D+0.7E -X 0.3279 1.0000 Hl-la 03279 AAA Unity = 0.23371, Mz Unity = 0.10565, My Unity = 0.00035, Kz = 1, Ky = 1, K(t—i* = 1, Cb = 1.3 Steel V Brace G 1: Anal Check Member I Section I Offset I Result Case Demand Fx I Capacity Fx Code Reference Unity Check Detail ft K K s V001 circle I 11.1383 8. D+0.7E .,+X 3.9672 16.9307 D2-1 0.2343 1" diameter rod 33% stressed (4) Angle Column stress: Negligible Axial Force: 5.6k (1.0E), 3.9k (0.7E) SOUND STRUCTURAL SOLUTIONS E N G I N E E R S • 11" •11"a1 •1 Pa:=5600 lb Rod axial force Resolve Force and Moment into Bolt Group: Using Table 7-7 in AISC Steel Manual: (Table is conservative w/r to this case) C:=3.17 r,,,:=16600 lb Capacity of single 5/8" bolt in double shear Q := 2 Safety Factor QE := 2.5 Overstrength Factor S?R„ := - • C = 26311 lb Capacity of bolt group Pa • S2E = 0.53 OK f2Ra Page 1 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Desian Center Plate of Braced Frame: Fy := 36000 lb tP := 0.5 in in Fa := 58000 lb an 2 QE := 2.5 Overstrength Factor Pa := 0.7.5600 lb = 3920 lb Rod axial force Gross Cross -Sectional Yielding: Ay:=2 in•tp=1 in Q :=1.67 Safety Factor QPn := f2 y = 21557 lb Pa • S?E = 0.45 OK S2Pn Net Area Yielding with block shear: A,:=1 in•tp=0.5 in Q := 2.00 Safety Factor F. - A, F. •A �f2Pn:— + � nv =23563 lb Pa • S?E = 0.42 OK ` ?pn An,U := 0.625 in • tp = 0.31 in Clevises shall be designed for Allowable Load of: Braced Frame Column Ca an city: Capacity of single L3x3x1/4 @ 8ft unbraced: Pa := 4000 lb Pa • `f2E = 0.30 OK `f2Pn Pa • .f2E = 9800 lb S2Pn := 8400 lb • 4 = 33600 lb Page 2 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 WOOD -UNIFORM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1,200.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,200.0 psi Ebend-xx 1,600.0ksi Fc - Prll 1,000.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 825.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09) S(0.15) l 7 6x8 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 2.0 --» 9.50 ft, Tributary Width = 6.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.613 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 846.03 psi fv: Actual = 34.41 psi F'b = 1,380.00 psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.165 in Ratio = 838 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.275 in Ratio = 502 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values shear VaTues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.314 0.091 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.46 338.8 1,080.0 0.38 14.0 153.0 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.613 0.176 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.64 846.0 1,380.0 0.95 34.4 195.5 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.521 0.150 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.09 719.2 1,380.0 0.81 29.3 195.5 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.106 0.031 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.87 203.3 1,920.0 0.23 8.4 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 WOOD -UNIFORM Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.2748 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.951 0.951 Max Upward from Load Combinations 0.951 0.951 Max Upward from Load Cases 0.563 0.563 D Only 0.389 0.389 +D+S 0.951 0.951 +D+0.750S 0.811 0.811 +0.60D 0.233 0.233 S Only 0.563 0.563 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 WOOD - POINT LOADS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1,200.0 psi Load Combination IBC 2021 Fb - 1,200.0 psi Fc - Prll 1,000.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 825.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling S(o.6) 6x8 Span = 11.50 ft Applied Loads Beam self weight calculated and added to loading Point Load : D = 0.360, S = 0.60 k @ 3.670 ft, (XR 1-3) Point Load : D = 0.360, S = 0.60 k @ 7.670 ft, (XR 1-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.634: 1 Section used for this span 6x8 fb: Actual = 874.54 psi F'b = 1,380.00 psi Load Combination +D+S Location of maximum on span = 7.261 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.179 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.298 in Ratio = Max Upward Total Deflection 0 in Ratio = D(0.36) S(0.6) 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 Shear Stress Ratio = Section used for this span fv: Actual = F'v = Load Combination Location of maximum on span = Span # where maximum occurs = 769 > 360 Span: 1 : S Only 0 <360 n/a 462 -180 Span: 1 : +D+S 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r D Only Length = 11.50 ft 1 0.323 0.098 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.634 0.190 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.538 0.161 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.109 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Moment Values M fb F'b 0.0 1.50 348.9 1,080.0 0.0 3.76 874.5 1,380.0 0.0 3.19 743.0 1,380.0 0.0 0.90 209.3 1,920.0 0.190 : 1 6x8 37.07 psi 195.50 psi +D+S 0.000 ft Span # 1 Shear alues V fv F'v 0.00 0.0 0.0 0.41 15.0 153.0 0.00 0.0 0.0 1.02 37.1 195.5 0.00 0.0 0.0 0.87 31.5 195.5 0.00 0.0 0.0 0.25 9.0 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 WOOD - POINT LOADS Overall Maximum Deflections Load Combination Span Vertical Reactions Max. "" Defl Location in Span Load Combination 0.2983 5.750 Support notation : Far left is #1 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.025 0.998 Max Upward from Load Combinations 1.025 0.998 Max Upward from Load Cases 0.608 0.592 D Only 0.416 0.406 +D+S 1.025 0.998 +D+0.750S 0.873 0.850 +0.60D 0.250 0.244 S Only 0.608 0.592 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 WOOD CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.015) S(0.025) D(0.11) S(0.15) 48 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 12.250 ft, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 0.110, S = 0.150 k @ 12.250 ft, (X 1-1) Point Load : D = 0.110, S = 0.150 k @ 12.250 ft, (X 1-1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.538 1 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 804.03 psi fv: Actual = F'b = 1,495.00 psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 10.126ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.283 in Ratio = 658 >=360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.469 in Ratio = 396 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr D Only Length = 15.50 ft 1 0.276 0.090 0.90 1.00 1.00 1.00 1.300 +D+S 1.00 1.00 1.00 1.300 Length = 15.50 ft 1 0.538 0.173 1.15 1.00 1.00 1.00 1.300 +D+0.750S 1.00 1.00 1.00 1.300 Length = 15.50 ft 1 0.457 0.147 1.15 1.00 1.00 1.00 1.300 +0.60D 1.00 1.00 1.00 1.300 Length = 15.50 ft 1 0.093 0.030 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb F'b 0.0 0.82 322.7 1,170.0 0.0 2.05 804.0 1,495.0 0.0 1.75 683.6 1,495.0 0.0 0.49 193.6 2.080.0 0.173 : 1 4x8 35.74 psi 207.00 psi +D+S 12.276 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.25 14.6 162.0 0.00 0.0 0.0 0.60 35.7 207.0 0.00 0.0 0.0 0.52 30.4 207.0 0.00 0.0 0.0 0.15 8.7 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 WOOD Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.4692 8.146 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.405 0.605 Max Upward from Load Combinations 0.405 0.605 Max Upward from Load Cases 0.248 0.358 D Only 0.157 0.246 +D+S 0.405 0.605 +D+0.750S 0.343 0.515 +0.60D 0.094 0.148 S Only 0.248 0.358 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 STEEL (Analysis only) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending C7x9.8 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 - > 12.250 ft, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 0.340, S = 0.450 k @ 12.250 ft, (X 1-1) Point Load : D = 0.340, S = 0.450 k @ 12.250 ft, (X 1-1) Uniform Load : D = 0.010 k/ft, Tributary Width = 1.0 ft, (steel self wt) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.502 : 1 Maximum Shear Stress Ratio = C7x9.8 Section used for this span 6.479 k-ft Va : Applied 12.916 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.260 in Ratio = 714 > 360 0.000 in Ratio = 0 <360 Span: 1 : S Only 0.456 in Ratio = 408 > 180 Span: 1 : +D+S 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 0.100 :1 C7x9.8 1.907 k 19.013 k +D+S 15.500 ft Span # 1 Load Combination Max Stress Ratios Summary of Mom_e_nt_Va_Fu_e_s Su-mmary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 15.46 ft 1 0.216 0.044 2.79 2.79 21.57 12.92 1.00 1.00 0.83 31.75 19.01 Dsgn. L = 0.04 ft 1 0.003 0.044 0.04 0.04 21.57 12.92 1.00 1.00 0.83 31.75 19.01 +D+S Dsgn. L = 15.46 ft 1 0.502 0.100 6.48 6.48 21.57 12.92 1.00 1.00 1.91 31.75 19.01 Dsgn. L = 0.04 ft 1 0.007 0.100 0.08 0.08 21.57 12.92 1.00 1.00 1.91 31.75 19.01 +D+0.750S Dsgn. L = 15.46 ft 1 0.430 0.086 5.56 5.56 21.57 12.92 1.00 1.00 1.64 31.75 19.01 Dsgn. L = 0.04 ft 1 0.006 0.086 0.07 0.07 21.57 12.92 1.00 1.00 1.64 31.75 19.01 +0.60D Dsgn. L = 15.46 ft 1 0.129 0.026 1.67 1.67 21.57 12.92 1.00 1.00 0.50 31.75 19.01 Dsgn. L = 0.04 ft 1 0.002 0.026 0.02 0.02 21.57 12.92 1.00 1.00 0.50 31.75 19.01 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 STEEL (Analysis only) Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4559 8.149 0.0000 0.000 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.298 1.907 Max Upward from Load Combinations 1.298 1.907 Max Upward from Load Cases 0.744 1.074 D Only 0.553 0.833 +D+S 1.298 1.907 +D+0.750S 1.112 1.639 +0.60D 0.332 0.500 S Only 0.744 1.074 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 TOTAL (ANALYSIS only) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0135) _ _.55(0._) D(0.06) S(0.1) 3.50 X 7.0 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 12.250 ft, Tributary Width = 4.0 ft, (ROOF) Point Load : D = 0.450, S = 0.60 k @ 12.250 ft, (X 1-1) Point Load : D = 0.450, S = 0.60 k @ 12.250 ft, (X 1-1) Uniform Load : D = 0.01350 , Tributary Width = 1.0 ft, (steel self weight) DESIGN SUMMARY Maximum Bending Stress Ratio = 2.423 1 Maximum Shear Stress Ratio = 0.749 : 1 Section used for this span 3.50 X 7.0 Section used for this span 3.50 X 7.0 fb: Actual = 3,622.82psi fv: Actual = 154.97 psi F'b = 1,495.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.956ft Location of maximum on span = 14.934ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 1.256 in Ratio = 148 <360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 2.198 in Ratio = 84 <180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 1.329 0.415 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.70 1,555.0 1,170.0 1.10 67.3 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 2.423 0.749 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 8.63 3,622.8 1,495.0 2.53 155.0 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 2.077 0.643 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 7.40 3,105.8 1,495.0 2.17 133.0 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 TOTAL (ANALYSIS only) Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b Length = 15.50 ft 1 0.449 0.140 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.22 933.0 2,080.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 2.1980 8.146 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.730 2.539 Max Upward from Load Combinations 1.730 2.539 Max Upward from Load Cases 0.993 1.432 D Only 0.738 1.106 +D+S 1.730 2.539 +D+0.750S 1.482 2.181 +0.60D 0.443 0.664 S Only 0.993 1.432 Shear a ues V fv F'v 0.66 40.4 288.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 WOOD (NOTCHED END w/o STEEL) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0135) D(0.45) S(0.6) D(0.06) S(0.1) 48 Span = 15.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 12.250 ft, Tributary Width = 4.0 ft, (ROOF) Point Load : D = 0.450, S = 0.60 k @ 12.250 ft, (X 1-1) Point Load : D = 0.450, S = 0.60 k @ 12.250 ft, (X 1-1) Uniform Load : D = 0.01350 , Tributary Width = 1.0 ft, (steel self weight) DESIGN SUMMARY Maximum Bending Stress Ratio = 2.186: 1 Maximum Shear Stress Ratio = 0.730 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 3,268.32psi fv: Actual = 151.16 psi F'b = 1,495.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.791 ft Location of maximum on span = 14.771 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 1.074 in Ratio = 171 <360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 1.879 in Ratio = 97 <180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 15.330 ft 1 1.198 0.405 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.58 1,401.9 1,170.0 1.11 65.5 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.330 ft 1 2.186 0.730 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 8.35 3,268.3 1,495.0 2.56 151.2 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.330 ft 1 1.874 0.627 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 7.16 2,801.7 1,495.0 2.20 129.8 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 WOOD (NOTCHED END w/o STEEL) Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b Length = 15.330 ft 1 0.404 0.137 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.15 841.1 2,080.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 1.8794 8.057 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.702 2.565 Max Upward from Load Combinations 1.702 2.565 Max Upward from Load Cases 0.977 1.448 D Only 0.726 1.116 +D+S 1.702 2.565 +D+0.750S 1.458 2.203 +0.60D 0.435 0.670 S Only 0.977 1.448 Shear a ues V fv F'v 0.67 39.3 288.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.1 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft H 4x8 Span = 12.0 ft 1,000.0 psi E : Modulus of Elasticity 1,000.0psi Ebend-xx 1,700.0ksi 1,500.0 psi Eminbend - xx 620.0ksi 625.0 psi 180.0 psi 675.0 psi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.754 1 Maximum Shear Stress Ratio = 0.274 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,127.15 psi fv: Actual = 56.75 psi F'b = 1,495.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.248 in Ratio = 579 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.397 in Ratio = 362 >=240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.361 0.131 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.08 422.7 1,170.0 0.36 21.3 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.754 0.274 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.88 1,127.1 1,495.0 0.96 56.7 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.636 0.231 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.43 951.0 1,495.0 0.81 47.9 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.122 0.044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.65 253.6 2,080.0 0.22 12.8 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.232 0.084 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.23 481.9 2,080.0 0.41 24.3 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.479 0.174 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.54 995.4 2,080.0 0.85 50.1 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.093 0.034 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.50 194.4 2,080.0 0.17 9.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.3974 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.960 0.960 Max Upward from Load Combinations 0.960 0.960 Max Upward from Load Cases 0.600 0.600 D Only 0.360 0.360 +D+S 0.960 0.960 +D+0.750S 0.810 0.810 +0.60D 0.216 0.216 S Only 0.600 0.600 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1125) S(0.1 4x8 Span = 7.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.590 1 Maximum Shear Stress Ratio = 0.332 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 881.50 psi fv: Actual = 68.72 psi F'b = 1,495.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.875ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 1147 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.130 in Ratio = 717 >=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.283 0.159 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.84 330.6 1,170.0 0.44 25.8 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.590 0.332 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.25 881.5 1,495.0 1.16 68.7 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.498 0.280 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.90 743.8 1,495.0 0.98 58.0 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.095 0.054 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.51 198.3 2,080.0 0.26 15.5 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.181 0.102 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.96 376.8 2,080.0 0.50 29.4 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.374 0.211 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.99 778.5 2,080.0 1.03 60.7 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.750 ft 1 0.073 0.041 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.39 152.1 2,080.0 0.20 11.9 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.1296 3.903 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.163 1.163 Max Upward from Load Combinations 1.163 1.163 Max Upward from Load Cases 0.727 0.727 D Only 0.436 0.436 +D+S 1.163 1.163 +D+0.750S 0.981 0.981 +0.60D 0.262 0.262 S Only 0.727 0.727 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 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(0.09) S(0.15) 4x10 Span = 12.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.944 1 Maximum Shear Stress Ratio = 0.342 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1,172.53 psi fv: Actual = 70.89 psi F'b = 1,242.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.375ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio = 629 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.389 in Ratio = 393 >=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.452 0.164 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.83 439.7 972.0 0.57 26.6 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.944 0.342 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.88 1,172.5 1,242.0 1.53 70.9 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.797 0.289 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.11 989.3 1,242.0 1.29 59.8 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.153 0.055 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.10 263.8 1,728.0 0.34 15.9 288.0 +1.140D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.290 0.105 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.08 501.3 1,728.0 0.65 30.3 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-6 Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes zjnear vawes Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.599 0.217 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.31 1,035.5 1,728.0 1.35 62.6 288.0 +0.460D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.117 0.042 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.84 202.3 1,728.0 0.26 12.2 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3886 6.422 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.530 1.530 Max Upward from Load Combinations 1.530 1.530 Max Upward from Load Cases 0.956 0.956 D Only 0.574 0.574 +D+S 1.530 1.530 +D+0.750S 1.291 1.291 +0.60D 0.344 0.344 S Only 0.956 0.956 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-7 RAFTER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1000 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1000 psi Ebend- xx 1700 ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2x8 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.875 1 Maximum Shear Stress Ratio = 0.307 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 1,207.71 psi fv: Actual = 63.45 psi F'b = 1,380.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.244 in Ratio = 564 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.391 in Ratio = 352 >=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.419 0.147 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.50 452.9 1,080.0 0.17 23.8 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.875 0.307 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.32 1,207.7 1,380.0 0.46 63.4 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.738 0.259 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.12 1,019.0 1,380.0 0.39 53.5 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.142 0.050 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.30 271.7 1,920.0 0.10 14.3 288.0 +1.140D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.269 0.094 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.57 516.3 1,920.0 0.20 27.1 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-7 RAFTER Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50ft 1 0.555 0.195 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.17 1,066.6 1,920.0 0.41 56.0 288.0 +0.460D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.109 0.038 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.23 208.3 1,920.0 0.08 10.9 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.3910 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.460 0.460 Max Upward from Load Combinations 0.460 0.460 Max Upward from Load Cases 0.288 0.288 D Only 0.173 0.173 +D+S 0.460 0.460 +D+0.750S 0.388 0.388 +0.60D 0.104 0.104 S Only 0.288 0.288 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-8 (Analysis ONLY) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Completely Unbraced D(0.18) S(0.3) D(0.36) S(0.6) Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 31.210pcf 101011 2-2x12 Span = 12.0 ft S(0.6) D(0.18) S(0.3) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 0.360, S = 0.60 k @ 4.0 ft, (XL 1-3) Point Load : D = 0.360, S = 0.60 k @ 8.0 ft, (XL 1-3) Uniform Load : D = 0.010 , Tributary Width = 1.0 ft, (Steel Self Wt) Point Load : D = 0.180, S = 0.30 k @ 0.0 ft, (XL 1-3) Point Load : D = 0.180, S = 0.30 k @ 12.0 ft, (XL 1-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.770. 1 Maximum Shear Stress Ratio = 0.219 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb: Actual = 762.31 psi fv: Actual = 45.33 psi F'b = 989.82 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.112 in Ratio = 1282 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.188 in Ratio = 766 >=240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.391 0.115 0.90 1.00 1.00 0.97 1.000 1.00 1.00 1.00 1.62 307.2 786.0 0.42 18.7 162.0 +D+S 1.00 1.00 0.97 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.770 0.219 1.15 1.00 1.00 0.96 1.000 1.00 1.00 1.00 4.02 762.3 989.8 1.02 45.3 207.0 +D+0.750S 1.00 1.00 0.96 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.655 0.187 1.15 1.00 1.00 0.96 1.000 1.00 1.00 1.00 3.42 648.5 989.8 0.87 38.7 207.0 +0.60D 1.00 1.00 0.96 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-8 (Analysis ONLY) Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes zjnear vawes Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 12.0 ft 1 0.139 0.039 1.60 1.00 1.00 0.92 1.000 1.00 1.00 1.00 0.97 184.3 1,323.3 0.25 11.2 288.0 +1.140D 1.00 1.00 0.92 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.265 0.074 1.60 1.00 1.00 0.92 1.000 1.00 1.00 1.00 1.85 350.2 1,323.3 0.48 21.3 288.0 +1.105D+0.750S 1.00 1.00 0.92 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.514 0.141 1.60 1.00 1.00 0.92 1.000 1.00 1.00 1.00 3.59 680.8 1,323.3 0.91 40.6 288.0 +0.460D 1.00 1.00 0.92 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.107 0.030 1.60 1.00 1.00 0.92 1.000 1.00 1.00 1.00 0.75 141.3 1,323.3 0.19 8.6 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1879 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.500 1.500 Max Upward from Load Combinations 1.500 1.500 Max Upward from Load Cases 0.900 0.900 D Only 0.600 0.600 +D+S 1.500 1.500 +D+0.750S 1.275 1.275 +0.60D 0.360 0.360 S Only 0.900 0.900 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-9 EXISTING HDR CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Point Load : D = 1.10, S = 1.40 k @ 3.50 ft, (xr 1-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.565 1 Maximum Shear Stress Ratio = 0.979 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 760.72 psi fv: Actual = 202.61 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.511 ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 2478 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.032 in Ratio = 1488 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values S earValues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.290 0.521 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.78 305.5 1,053.0 1.43 84.4 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.565 0.979 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.94 760.7 1,345.5 3.43 202.6 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.481 0.836 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.65 646.9 1,345.5 2.93 173.1 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.098 0.176 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.47 183.3 1,872.0 0.86 50.6 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-9 EXISTING HDR Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes zjnear vawes Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 4.0 ft 1 0.186 0.334 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.89 348.3 1,872.0 1.63 96.2 288.0 +1.105D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.363 0.632 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.73 678.9 1,872.0 3.08 181.9 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.075 0.135 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.36 140.5 1,872.0 0.66 38.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0322 2.117 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.553 3.428 Max Upward from Load Combinations 1.553 3.428 Max Upward from Load Cases 0.950 2.000 D Only 0.603 1.428 +D+S 1.553 3.428 +D+0.750S 1.315 2.928 +0.60D 0.362 0.857 S Only 0.950 2.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-0 Joist CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 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 Repetitive Member Stress Increase D(0.015996) L(0.05332) 2x12 Span = 14.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.806: 1 Maximum Shear Stress Ratio = 0.305 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 667.28 psi fv: Actual = 43.90 psi F'b = 828.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.125ft Location of maximum on span = 14.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio = 929 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.239 in Ratio = 715>=240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.207 0.078 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.41 154.0 745.2 0.11 10.1 129.6 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.806 0.305 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.76 667.3 828.0 0.49 43.9 144.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.521 0.197 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.42 539.0 1,035.0 0.40 35.5 180.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.070 0.026 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.24 92.4 1,324.8 0.07 6.1 230.4 +1.140D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.133 0.050 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.46 175.5 1,324.8 0.13 11.5 230.4 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-0 Joist Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.419 0.159 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.46 555.1 1,324.8 0.41 36.5 230.4 +0.460D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 14.250 ft 1 0.053 0.020 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.19 70.8 1,324.8 0.05 4.7 230.4 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+L 1 0.2391 7.177 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.494 0.494 Max Upward from Load Combinations 0.494 0.494 Max Upward from Load Cases 0.380 0.380 D Only 0.114 0.114 +D+L 0.494 0.494 +D+0.750L 0.399 0.399 +0.60D 0.068 0.068 L Only 0.380 0.380 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,350.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend-xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x12 Span = 11.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.125 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.713 1 Maximum Shear Stress Ratio = 0.462 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 769.58 psi fv: Actual = 62.77 psi F'b = 1,080.00 psi F'v = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.875ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.116 in Ratio = 1215 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.183 in Ratio = 768 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.291 0.188 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.86 282.7 972.0 0.97 23.1 122.4 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.713 0.462 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 7.77 769.6 1,080.0 2.65 62.8 136.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.480 0.311 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 6.55 647.9 1,350.0 2.23 52.8 170.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.098 0.064 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.71 169.6 1,728.0 0.58 13.8 217.6 +1.140D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-1 Maximum Forces & Stresses for Load Combinations Load Combination Hoax z5tress ratios moment vawes zjnear vawes Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 11.750 ft 1 0.187 0.121 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.26 322.3 1,728.0 1.11 26.3 217.6 +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.392 0.254 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 6.84 677.6 1,728.0 2.33 55.3 217.6 +0.460D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.075 0.049 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.31 130.1 1,728.0 0.45 10.6 217.6 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1834 5.918 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.647 2.647 Max Upward from Load Combinations 2.647 2.647 Max Upward from Load Cases 1.674 1.674 D Only 0.972 0.972 +D+L 2.647 2.647 +D+0.750L 2.228 2.228 +0.60D 0.583 0.583 L Only 1.674 1.674 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,350.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend-xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x12 Span = 12.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.682 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 736.18 psi fv: Actual = 55.33 psi F'b = 1,080.00 psi F'v = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.375ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio = 1232 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.207 in Ratio = 740 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues --S ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.302 0.180 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.97 293.7 972.0 0.93 22.1 122.4 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.682 0.407 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 7.44 736.2 1,080.0 2.33 55.3 136.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.463 0.277 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 6.32 625.6 1,350.0 1.98 47.0 170.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.102 0.061 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.78 176.2 1,728.0 0.56 13.2 217.6 +1.140D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 12.750 ft 1 0.194 0.116 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.38 334.8 1,728.0 1.06 25.2 217.6 +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.380 0.227 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 6.63 656.4 1,728.0 2.08 49.3 217.6 +0.460D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.078 0.047 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.36 135.1 1,728.0 0.43 10.2 217.6 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2066 6.422 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.333 2.333 Max Upward from Load Combinations 2.333 2.333 Max Upward from Load Cases 1.403 1.403 D Only 0.931 0.931 +D+L 2.333 2.333 +D+0.750L 1.983 1.983 +0.60D 0.558 0.558 L Only 1.403 1.403 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,350.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend-xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x12 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.326. 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 351.60 psi fv: Actual = 42.12 psi F'b = 1,080.00 psi F'v = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 3918 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.039 in Ratio = 2471 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values S Ke-a-r Va Fues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.134 0.127 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.31 129.9 972.0 0.66 15.6 122.4 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.326 0.310 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.55 351.6 1,080.0 1.78 42.1 136.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.219 0.209 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.99 296.2 1,350.0 1.50 35.5 170.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.045 0.043 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.79 77.9 1,728.0 0.39 9.3 217.6 +1.140D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 8.0 ft 1 0.086 0.082 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.50 148.1 1,728.0 0.75 17.7 217.6 +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.179 0.171 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.13 309.8 1,728.0 1.56 37.1 217.6 +0.460D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.035 0.033 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.60 59.7 1,728.0 0.30 7.2 217.6 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0388 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.776 1.776 Max Upward from Load Combinations 1.776 1.776 Max Upward from Load Cases 1.120 1.120 D Only 0.656 0.656 +D+L 1.776 1.776 +D+0.750L 1.496 1.496 +0.60D 0.394 0.394 L Only 1.120 1.120 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-5 Joist CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x12 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 1.333 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 505.55psi fv: Actual = 47.40 psi F'b = 828.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 1793 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.089 in Ratio = 1345 >=240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.170 0.091 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.33 126.4 745.2 0.13 11.8 129.6 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.611 0.329 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.33 505.6 828.0 0.53 47.4 144.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.397 0.214 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.08 410.8 1,035.0 0.43 38.5 180.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.057 0.031 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.20 75.8 1,324.8 0.08 7.1 230.4 +1.140D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.109 0.059 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.38 144.1 1,324.8 0.15 13.5 230.4 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 0-5 Joist Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.320 0.173 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 1.12 424.0 1,324.8 0.45 39.8 230.4 +0.460D 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.044 0.024 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.15 0.15 58.1 1,324.8 0.06 5.5 230.4 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+L 1 0.0892 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.533 0.533 Max Upward from Load Combinations 0.533 0.533 Max Upward from Load Cases 0.400 0.400 D Only 0.133 0.133 +D+L 0.533 0.533 +D+0.750L 0.433 0.433 +0.60D 0.080 0.080 L Only 0.400 0.400 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS STEEL FRAME GRAVITY BEAM 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Steel Beam Calculation (Bent Shape Material: 10ga 50ksi steel Fy := 50000 lb in ES := 29000000 lb in t,u, := 0.125 in Material Yield Stress Elastic Modulus Material Thickness Ix:=(11.1+12.15) in' =23.3 in' Iy:= (0.62 +0.56) in' =1.18 in' J:= 2.0.3517 in = 0.70 in r,, := 2.70 in r'y := 2.0.65 in =1.30 in ct := 3.60 in Sx_toP := c� = 6.46 in3 t cb := 4.55 in Sx bot := IX = 5.11 in Cb Sx := min (SX_t, I Sx_bot) = 5.11 in bf,:=2 in h := 7.6875 in Moment of Inertia major axis Moment of Inertia minor axis Polar Moment of inertia Radius of gyration major axis Radius of gyration minor axis Section Modulus (top) Section Modulus (bottom) Section Modulus (controlling) Comp. Flange Width Web height per B4.1b Check Flange Slenderness: bt := bfo =16 :=1.12 •VE,=27 :=1.40 • ES 34 tw P Fy therefore: flanges are compact Check Web Slenderness: ht := h = 62 := 3.76 •VE,= 91 := 5.70 • ES =137P Fy therefore: web is compact Page 1 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Lb:=4 ft V_WE,LP:=1.76•r�y•=4.59 ft Mn:=Fy•S,�=21291 lb-ft S?:=1.67 S?Mn:= M � =12749 lb • ft Ma:=4100 lb-ft Ma = 0.32 OK .f2M,, Unbraced length Therefore no LTB, however, limit section to section modulus yielding Moment Capacity Moment Demand (D+S) Page 2 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 Top Flange Top Lip Web Bot Flange Right -Hand Bent Section b d Area x_ y_ Ax_ Ay_ in in sain in in 2 0.125 0.25 4.125 7.9375 1.031 1.984 0.125 0.625 0.078125 5.0625 7.5625 0.396 0.591 0.125 7.75 0.96875 3.1875 4 3.088 3.875 1.375 0.125 1 0.171875 1 2.5625 1 0.0625 1 0.440 1 0.011 Sum: 1.47 Moment of Interia X-Axis Ixi y_NA Ad2 inA4 in inA4 0.00033 3.54 3.13 0.00254 3.16 0.78 4.84880 0.40 0.15 0.00022 4.34 3.23 4.85 Ix inA4 Extent 8 in datum 8 in c_top 3.60 in c bot 4.40 in Sx_top 3.37 inA3 Sx bot 2.76 inA3 Sum: 4.96 6.46 Centroid: 3.37 4.40 Moment of Interia Y-Axis lyi y_NA Ad2 inA4 in inA4 0.08333 0.75 0.14 0.00010 1.69 0.22 0.00126 0.19 0.03 0.02708 0.81 0.11 7.30 0.11 0.51 ly 0.62 inA4 Extent 3.25 in datum 5.125 in c_top 1.75 in c bot 1.50 in Sy -top 0.36 inA3 Sy_bot 0.42 inA3 Top Flange Top Lip Web Bot Flange Left -Hand Bent Section b d Area x_ y_ Ax_ Ay_ in in sqin in in 2 0.125 0.25 1 7.9375 0.250 1.984 0.125 0.625 0.078125 0.0625 7.5625 0.005 0.591 0.125 7.625 0.953125 1.9375 4.0625 1.847 3.872 1.125 0.125 1 0.140625 1 2.4375 1 0.1875 1 0.343 1 0.026 Sum: 1.42 Moment of Interia X-Axis Ixi y_NA Ad2 inA4 in inA4 0.00033 3.38 2.86 0.00254 3.01 0.71 4.61794 0.49 0.23 0.00018 4.37 2.68 4.62 Ix inA4 Extent 7.875 in datum 8 in c_top 3.45 in c bot 4.55 in Sx_top 3.22 inA3 Sx bot 2.44 inA3 Sum: 2.44 6.47 Centroid: 1.72 4.55 Moment of Interia Y-Axis lyi y_NA Ad2 inA4 in inA4 0.08333 0.72 0.13 0.00010 1.66 0.21 0.00124 0.22 0.05 0.01483 0.72 0.07 6.48 0.10 0.46 ly inA4 0.56 Extent 3 in datum 3 in c_top 1.28 in c bot in Sy_top Ain inA3 Sy_bot A3 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 FOUNDATION ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: 240306_enercalctrib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: Plinth - Gravity Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Load location offset from footing center... ex: Prll to X-X Axis = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Soil Design Values 2.50 ksi Allowable Soil Bearing = 2.0 ksf 60.0 ksi Soil Density = 110.0 pcf 2,850.0 ksi Increase Bearing By Footing Weight = No 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf 0.90 Soil/Concrete Friction Coeff. = 0.450 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.50:1 = 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf Yes when max. length or width is greater than = ft No 3.0 ft 3.0 ft 12.0 in -8 in in 12.0 in 12.0 in 24.0 in 3.250 in # Bars required within zone # Bars required on each side of zone Applied Loads D P : Column Load = 3.20 OB : Overburden = M-xx = M-zz = 2.0 V-x = V-z = X 0 M 5 4 5 4 n/a 5 # 4 Bars in N n/a M n/a X-X Section Looking to +Z Lr L S 3.30 1.80 3.30 Z 5-#4Bars � LO N D Z-Z Section Looking to +X W E H k ksf k-ft k-ft k k Project Title: Engineer: Project ID: Project Descr: General Footing Project File: 240306_enercalctrib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: Plinth - Gravity DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5635 Soil Bearing 1.127 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.151 Overturning - Z-Z 5.30 k-ft 16.701 k-ft +D+L PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.140 Z Flexure (+X) 1.755 k-ft/ft 12.537 k-ft/ft +1.20D+1.60L+0.50S PASS 0.005790 Z Flexure (-X) 0.07259 k-ft/ft 12.537 k-ft/ft +1.20D+0.50L+1.60S PASS 0.04565 X Flexure (+Z) 0.5723 k-ft/ft 12.537 k-ft/ft +1.20D+1.60L+0.50S PASS 0.04565 X Flexure (-Z) 0.5723 k-ft/ft 12.537 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1506 1-way Shear (+X) 11.294 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.03925 1-way Shear (+Z) 2.943 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.03925 1-way Shear (-Z) 2.943 psi 75.0 psi +1.20D+1.60L+0.50S PASS n/a 2-way Punching 2.850 psi 75.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+L X-X, +D+S X-X, +D+0.750L X-X, +D+0.750L+0.750S X-X, +0.60D Z-Z, D Only Z-Z, +D+L Z-Z, +D+S Z-Z, +D+0.750L Z-Z, +D+0.750L+0.750S Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... X-X, D Only X-X, +D+L X-X, +D+S X-X, +D+0.750L X-X, +D+0.750L+0.750S X-X, +0.60D Z-Z, D Only Z-Z, +D+L Z-Z, +D+S Z-Z, +D+0.750L Z-Z, +D+0.750L+0.750S Z-Z, +0.60D Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio Flexure Axis & Load Combination X-X, +1.40D X-X, +1.40D 2.0 n/a 0.0 0.5817 0.5817 n/a n/a 0.291 2.0 n/a 0.0 0.9483 0.9483 n/a n/a 0.474 2.0 n/a 0.0 0.7817 0.7817 n/a n/a 0.391 2.0 n/a 0.0 0.8567 0.8567 n/a n/a 0.428 2.0 n/a 0.0 1.007 1.007 n/a n/a 0.504 2.0 n/a 0.0 0.3490 0.3490 n/a n/a 0.175 2.0 -0.6648 n/a n/a n/a 0.6455 0.5179 0.323 2.0 1.139 n/a n/a n/a 0.7701 1.127 0.564 2.0 -2.542 n/a n/a n/a 1.109 0.4539 0.555 2.0 0.8327 n/a n/a n/a 0.7390 0.9744 0.487 2.0 -0.4834 n/a n/a n/a 1.087 0.9264 0.544 2.0 -0.9602 n/a n/a n/a 0.4043 0.2937 0.202 Overturning Moment Resisting Moment Stability Ratio Status None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK 2.0 k-ft 9.551 k-ft 4.775 OK 5.30 k-ft 16.701 k-ft 3.151 OK 2.0 k-ft 13.451 k-ft 6.725 OK 4.475 k-ft 14.913 k-ft 3.333 OK 4.475 k-ft 17.838 k-ft 3.986 OK 1.20 k-ft 5.731 k-ft 4.775 OK All units k Sliding Force Resisting Force Stability Ratio Status Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft 0.2671 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.2671 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File: 240306_enercalctrib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: Plinth - Gravity Footing Flexure Flexure Axis & Load Combination X-X, +1.20D+1.60L X-X, +1.20D+1.60L X-X, +1.20D+1.60L+0.50S X-X, +1.20D+1.60L+0.50S X-X, +1.20D+0.50L X-X, +1.20D+0.50L X-X, +1.20D X-X, +1.20D X-X, +1.20D+0.50L+1.60S X-X, +1.20D+0.50L+1.60S X-X, +1.20D+1.60S X-X, +1.20D+1.60S X-X, +1.20D+0.50L+0.50S X-X, +1.20D+0.50L+0.50S X-X, +1.20D+0.50L+0.70S X-X, +1.20D+0.50L+0.70S X-X, +0.90D X-X, +0.90D Z-Z, +1.40D Z-Z, +1.40D Z-Z, +1.20D+1.60L Z-Z, +1.20D+1.60L Z-Z, +1.20D+1.60L+0.50S Z-Z, +1.20D+1.60L+0.50S Z-Z, +1.20D+0.50L Z-Z, +1.20D+0.50L Z-Z, +1.20D Z-Z, +1.20D Z-Z, +1.20D+0.50L+1.60S Z-Z, +1.20D+0.50L+1.60S Z-Z, +1.20D+1.60S Z-Z, +1.20D+1.60S Z-Z, +1.20D+0.50L+0.50S Z-Z, +1.20D+0.50L+0.50S Z-Z, +1.20D+0.50L+0.70S Z-Z, +1.20D+0.50L+0.70S Z-Z, +0.90D Z-Z, +0.90D One Way Shear Load Combination... Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in"2 k-ft 0.5223 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.5223 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.5723 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.5723 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3206 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3206 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.2290 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.2290 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.4806 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.4806 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3890 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3890 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3706 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3706 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3906 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.3906 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.1717 +Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.1717 -Z Bottom 0.2592 AsMin 0.3333 12.537 OK 0.03344 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.6782 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.04146 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 1.733 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.05387 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 1.755 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.03288 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.9374 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.02898 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.5760 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.07259 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 1.009 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.06869 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.6473 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.04529 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.9597 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.05025 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.9687 +X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.02229 -X Bottom 0.2592 AsMin 0.3333 12.537 OK 0.4226 +X Bottom 0.2592 AsMin 0.3333 12.537 OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.00 psi 4.29 psi 1.37 psi 1.37 psi 4.29 psi 75.00 psi 0.06 OK +1.20D+1.60L 0.00 psi 11.22 psi 2.69 psi 2.69 psi 11.22 psi 75.00 psi 0.15 OK +1.20D+1.60L+0.50S 0.00 psi 11.29 psi 2.94 psi 2.94 psi 11.29 psi 75.00 psi 0.15 OK +1.20D+0.50L 0.00 psi 6.01 psi 1.65 psi 1.65 psi 6.01 psi 75.00 psi 0.08 OK +1.20D 0.00 psi 3.64 psi 1.18 psi 1.18 psi 3.64 psi 75.00 psi 0.05 OK +1.20D+0.50L+1.60S 0.00 psi 6.23 psi 2.47 psi 2.47 psi 6.23 psi 75.00 psi 0.08 OK +1.20D+1.60S 0.00 psi 3.86 psi 2.00 psi 2.00 psi 3.86 psi 75.00 psi 0.05 OK +1.20D+0.50L+0.50S 0.00 psi 6.08 psi 1.91 psi 1.91 psi 6.08 psi 75.00 psi 0.08 OK +1.20D+0.50L+0.70S 0.00 psi 6.11 psi 2.01 psi 2.01 psi 6.11 psi 75.00 psi 0.08 OK +0.90D 0.00 psi 2.66 psi 0.88 psi 0.88 psi 2.66 psi 75.00 psi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 2.85 psi 150.00psi 0.019 OK +1.20D+1.60L 2.85 psi 150.00psi 0.019 OK +1.20D+1.60L+0.50S 2.85 psi 150.00psi 0.019 OK +1.20D+0.50L 2.85 psi 150.00psi 0.019 OK +1.20D 2.85 psi 150.00psi 0.019 OK +1.20D+0.50L+1.60S 2.85 psi 150.00psi 0.019 OK +1.20D+1.60S 2.85 psi 150.00psi 0.019 OK +1.20D+0.50L+0.50S 2.85 psi 150.00psi 0.019 OK +1.20D+0.50L+0.70S 2.85 psi 150.00psi 0.019 OK General Footing LIC# : KW-06017385, Build:20.23.3.22 DESCRIPTION: Plinth - Gravity Two -Way "Punching" Shear Load Combination... +0.90D Project Title: Engineer: Project ID: Project Descr: Project File: 240306_enercalc trib_210208_s2312030.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 Vu Phi*Vn Vu I Phi*Vn 2.85 psi 150.00psi 0.019 All units k Status OK Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: BRACED FRAME FOUNDATION CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 General Information f'c = 2.50 ksi Phi Values Flexure : 0.90 fr = fc �2 7.50 = 375.0 psi Shear : 0.750 W Density = 145.0 pcf R 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus= 2,850.0 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D(0.66) L(1.12) E(-4) D(1.59) L(2.52) E(4) D 0.435 11.Oft 10"wx18"h Cross Section & Reinforcing Details Rectanqular Section, Width = 10.0 in, Heiqht = 18.0 in Span #1 Reinforcinq.... 244 at 2.50 in from Bottom, from 0.0 to 11.0 ft in this span 244 at 2.50 in from Top, from 0.0 to 11.0 ft in this span Beam self weight calculated and added to loads Point Load : D = 0.660, L = 1.120, E = -4.0 k @ 0.50 ft Point Load : D = 1.590, L = 2.520, E = 4.0 k @ 9.50 ft Uniform Load : D = 0.4350 k/ft, Tributary Width = 1.0 ft, (FOOTING WT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.602 : 1 Section used for this span Typical Section Mu : Applied 16.714 k-ft Mn " Phi: Allowable 27.775 k-ft Location of maximum on span 6.993 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 32559 —360.0 E Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 L Only Max Downward Total Deflection 0.022 in Ratio = 5966 —180.0 Span: 1 : +D+0.750L+0.5250E Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.649 8.181 Max Upward from Load Combinations 5.649 8.181 Max Upward from Load Cases 4.236 4.793 Max Downward from all Load Conditions (Resisting Uplift -3.273 Max Downward from Load Cases (Resisting Uplift) -3.273 0,0 9-6 6 ad pbay l( 6 0AAd > nn £9- L L £ L-0 9 V9 L ZS' L ZS' L 09'9 L £6'b L 3+109'0+40Z' L+ 0'0 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8b'£ 8b'£ 09'5L 8Z,Z L 3+109'0+40Z' L+ 0,0 9-LL ad pbay lc Z / on.!gd > nn £9-L L L9-0 ZV9 95£ 95£ 09'SL 9VZ L 3+109'0+40Z' L+ 0,0 9-LL ad pba�j lc Z / on.!gd > nn £9-L L L9'0 69'L 99T 99T 09'9L bO'Z L 3+109'0+40Z' L+ 0,0 9-LL ad pbay lc Z / on.!gd > nn £9-L L L9-0 bZ'L tiC£ tiC£ 09'9 L Z6' L L 3+109'0+40Z' L+ 0,0 9-LL ad pba�j lc Z / on.!gd > nn £9-L L £L-0 6L'9 £8T £8T 09'5 L 09' L L 3+109'0+40Z' L+ 0,0 9-LL ad pbo�j lc Z / on.!gd > nn ti9-L L 08,0 Z£'9 Z6T Z6T 09'5 L 89' L L 3+109'0+40Z' L+ 0,0 L-L L ad pba�j lc Z / on.!gd > nn LC L L 68-0 98,9 LO,b L017 09'5 L 99' L L 3+109'0+40Z' L+ 0,0 8- L L ad pba�j l( 6 / on.!gd > nn 8C L L 66-0 9£,9 O L'b 0 L'b 09'9 L bti" L L 3+109'0+QOZ' L+ 0,0 9-LL ad pba�{ l( Z / on.!gd > nn 6L' L L 00' L 98'b 6 V V 6 L'b 09'S L Z£, L L 3+109'0+QOZ' L+ 0,0 8- L L ad pba�j lc Z / on.!gd > nn 6L' L L 00' L S£'ti 8Z'b 8Z'b 09'5 L OZ, L L 3+109'0+QOZ' L+ 0,0 9-LL ad pba�j lc Z / on.!gd > nn 6L' L L 00' L £8T 9£,b 9£,b 09'5 L 80' L L 3+109'0+QOZ' L+ 0,0 9-LL ad pba�j lc Z / on.!gd > nn 6L' L L 00' L OCT 9b'b 9b'b 09'9 L 96'0 L 3+109'0+QOZ' L+ 0,0 9-LL ad pba�j lc Z / on.!gd > nn 6L' L L 00' L 9L'Z b9'b b9'17 09'5 L b8'0 L 3+109'0+QOZ' L+ 0,0 8- L L ad pba�j lc Z / on.!gd > nn 6L' L L 00' L 27 £917 £917 09'5 L ZL'O L 3+109'0+40Z' L+ 0,0 8- L L ad pbay lc Z / on.!gd > nn 6L' L L 00' L 99' L ZL'b ZL'b 09'5 L 09,0 L 3+109'0+40Z' L+ 81 b'9Z `9'6 aad u!I nn > Z / On.!gd 6L' L L 00' L 9b'£ 66'9 66'9 09'5 L Wo L 109' L+40Z' L+ 81 b'9Z `9'6 aad u!I nn > Z / On.!gd 6L' L L 00' L 097 801 801 09'5 L 9£,0 L 109' L+40Z' L+ 81 b'9Z `9'6 aad u!I nn > Z / On.!gd 6L' L L 00' L bC L LV L LV L 09'S L bZ'O L 109' L+40Z' L+ 81 b'9Z `9'6 aad u!I nn > Z / on.!gd 6L' L L 00' L 88,0 9Z,L 9Z,L 09'5 L Z VO L 109' L+40Z' L+ 81 b'9Z `9'6 aad u!I nn > Z / On.!gd 6L' L L 00' L 00,0 b£'L b£'L 09'5 L 00,0 L 109' L+40Z' L+ p,ba3 (1) W W u6lsa4 lenloV (u!) (ll) aagwnN uolleulgwo0 peol (u!) 6u!oedS un.!gd sn,!gd luawwo0 on.!gd nlnl/nn,p nW (i{) nn p, aouels14 ueds u0llL'WJ0JUl JeayS palls;ad u! 000-L le paoeds sdnaags £# asn T£-9-6 aad M = sn p,ba21 'OA*!gd => nn > Z / on*!gd 'll 86'0L 03 ZS'6 uaannla8 -paalnbaa lou aae sdninlS ' L'£'9'6 aad pba�j ION = sn p,ba,�-j 'Z / on,!gd > nn 'll 09'6 03 09*0 u99Ml99 u! OOO-L le paoeds sdnaa!ls £# asn T£-9-6 aad M = sn p,ba2j 'OAAd => nn > Z / DAAd 'll 817'0 03 00'0 uaannla8 sluawaalnbeN dnaal;S aea4S £LZ'£ LZZ'Z 99 L' 9 9L8,Z 69 V8 £80l £9b'9 OZOl £6L'b £LZ'£- £Lb'6 LSZ'0 ZbS'Z 8LS'£ SV& L 96Z'9 6b9'9 9£Z'b Z laoddnS L laoddnS L# sl llal ae3 : uollelou uoddnS AIuO 3 AIuO 1 30L'O+(109'0+ 409'0+ 309Z9'0+109L'0+4+ 30L'0+4+ 109L' O+Q+ 1+Q+ AIuO 4 uolleuigwo0 peol SU0I43ea21 Ieal}aan NOIlVaNflOd AmjA a3ov2jo :N0IldlN3S9a £ZOZ-£86l oNl olV3H3N3 (0) SNOI mos ivHn1onHis ONnos ZZ'£'£Z'OZ:pI!n8 '98£L6090-MN #01� 9oa'0£OZL£Zs 80ZOLZ q!jloleojaue 90£Ot7Z:91!3loafoad WBO13 818JOUO3 :aosaa loafoad :al loefoid :aaau!6u3 :911!1 loafoid Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: BRACED FRAME FOUNDATION Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+E 1 5.05 15.50 1.43 1.43 15.33 0.12 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.17 15.50 1.34 1.34 15.50 0.11 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.29 15.50 1.25 1.25 15.65 0.10 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.41 15.50 1.16 1.16 15.80 0.10 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.53 15.50 1.08 1.08 15.93 0.09 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.65 15.50 0.99 0.99 16.06 0.08 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.77 15.50 0.90 0.90 16.17 0.07 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 5.89 15.50 0.81 0.81 16.27 0.06 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 6.01 15.50 0.72 0.72 16.36 0.06 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 6.13 15.50 0.63 0.63 16.44 0.05 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 6.25 15.50 0.54 0.54 16.52 0.04 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.37 15.50 -0.49 0.49 14.85 0.04 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.49 15.50 -0.59 0.59 14.78 0.05 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.61 15.50 -0.70 0.70 14.71 0.06 11.63 Vu < PhiWc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.73 15.50 -0.80 0.80 14.62 0.07 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.85 15.50 -0.91 0.91 14.51 0.08 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 6.97 15.50 -1.01 1.01 14.40 0.09 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.09 15.50 -1.11 1.11 14.27 0.10 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.21 15.50 -1.22 1.22 14.13 0.11 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.33 15.50 -1.32 1.32 13.98 0.12 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.45 15.50 -1.42 1.42 13.81 0.13 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.57 15.50 -1.53 1.53 13.64 0.14 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.69 15.50 -1.63 1.63 13.45 0.16 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.81 15.50 -1.74 1.74 13.24 0.17 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 7.93 15.50 -1.84 1.84 13.03 0.18 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.05 15.50 -1.94 1.94 12.80 0.20 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.17 15.50 -2.05 2.05 12.56 0.21 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.30 15.50 -2.15 2.15 12.31 0.23 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.42 15.50 -2.25 2.25 12.05 0.24 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.54 15.50 -2.36 2.36 11.77 0.26 11.63 Vu < Phi"Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.66 15.50 -2.46 2.46 11.48 0.28 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.78 15.50 -2.56 2.56 11.18 0.30 11.63 Vu < Phi"Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 8.90 15.50 -2.67 2.67 10.86 0.32 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 9.02 15.50 -2.77 2.77 10.54 0.34 11.63 Vu < Phi"Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 9.14 15.50 -2.88 2.88 10.20 0.36 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 9.26 15.50 -2.98 2.98 9.84 0.39 11.63 Vu < Phi"Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 9.38 15.50 -3.08 3.08 9.48 0.42 11.63 Vu < Phi'Vc / 2 A Reqd pei 11.6 0.0 +1.40D 1 9.50 15.50 -3.19 3.19 9.10 0.45 11.63 Vu < Phi"Vc / 2 A Reqd pei 11.6 0.0 +1.20D+0.50L+E 1 9.62 15.50 -9.12 9.12 13.31 0.88 11.71 Phi"Vc / 2 < Vu lin per 9.6.: 26.3 7.8 +1.20D+0.50L+E 1 9.74 15.50 -9.20 9.20 12.21 0.97 11.77 phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 9.86 15.50 -9.29 9.29 11.10 1.00 11.79 phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 9.98 15.50 -9.38 9.38 9.97 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.10 15.50 -9.47 9.47 8.84 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.22 15.50 -9.56 9.56 7.70 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.34 15.50 -9.65 9.65 6.54 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.46 15.50 -9.74 9.74 5.38 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.58 15.50 -9.83 9.83 4.20 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.70 15.50 -9.92 9.92 3.01 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.82 15.50 -10.00 10.00 1.82 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 +1.20D+0.50L+E 1 10.94 15.50 -10.09 10.09 0.61 1.00 11.79 Phi"Vc / 2 < Vu lin per 9.6.: 26.4 7.8 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.000 16.71 27.78 0.60 +1.40D Span # 1 1 11.000 14.99 27.78 0.54 +1.20D+1.60L Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 240306_enercalc trib_210208_s2312030.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: BRACED FRAME FOUNDATION Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio Span # 1 1 11.000 16.61 27.78 0.60 +1.20D+0.50L Span # 1 1 11.000 13.99 27.78 0.50 +1.20D Span # 1 1 11.000 12.85 27.78 0.46 +1.20D+0.50L+E Span # 1 1 11.000 16.71 27.78 0.60 +0.90D Span # 1 1 11.000 9.64 27.78 0.35 +0.90D+E Span # 1 1 11.000 12.33 27.78 0.44 Overall Maximum Deflections Load Combination Span Max. "" DO (in) _ocation in Span (ft Load Combination +D+0.750L+0.5250E 1 0.0221 5.861 \lax. "+" DO (invocation in Span (ft 0.0000 0.000 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 DETAIL ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Wood/Steel Bolted Beam Calculation Material: A36 steel Fy := 36000 lb in ES := 29000000 lb in t,u, := 0.25 in Material Yield Stress Elastic Modulus Material Thickness BEAM 1-2 Section: Ix:=19.1 in4 Iy := 2.0.084 in = 0.17 in r,� := 2.2.20 in 1'y := 2.0.207 in = 0.41 in ct := 3.90 in S,,_toP := � = 4.9 in c3 t cb := 3.23 in Sx bot := IX = 5.91 in Cb Sx := min (Sx_top , Sx_bot) = 4.9 in h := 7.125 in Moment of Inertia major axis Moment of Inertia minor axis Radius of gyration major axis Radius of gyration minor axis Section Modulus (top) Section Modulus (bottom) Section Modulus (controlling) Web height per B4.1b Check Leg Slenderness: bt := h = 29 :=1.12 •VE,= 32 :=1.40 • ES 40 tw P Fy therefore: section is compact Page 1 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Lb :=16 in V_WE,Lp:=1.76 • r'y •=20.7 in Mn:=Fy•S,7=14692 lb• ft .f2:=1.67 Mn S?Mn:= =8798lb•ft Unbraced length Therefore no LTB, however, limit section to section modulus yielding Moment Capacity Ma:=6480 lb• ft Moment Demand (D+S) Ma = 0.74 OK .f2Mn Beam Compatibility Distribution E b d I ksi in in inA4 Member 11 29000 1 1 1 19.1 BENT STEEL Member 21 1600 1 3.5 1 7.25 1 111.1 48 Distribution Factor M 1 M2 76% 1 24% Page 2 of 2 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS S%S:1 E N G I N E E R S Wood/Steel Bolted Beam Calculation Concentric Load onto plinth: D/L/S: 1.2/0/1.8 kip Eccentric Load onto steel conn @ 12": D/L/S: 2/3.3/0 kip = 6500 lb Moment: 2/3.3/0 kip-ft Pa := 5300 lb Resolve Force and Moment into Bolt Groin Using Table 7-7 in AISC Steel Manual: (Table is conservative w/r to this case) C:= 0.68 r,, :=16600 lb Capacity of single 5/8" bolt in dbl shear IWAM rn ffm7 := •C=5644 lb Capacity of bolt group Pa = 0.94 OK fm" Page 1 of 4 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Pu1:= 1.2.2000 lb + 1.6.3300 lb = 7680 lb Put :=1.2.1200 lb =1440 lb dTc:=6 in dist btwn T and C forces dPuc:=9.5 in dist btwn Pu and C force Resolve eccentric load at baseplate centroid with moment Pu :=Pu1 +Pu2 = 9120 lb Mu:=Pu1' dPuc+ dTc =8000 lb• ft 2 design plinth footing anchorage for group breakout, see calculation Page 2 of 4 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Strenth of 112" Bearing Plate Ledger: Fy := 36000 lb b := 8.5 in t := 0.5 in S� := 6 • b • t2 = 0.35 in in e:=1.375 in assumed location of bearing, theoretically it's 2.75" (center) Ma:=Pa•e=7288lb•in f2:=1.67 Mn:=Fy•S,�=12750lb•in f?Mn := Qn = 7635 lb • in Moment Capcity of Steel Plate Ma = 0.95 OK .f2Mn Assuming an inward shifted bearing location, bearing (wood crushing) limited to 2*e strip: P F,_ := 625 lb Fbrg := 2 • e • b • F,_ =14609 lb a = 0.36 OK in Fbry The following is unresolved moment from shifting bearing location inward that the top bolts must resolve through bearing on side of beam Me,,t,ra:=(2.75 in—e)•P,,=7288 lb•in d := 6.5 in Top bolt moment arm to resist moment Tb := 0.5 • Md tra = 561 lb Force at each top bolt Abry:= Fb =0.9 in2 4 •(1.25 in) 2 — 4 •(0.625 in) 2 =0.92 in2 Provide 1.25" diameter min heavy duty washer or bearing plate at each through bolt Page 3 of 4 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Strenth of Steel Tee Ledges Material: A36 steel lb Fy := 36000 2 Material Yield Stress an Es:=29000000 lb Elastic Modulus in t,A1:=0.5 in Material Thickness Section: I. := 58.6 in Iy := 25.7 in r'y :=1.76 in ct := 6.19 in Sx_toP := c� = 9.47 in3 t cb := 2.31 in Sx bot := IX = 25.37 in Cb Sx := min (SX_top I Sx_bot) = 9.47 in Moment of Inertia major axis Moment of Inertia minor axis Radius of gyration minor axis Section Modulus (top) Section Modulus (bottom) Section Modulus (controlling) h:=8 in Web height per B4.1b Check Leg Slenderness: bt := h =16 :=1.12 •VE,= 32 :=1.40 • ES = 40 tw P r Fy therefore: section is compact Lb :=12 in V_WE,Lp:=1.76 • r'y •=87.9 in Mn:=Fy•Sx=28401 lb• ft M S?:=1.67 S?Mn:_=17006lb•ft Ma:=Pa•(12 in+c)=5907lb•ft Ma = 0.35 OK .f2Mn Unbraced length Therefore no LTB, however, limit section to section modulus yielding Moment Capacity Moment Demand (D+S) Page 4 of 4 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 Anchor DesignerTM Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 10.13 Cmin (inch): 3.75 Smin (inch): 3.75 Company: Date: 3/13/2024 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8" 0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, F� (psi): 2500 Wc,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Diameter x Thickness (inch): 12.00 x 0.50 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -9120 Wax [lb]: 0 Way [lb]: 0 Mux [ft-lb]: 0 May [ft-lb]: -8000 M [ft-lb]:0 <Figure 1> 0 ft-lb X 0 lb Company: Date: 3/13/2024 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 9120 lb Z 0 ft-lb 4 3 1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 3.1.2303.1 <Figure 2> Company: Date: 3/13/2024 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 3.1.2303.1 Company: Date: 3/13/2024 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Vuax (lb) Way (lb) �(Vuax)2+(Vuay)2 (Ib) 1 4139.5 0.0 0.0 0.0 2 4139.5 0.0 0.0 0.0 3 335.5 0.0 0.0 0.0 4 335.5 0.0 0.0 0.0 Sum 8950.2 0.0 Maximum concrete compression strain (%o): 0.35 Maximum concrete compression stress (psi): 1508 Resultant tension force (lb): 8950 Resultant compression force (lb): 18070 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 1.70 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Ns (lb) 0 ON- (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kcAia fcN,' 5 (Eq. 17.6.2.2.1) kc 2a fc (psi) her (in) Nb (Ib) 0.0 0.0 <Figure 3> I--- o4 o3 Y oWf 02 24.0 1.00 2500 8.000 27153 ONcbg =0 (ANc/ ANco) Vec,N Ved,N VYc,N Vcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1 a) ANc (in 2) ANco (in2) ca,min (in) VegN Ted,N VqN Vcp,N Nb (Ib) 0 ^bg (Ib) 740.03 576.00 8.00 0.876 0.900 1.25 1.000 27153 0.70 24063 6. Pullout Strength of Anchor in Tension (Sec. 17.6.31 ONpn = OTc,^ = OTgP8Ab19fc (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) �'c,P Abrg (In Z) fc (psi) 0 ONpn (Ib) 1.4 2.10 2500 0.70 41121 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 3.1.2303.1 0 Company: Date: 3/13/2024 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, N (lb) Design Strength, oN� (lb) Ratio Status Steel 4140 9825 0.42 Pass (Governs) Concrete breakout 8950 24063 0.37 Pass Pullout 4140 41121 0.10 Pass PAB5 (5/8" 0) with hef = 8.000 inch meets the selected design criteria. 12. Warninas - Calculated concrete compression stress exceeds the permissible bearing stress of 0 0.85f'c per ACI 318 Section 22.8.3. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S f'c := 2500 inb2 f ya := 36000 in DETAIL EPX Wall Geometr: Anchor Values: twall '= 6 in hef:=12 in cal := 3 in da := 0.625 in cat := 3 in ea_min := min (cal , ea2) = 3 in Concrete Breakout Strength - Seismic: kc :=17 Aa :=1 Ocb := 0.75 2 1.5 Nb1:=c • Aa •Ff 2n hef • lb = 35334 lb lb in 5 2 3 h Nb_min :=16 • Aa •ffc•2n of • lb = 50318 lb lb in Nb := min (Nb_min , Nbl) = 35334 lb �bcpN:=1.0 4'edN: 0.7 + 0.3 • Cal = 0.75 1.5•hef bcN:=1.4 ANc:=twall•hef•1.5.2=216 in ANca := 9 • he f2 =1296 in ANc Ncb:—_ • bcpN• 4'/' edN• bcN•Nb=6183 lb ANea 0Ncb := 0.75 • %cb • Ncb = 3478 lb ASD_comparab1e1:= 0Neb • 0.7 = 2435 lb *shall not exceed if hef 11" - 25" *Edge effect mod factor, (17.4.2.5b) *assumes no cracking *These change based on geometry *Seismic ASD Pagel of 5 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Concrete Breakout Strength - Wind: kc :=17 Aa :=1 Ocb := 0.75 2 h 1.5 Nbl := kc • Aa • f'c • an of • lb = 35334 lb lb in 5 2 3 Nb_min °=16 • Aa •ffc•2n hef • lb = 50318 lb lb in Nb := min (Nb_min , Nbl) = 35334 lb �bcpN:=1.0 4'edN : 0.7 + 0.3 • cal = 0.75 1.5•hef bcN:=1.4 ANc:=twall•hef•1.5.2=216 in ANca := 9 • he f2 =1296 in ANc , /, , /, Ncb:—_ • 4'cpN• 4'edN• bcN•Nb=6183 lb ANeo 0Ncb := 0cb • Ncb = 4638 lb ASD_comparab1e2 := 0Neb • 0.6 = 2783 lb *shall not exceed if hef 11" - 25" *Edge effect mod factor, (17.4.2.5b) *assumes no cracking at service *These change based on geometry WWTA 1R - k Page 2 of 5 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Bond Strength - Seismic: 833 lb an 2 lb Tuncr := 1458 2 in Nba := Aa • T uncr • Tr ' da • he f = 34353 lb Oba := 0.75 0Ncb:= 0ba •Nba= 25765 lb cNa:= 10 da• Tunclb = 7.2 in 1100 2 Zn 2 ANaa := (2 • CNa) = 207 in ANaa= (Cal +Ca2)•(CNa+CNa)=86 in iTf := 0.7 + 0.3 . Ca_man = 0.83 edNa CNa cae := 2 • he f = 24 in TfcpNa:=1.0 *assumes uncracked with supplemental reinforcement ONa:=0.75•Oba• ANa •TedNa'TfcpNa-Nba=6647lb ANaa ASD_comParab1e3:=0Na•0.7=4653 lb *Seismic ASD Page 3 of 5 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Bond Strength - Wind: 833 lb an 2 lb Tuncr := 1458 2 in Nba:=Aa•Tuncr•7r•da•hef=34353 lb Oba := 0.75 0Ncb := 0ba • Nba = 25765 lb cNa:= 10 da• Tunclb = 7.2 in 1100 2 Zn 2 ANaa := (2 • CNa) = 207 in ANaa= (Cal +Ca2)•(CNa+CNa)=86 in iTf := 0.7 + 0.3 . Ca_man = 0.83 edNa'— CNa cae := 2 • he f = 24 in TfcpNa:=1.0 *assumes uncracked with supplemental reinforcement ANa ONa:=Oba' 'TfedNa' cPNa-Nba=8863 lb ANaa ASD_comparable4 := oNa • 0.6 = 5318 lb *Wind ASD Page 4 of 5 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Holdown Hardware Strength: HTT4 w/ (18) 0.148" x 1.5" nails Ta:=3105 lb Steel T.R. Strength: 0 := 0.75 ONsa:=0 4 •dal •fya=8283 lb ASD_comParab1e5 := 0Nea • 0.7 = 5798 lb *Seismic ASD ASD_comparab1e6 := 0Nea • 0.6 = 4970 lb *Wind ASD Page 5 of 5 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com 03/13/24