The URL can be used to link to this page

REVIEWED BLD2022-0381+Structural_Calculations+3.27.2022_11.53.24_AM+2763655Smith Company structural engineers 19011 Woodinville Snohomish Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 RECEIVED BLD2022-0381 Apr 05 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BY CITY OF EDMONDS Rimmer Residence Structural Calculations Location: 919 Cedar Street, Edmonds, WA 98020 Architect: AD Shapiro Architects PO Box 0054 Edmonds, WA 98020 Tony Shapiro (425) 778-5400 Structural Engineer: John Smith, P.E., S.E. ine u:�wwo Date: March 25, 2022 Rimmer Residence Structural Calculations 3/25/2022 Page 2 of 76 Lateral Design ATCHazards by Location Search Information ,AfP,- Address: 919 Cedar St, Edmonds, WA 98020, USA rYi Coordinates: 47.80674430000001,-122.3656941 Elevation: 313 ft Ti m esta m p: 2022-02-09TO 1:32:51.519Z Hazard Type: Seismic Reference ASCE7-16 Go gle Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.284 MCER ground motion (period=0.2s) St 0.452 MCER ground motion (period=1.Os) SMS 1.284 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 0.856 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPG,A 1.1 Site amplification factor at PGA PGAM 0.601 Site modified peak ground acceleration Rimmer Residence Structural Calculations 3/25/2022 Page 3 of 76 Marysville D W-„—a,.—vett 1 313 ft ° It v Redmond CD Seattle ° .o Renton _ ° Map data ©2022 Google TL 6 Long -period transition period (s) SsRT 1.284 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.168 Factored deterministic acceleration value (0.2s) S1 RT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.878 Factored deterministic acceleration value (1.0s) PGAd 0.763 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Rimmer Residence Structural Calculations 3/25/2022 Page 4 of 76 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. SI211th Coinloralrccls3any sm.id.�•a 190111 Vv ooc Snc Rrnc NE Sal:e'00 „u..din•de V. p; 206,4C7,C.456 Rimmer Residence Seismic Coefficient Sps = 0.856 R = 6.500 1 = 1.000 Cs = 0.132 Approximate Period Base Shear Ct= 11.102 W= 81.0 k h„ = 18.66 ft V = 10.67 k x = 0.7 5 VASp = 7.47 k T = 0.18 s k = 1.000 ASD LF = 0.7 Floor Wall Above Afloor DL EL hfloor LExtwall DL wpx hx Wxhxk Cvx Fi Vx Fi Vx Fl/A (ft) (psf) (ft) (ft) (ftz) (psf) (k) (ft) (k-ft) (k) (k) Ult (k) ASD (k) ASD (psf) ASD Roof 2327 12 327.33 0.00 0 C 37.1 18.66 692 0.624 6.66 6.66 4.66 4.66 2.00 Upper Walls 0 0 318.17 9.16 200 10 0.0 9.50 0 0.000 0.00 6.66 Upper Floor 2090 12 318.17 0.00 0 0 43.9 9.50 417 0.376 4.01 10.67 2.81 7.47 1.34 Lower Walls 0 0 308.G- 9.50 204 10 0.0 0.00 0 0 0 10.67 h, = 18.663 W = 81.0 Fwlhlk = 1110 1.00 10.67 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 V,e10ey 1+ W,,A d pressu✓e (5c� 7-1(� ek 26) Rimmer Residence Structural Calculations 3/25/2022 Page 6 of 76 = 0.orZ36 K=kZt ka Ke- V 2 = a, 0o266(d•7)(�, e-7= 14 b3 f3 -�- De-s i9yl ti/),n i�ssulr� (�SGF 7-16 Ch Z$� /pnet = 14.63p�-f �p, 61- a, 43� = 15� Z�s-F �6�05 (Min Ne t �'r�ssvr�l 1F, if) Ve pC or "n Wi Flyte�is;�ance �y�tewr V►� E-- w �Vv/N_ = 16 (��, ��)(2 2�f 4,5� = 4 y'�-kfi ow� _ �, 617k (o. b w �S�) = 7,27k(o,�r✓,5� V row 6 k. > 3, 3� > 2. �7' E Q 6overr+s ViP pe✓ locvy 7, 47 �� > 7 27 k N F Q 40 e "15 N-S. l30(se Sh ear r < 8 2qk r? p),d G D✓ergs F-W SuSC 5hedr Rimmer Residence Structural Calculations PB' 3/25/2022 D + Page 7 of 76 �- / r r r-C 1 Roof Fr 0 Plan 118 1 -0 3ldence ilations ?5/2022 8 of 76 Project Information Code: 20181BC Date: 3/18/2022 Designer: BFW _ Client: Project: Rimmer Residence Wall Line: Upper Floor Wall 1 Shear Wall Calculation Variables V 11701bf Opening 1 Opening 2 Ll 2.33 ft h,l 1.33 it h,2 1.33 ft L2 2.33 It h„ 1 5.83 it h,2 5.83 ft L3 2.33 it h,l 2.00 it h,2 2.00 it h,,,. 9.17 ft Lol 6,50 ft Lo1 6.50 ft L„ 20.00 ft 1. Hold-down forces: H = Vh..IJL„N, 536 Ibf 2. Unit shear above + below opening First opening: val = vbl = H/(h,1+h,1) - 161 pif Second opening: vat = vb2 = H/(h,2+h,2) = 161 plf 3. Total boundary force above + below openings First opening: Ol = val x (Lol) = 1046 Ibf Second opening: 02 - vat x (LoI) = 1046 Ibf 4. Corner forces F1- O1(ll)/(L1+L2) = 523 Ibf F2 = 01(L2)/(Ll+L2) - 5231bf F3 = 02(L2)/(L2+L3) = 523 Ibf F4 = 02(L3)/(L2+L3) = 523 Ibf 5. Tributary length of openings Tl = (LI'Lo1)/(L1cL2) - 3.25 it T2 - (L2+Lol)/(Ll+L2) - 3.25 ft T3 = (L2'Lo2)/(L2+L3) = 3.25 it T4 = (L3'Lo2)/(L2+L3) - 3.25 it Adj. Factor Method = 2bs/h Wall Pier Aspect Ratio Adl Factor Pl=h L1= 2.50 0.800 P2=h,/L2- 2.50 0.800 P3=h,/L3= 2.50 0.800 6. Unit shear beside opening vl - (V/L)(L1+T1)/Ll = 140 pif v2 = (V/L)(T2+L2+T3)/L2 = 221 plf v3 = (V/L)(T4+L3)/L3 - 140 of Check vl'Lliv2'L2tv3'L3=V? 1170lbf OK 7. Resistance to corner forces Rl = v1'L1 - 327 Ibf R2 - v2'L2 - 517Ibf R3 - v3'L3 - 3271bf 8. Difference corner force + resistance R1-F3= -196Ibf 1124243= -529lbf R344 = -196lbf 9. Unit shear in comer tones vcl = (RI-Fl)/Ll = .84 pif vc2 - (R2-F2-F3)/L2 = -227 pif vc3 = (R3-F4)/L3 = -84 pit i bl .— v ~ Nhb) Check Summary of Shear Values for Two Openings Line 1: vcl ,1+h,1 +vl(h,l)=H. -280 817 5361bf Line 2:vallh,l+h,l)-vcl(h,l+h,l)-vl(h,1)=0? 536 -280 817 0 line 3:vc2(h,l+h,l)+v2(h,l)-val(h,l+h,l)=0? -756 1292 536 0 Line 4: va2(h,2+h,2).v2(h,2)-vc2(h,2+h,2)=0? 536 1292 -756 0 Line 5: va2(h,2-h.2)-vc3(h,2+h,2)-v3(h.2)=O? G536 -280 . TG / 917 0 817 5361b1 Line 6: vc3(h,2+h,2)+ v3(h,2)=Ht -280 Design Summary` Req. Sheathing Capacity Req. Strap Force 277 If ""� 4-Term Deflection Gg {i P1 t �p 4-Term Story Drift % 3-Term 3 Term Deflection Story Drift % 5231bf Req. HD Force Req. Shear Wag Anchorage Force 5361bf i� RPM O) C I �,f-O-* 1536 59 pif **Req. Sheathing Capacity has been adjusted per the d G r ) d G .2 I� X = 3 x S3(= 1600 Aspect Ratio Adjustment Factor *The lDesign lSummary assumes that the shear wall Is designed as blocked..? O.�Y X P + 3idence -dations ?5/2022 9 of 76 Project Information Code: 20181BC Date: 3/18/2022 Designer: BFW Client: Project: Rimmer Residence Wall Line: Uooer Floor Grid 3 Shear Wall Calculation Variables V 2330lbf Opening 1 LI 2.50ft h.— 133 it" L21 2.25 ft h, 5.00 ft! h—u 9.17 ft h., 2.83 ft! L,,u 9.75ft Lot 4.00hi 1. Hold down forces: H = Vh_ /Lw„ 2441 lbf 2. Unit shear above + below opening First opening: val = vbl - H/(h,+h,l - 586 plf 3. Total boundary force above + below openings First opening: 01 = val: (Lol) = 2343 lbf 4. Corner forces F1= OI(Ll)/(Ll+L2) - 1233 lbf F2 = Ol(L2)/(Ll+L2) - 11101bf S. Tributary length of openings Tl - (Ll'Lol)/(Ll+L2) = 2.11 ft T2 = (L2'lol)/(ll+L2) = 1.89 ft V 1b) Adj. Factor Method - 21b5/h Wall Pler Aspect Ral,o Adj, Fartor P1=h,/L1= 2.00 N/A P2=h„/1-2= 2.22 0.900 6. Unit shear beside opening vl = (V/L)(Ll+TII/Ll - 491 off Q = (V/L)(T2 t L2)/L2 = 401 plf Check vl'Ll+v2'l2-V? 2330 lbf OK 7. Resistance to corner forces RI - vl'LI = 12261bf R2 = v2'L2 - 1104 lbf 8. Difference corner force + resistance RI-F1= -7 lbf R2-F2= .6 lbf 9. Unit shear in corner zones vcl = (RI-Fl)/Ll = .3 plf vc2 = (R2-F2)/L2 = -3 plf Check Summary of Shear Values for One Openinf. Line t: vcl(h,+h,)+vl(h,)=H? -12 2453 24411W Line 2: val(h,+h,)-vcl(h,+ha-vl(h,)=0? 2441 -12 2453 0 Line 3: val(h,+h,}-vc2(h,+hJ-v1(h,)-0? .� / oOr Ir 2441 -12 2453 0 Line 4: vc2(h,+h,)+v2(h,)=H7 1 10 _J -12 2453 2441 lbf ueslgn 5ummary- Req. Sheathing Capacity 586 If /— Q 4-Term Deflection 3-Term Deflection Req. Strop Force 1233 lbf CS tt MI Term Story Drift % 3-Term Story Drift % Req. HD Force (H) 24411bf GM:Pre i' C-t Req. Shear Wall Anchorage Force (v_.) 266 plf 1 f T .The Design Summary assumes that the shear wall is designed as blocked. Project Information Code: 20181BC Designer. BFW Client: Project: Rimmer Residence Wall Line: UoDer Floor Grid 5A Date: 3/18/2022 Shear wan Calculation Variables esidence culations /25/2022 10 of 76 V S80 llsf Opening 1 Adj. Factor Method = 2bs/h Ll 2.50 ft h, 1.33 h', Wall Pier Aspect Ratio Adj. factor L2 9.801 ft h, 4.83 ft Pl=h,/L1= 1.93 N/A h_ 9.17 ft h, 3.00 ft P2-hdL2- 0.49 N/A L_ 23.13 ft Lot 10.75 h 1. Hold-down forces: H = Vh,,,,/L_, 230 lbf 2. Unit shear above + below opening First opening: val = vbl = H/(h,+h,) - 53 plf 3. Total boundary force above + below openings First opening: OI = vaI x jLol) = 5701bf 4. Corner forces F1- DI(Ll)/(Ll+L2) - 215 Ibf F2.Ol(L2)/(Ll+L2) - 455 Ibf S. Tributary length of openings Tl = (Ll'Lol)/(Ll+L2) = 2.17 ft T2 - (L2•Lol)/(Ll+L2) = 8.58 h 6. Unit shear beside opening vl = (V/L)(Ll+Tl)/Ll = 47 plf v2 = (V/U(T2, L2)/L2 = 47 plf Check v1'L1-v2'L2=V? 5801bf OK 7. Resistance to corner forces R1=vl'L1= 117 Ibf R2 = v2'L2 = 463 Ibf 8. Difference corner force + resistance RI-F1= 21bf R242= 81bf 9. Unit shear in corner zones vcl = (RI-FI)/Ll = 1 pif vc2 = (R2-F2)/L2 = 1 pif Check Summary of Shear Values for One Opening Line 1: vcl(h,+h,)+vl(h,)=H? 3 227 230 Ibf Line 2: val(h,+h,)-vcl(h,+hd-vl(h,)=0? 23C 3 227 0 Line 3: val(h,+hj-vc2(h,+h,)-vl(ha=0? KA' 1.1tr+— 23C 3 227 0 Line 4: vc2(h,+h,)+v2(h,)-H? I / 3 227 2301bf Design Summary' Req. Sheathing Capacity 53 pif Y/— 4-Term Deflection t-Ierm uenecti Req. Strap Force 4551bf Gt f P�7 •erm Story Drih % 3-Term Story Drift Req. HD Force (H) 230 Ibf 1r— = 2 g (% X f 690'0t G5P (g Ca �Sif-per Req. Shear Wall Anchorage Force (v,,,,,) 25 plf 'The Design Summary assumes that the shear wall is designed as blocked. esidence culations /25/2022 11 of 76 Project Information Code: 20181BC Date: 31181202.1 _ Designer: BFW Client: - - - - Project: Rimmer Residence Wall line: Upper Floor Grid 6B V (lb) Shear Wall Calculation Variables V 580 Ibf Openmg 1 Ll 3.67 ft h, 1.33 it L2 3.71 It h, 4.83 it h., 9.27It h, 3.00ft! L_ 14.38 It Lol 7.00 R� 1. Hold-down forces: H = Vh,,,i/L„,,, 3701bf 2. Unit shear above + below opening First opening. val = vbl = H/(h;+hb) = 85 pif 3. Total boundary force above +below openings First opening: Ol = vat z (Loll = 597 lbf 4. Corner forces Fl = Ol( M1.1+L2) = 297 Ibf F2 = 01(L2)/(LI+L2) = 300 Ibf 5. Tributary length of openings Tl = (1.1'Lol)/(L1.1.2) = 3.48 It T2 = 11.2'Lol)ALI-1.211 = 3.52 It V 0b)b) Adj. Factor Method = 2bs/I Wall Pier Aspect Ratio Ad). Fa( P1=h,/Ll= 1 32 N/A P2=h,/L2= 1 10 N/A 6. Unit shear beside opening Vl . (V/L)(LI+Tl)/Ll = 79 pIf v2 = (V/L)(T24L2)/L2 • 77 -)If Check vl'Ll+v2'L2=V? 580Ibf OK 7. Resistance to corner forces Rl=v1'L1= 2881bf R2 - v2'L2 = 292 Ibf B. Difference corner force + resistance R141- -9 lbf R242 - .9 of 9. Unit shear in corner tones vcl - 111141l/Ll = -2 pif vc2 • (R2-F2)/L2 - .2 p!f Check Summary of Shear Values for One Opening Line 1: vc1(h,+h,)+v1(h,)-H? -10 380 370 Ibf Line 2: val(h,+h,)-vcl(h,+h.)-vl(h,)=D? 37D -10 380 0 Line 3: va1(h,+h,)-vc2(h,+hb)-v1(hi 370 -10 38D 0 Line 4: vc2(h,+ha+v2(h,)=H? eat - 46 0 Lit •10 390 370 lbf Design Summary* Req. Sheathing Capacity Req. Strap Force Req. HD Force (H) Req. Shear Wall Anchorage Force (v_) 85 plf - ♦ 4-Term Deflection]3-Term Deflection G 5 P 1 D - rm StoryDrift % C3-Term St o Drlh % ii- 3?OX 2 I I I O, . � VP It' J r �,lf The Design Summary assumes that the shear all is designed as blocked. 1200widence Stru (1011MIRWculations 3/25/2022 age 12 of 76 Project Information Code: 20181BC Date: 3/21/2022 Designer: 8FW Client: Project: Rimmer Residence Wall Une: Upper Floor Wall - F V fb i gY P s s Shear Wall Calculation Variables v Ll 23301b1 7.67 ft h,1! Opening 1 1.33 ft h,2 Opening 2 1,33 it Adj. Factor Meihoc - Wall Pier Aspect Ratio 2bs/h Adt Factor L2 6.83 it h,l 4.83 ft h,2 4.83 It P3= L1= 0,63 N/A L3 2.00 ft h,l 3.00 ft h,2 3.0011 P2-h,/L2- 0.71 N/A h*, 9.17 it Lol 2.00 ft Lo2 2.00 ft P3-h,JL3- 2.42 0 828 L,,, 70 W ft 1. Hold-down forces: H = Vlh a/1,,,, 1042 Ibf 2. Unit shear above + below opening First opening: val = vbl • H/(h,l+h,l) • 240 pif Second opening: vat = vb2 - H/(h,2+h,2) - 240 pif 3. Total boundary force above+ below openings First opening: 01= val x(Lol)= 4811bf Second opening: 02 = vat x (Lo2) = 481 Ibf 4. Corner forces F1 = Ol(Ll)/(L1+L2) - 2541bf F2 = 01(L2)/(Ll+L2) = 227 IN F3 = 02(L2)/(L2+L3) = 372 lbf F4 • 02(L3)/(L2+L3) • 109 Ibf 5. Tributary length of openings T1= (Ll'Lol)/(L1.L2) = 1.06 it T2 = (L2*Lol)/(Ll+L2) = 0.94 It T3 = (L2'Lo2)/(L2+L3) - 1,55 ft T4 = (L3*Lo2)/(L2+L3) = 0.45 it 6. Unit shear beside opening v1 = (V/L)(Ll+Tl)/Ll = 129 pif v2 - (V/L)(T2+L2+T3)/L2 - 155 plf v3 - (V/L)(T4+L3)/L3 • 139 plf Check v1*L1 iv2'L2iv3'L3=V? 2330 lbf OK 7. Resistance to corner forces RI = v1*L2 = 992 Ibf R2 = v2'L2 = 1060 Ibf R3 = v3*L3 = 279 lbf 8. Difference corner force + resistance Rl-Fl • 737 lbf R2 F2-F3 = 461 lot R3.F4 = 170lbf 9. Unit shear in corner zones vcl = (R1-F1)/L1 = 96 plf vc2 = (R2-F2-F3)/L2 = 67 plf vc3 = (R3-F4)/L3 = 85 pif Hllbl, Check Summary of Shear Values for Two Openings Line 1: vcl ,1+ ,1 +vl ,1 =H. 417 625 1042 lbf Line 2: val(h,l+h,l)-vcl(h,l+hbl)-vl(h,l)=0? 1042 417 625 0 Line 3: vc2(h,l+h,l)+v2(h,1)-val(h,l+h,1)=0? 292 750 1042 0 Line 4: va2(h,2+h,2)-v2(h,2)•vc2(h,2+h,2)=O? 1042 750 292 0 Line 5:va2(h,2+h,2)-vc3(h,2+hb2)-v3(h,2)=0? _ I D I� 1042 368 GaL — 674 0 Line 5: vc3(h,2+h,2)+ v3(h,2) = Ht 6 368 674 1042 lbf Design Summary* Req. Sheathing CapacilV 240 If P(— rJ 4-Term Deflection Req. Strap Force 372 IV 4-Term Story Drift % Req. HD Force 104I lbf Y P t'�,} 1 5LO t f Req. Shear Wall Anchorage Force 114 If r 1 -J 3-Term Story Drift %I *The Design Summary assumes that the shear wall is designed as blocked, Project Information Code: 2018 IBC Date: 3/21/2022 Designer: BFW Client: Project: Rimmer Residence Wall Line: Upper Floor Grid A f 11„ •Ilrl I1144, V (lb) r j c 4,alltl Shear Wall Calculation Variables Ooenina 1 Adi Factor L1 32.o0ft h, 1,33ftj L2 2.33 it h, - - 4.83 Ift h... 9.17 it ►M' 3.00 ft 40.33 it Lol 6.00 fit 1. Hold-down forces: H = Vh,,,,,/L,,,,, 530 lbf 2. Unit shear above + below opening First opening: val = vbl - H/(h,+h,) - 122 plf 3. Total boundary force above+ below openings First opening: OI = val x (Lol) = 733 lbf 4. Corner forces Fl=OI(LI)/(Ll+L2)= 683lbf F2 = Ol(L2)/(Ll+L2) = 50 Ibf 5. Tributary length of openings Tl = (Ll'Lol)/(Ll+L2) = 5.59 ft T2 = (L2'Lol)/(Ll+L2) = 0.41 ft P2=hjl.2= 2.07 2b5/h Adj. Fac N/A 0 966 6. Unit shear beside opening vl = (V/L)(LI+Tl)/Ll - 68 plf v2 - (V/L)(T2r12)/1.2 = 68 plf Check vl'Ll+v2'L2•V7 2330Ib1 OK 7. Resistance to comer forces RI = vl'LI = 2172 lbf R2 = v2'L2 = 158 lbf 8. Difference comer force + resistance RI-Fl = 14881bf R242 • 109 lbf 9. Unit shear in corner zones vcl = (Rl-Fl)/Ll = 47 plf vc2 = (R2-F2)/L2 = 47 plf Check Summary of Shear Values for One Opening [,ne 1: vcl(h,+hj+vl(h„)-H' 202 328 530 lbf 2: val(h,+h,)-vc1(h,+hJ-vl(h,)=0? 530 202 328 0 3: val(h,+h,)-vc2(h,+hJ-vl(h,)=C? 530 202 328 0 4: vc2(h,+h,)+v2(h,)=W la = +c, 1 202 328 530 lbf Design Summary* Req. Sheathing Capacity 122 plf — 4 Term Deflection 3-Term Deflection Req. Strap Force 683 lbf 4-Term Story Drift 3-Term Story Drift % Req. HD Force (H) 530 lbf s f} p 15 P r5�7 Req. Shear Wall Anchorage Force (v,,,,,) 58 plf The Design Summary assumes that the shear wall is designed as blocked. F E - I II II II �N II II II II N II I I II II II !I � .I I! II II II II � III II U � II II II II N II N II I II I! II II it � �I II I' II II I! r+ II If N II II II II N II A /� i II p 11 II {I II it I! li it II li 1� III II N � II II II II N I � II � � II .I 11 II II � ii i+ 11 li II li �� I ii II 3 � 17 �f II +-J _II IL 1LJL 1 11 _ IL L tL .L — _ _ _ — �II II II II II li �I! II II N II N II II II ll = _ � JL U �— _—�!�II II II II I: II II II II II I! II II U U II li II if, II -u IFS F N 7 FO 7 •, 1�.i tl II it �• ,: .• � �� ,Z � II III II II II I� I! II II II II II II II III N li �i I! III II II II II 11 II II II II II II II 'Ili II ' II I ll -LA -I 1- IL 1 _iL 11 1-1 or 4i 41— �l u u it a li u i Rimmer Residence Structural Calculations 3/25/2022 A Page 14 of 76 � vAr 3z.4 RA ( 5- bs H U per Floor FramingPlan 1 /1 = 1'-0" Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206,407.6456 5ieec ( Wa1(S (M01✓l L.ev2l Gr J 6 V ^ 5 � - 3�/�XZx �r ►�v - �3' 3 90# r X 2,2 5 Overall 'r/all �`�'� liD VH➢R' 2 2�J � 43 � r� cop- Vcorrne✓ 3 5 z.yft 1PIf 3 90� Veormlr strap V= )� 4�1f vr�aX� Vcorne✓ = 359�1� API-4 Nb Gap = 12�0� Rimmer Residence Structural Calculations 3/25/2022 Page 15 of 76 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 5h�a� Ir✓o��IS ""Maio Live v= 123 k �;Y;d 3 Rimmer Residence Structural Calculations 3/25/2022 Page 16 of 76 :7 Fl -3 (cap :i 06rok)-O (cad = 6, 76 �J F✓owe A1oove .461 14.d7 l ooKI d. f Gr►� 1 � aid In/a�l5 Ok EX insp�Gfi70� foy l r Shear Molls / I CStt� Ig Srraf.5 aro;ffio wpef4w-IS LSTtl p f HP 'Ar►c*ars Rimmer Residence Structural Calculations 3/25/2022 Page 17 of 76 Gravity Design Rimmer Residence Structural Calculations 3/25/2022 Page 18 of 76 Gravity Design - Roof Framing Rimmer Residence Structural Calculations -'1 - 3/Zb/LULL F ;�, E i D \ B Page 19 of 76 tiuA 2 I i n Roof Framing Plan 1/8" = 1'-Vl Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 ROC'+ over 4)ije j Poor)5OR-t-k FYI - T�,b L✓i�f � 0-G' TrU55�j r��tl —2,2� 2L Tr i b h/i al-4 '�O-eucpeY �S�►u�l► => Load,,Y?� w)'d4A w�=12fV12-P-= WS - 26- ps -ru 12 fl -- = 300 p IX Rimmer Residence Structural Calculations 3/25/2022 Page 20 of 76 ;;FORTE CM 0 MEMBER REPORT Level, (RH1) Upper Floor Sliding Door Header 1 piece(s) 5 1/4" x it 7/8" 2.2E Parallam® PSL Overall Length: 12 3' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. L Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2839 @ 0 4922 (1.50") Passed (58%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2322 @ 1' 1 3/81' 13861 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (FL-Ibs) 8694 @ 6' 1 1/2" 34332 Passed (25%) 1AS 1.0 D + 1.0 S (All Spans) Vert Live Load Den. (in) 0.104 @ 6' 1 1/2" 0.408 Passed (U999+) 1.0 D + 1.0 5 (All Spans) Vert Total Load Defi, (in) 0.160 @ 6' 1 1/2" 0.613 Passed (U917) 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 482 @ 12' Y N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 438 @ 6 3/4" 13965 Passed (3%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lb s) 1477 @ mid -span 21127 Passed (7%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.090 @ mid -span 1.225 Passed (L/999+) -- 1.0 D + 0.6 W BI-AXlal Bending 0.21 1.00 1 Passed (21%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (1-/360) and TL (1-1240). • Lateral deflection criteria: Wind (L/120) • Initial eccentricity applied as per ESR-1387. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 1001 1838 2839 None 2 - Trimmer DF 1.50" 1.50" 1.50" 1001 1838 2839 None Lateral Bracing Bracing Intervals Comments Top Edcle (Lu'. 12' 3" o/c Bottom Edge (Lu) 12' 3- o/c -Maximum allowable bracing intervals based on applied load. PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 21 of 76 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left x Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Right 2x Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) comments 0 - Self Weight (PLF) 0 to 12' 3" N/A 19.5 I - Uniform (PSF) 0 to 12' 3" 12' 12.0 25.0 Roof Lateral Load Location Tributary Width Wind (1.60) Comments I - Uniform (PSF) Full Length 5' 3" 25.0 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. ForteWEB Software Operator Job Notes Brian West Smith Company Structural Engineers (206)407-6456 Brian.We5taSmithCompanyStructuralEngineers.co VI'e�cihneusrr m 3/18/2022 12:16:06 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 2 -�,IiORTE CM MEMBER REPORT Level, (RH2) Typical Upper Floor Header 1 piece(s) 6 x 8 DF No.1 Ctierall Length: 6 3 h All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2422 @ 0 5156 (1.50") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1841 @ 9" 5376 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3785 Cal 3' 1 1/2" 5930 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.057 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.086 @ 3' 1 1/2" 0.313 Passed (L/872) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (LR40). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1 1.50' 808 161S 2423 None 2- Trimmer- DF 1.50" 1.50" 1.50' 808 161S 2423 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu; 6' 3' o/c Bottom Edge'Lu) 6' 3' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.1s) Comments 0 Self Weight (PLF) 0 to 6' 3" N/A 10A 1 Uniform (PSF) 0 to 5' Y 20' 8" 12.0 25.0 Roof PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 22 of 76 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Metho"ogy : ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, budder or framer is e5ponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC•ES under evaluation reports ESR-1153 and ESR-1387 fnd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww. Weyerhaeuser.can/w0odproducts/document• library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 3/22/2022 5:09:57 PM UTC Brian West Smith Company Structural Engineers ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Brian aestC456 File Name: Rimmer Residence Framing Drian. W eslCdSmithCompanyStructural EnglnCCrs,CO W Cyc h,+rwcr m Page 1 / 1 �i F O R T E CM MEMBER REPORT Level, (RH3) Upper Floor Header 1 piece(s) 4 x 6 HF No.2 Overall Length: 7' 3' 0 b t 1 a i All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 733 @ 0 2126 (1.50") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 615 @ T 2214 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1329 @ 3' 7 1/2" 1869 Passed (71%) 1.15 1.0 D + 1.0 S (AII Spans) Live Load Deft. (in) 0.131 @ 3' 7 1/2" 0.242 Passed (L/662) 1.0 D + 1.0 S (All Spans) Total Load DeFl. (in) 0.199 @ 3' 7 1/2" 0.313 Passed (L/437) 1 1.0 D + 1.0 S (All Spans) • Detection criteria: LL (L/ibld) and IL (L/5/1b' ). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Tnmmer - DF 1.50" 1.50- 1.50' 250 483 733 None 2 - Trimmer - DF 1.50" 1.50' 1.50 2S0 483 733 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7Y o/c Bottom Edge (Lu) 7 3' o/c .Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.1s) Comments 0 - Self Weight (PLF) 0 to 7' 3" N/A 4.9 -- 1 - Uniform (PSF) 0 to T Y 5' 4" 12.0 25.0 Roof PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 23 of 76 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Desian Methodology : ASO Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design critena and published design values. Weyerhaeuser expressly disclaims any other warranties 'elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is -esponsible to assure that this calculation is compatible with the overall project. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E5R-1387 1nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to yww. weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator ]ob Notes Brian YoSt 'Smith Company Structural Engineers C '(206)407.64S6 Brian.West.. SmdhCompanyStructuralEngineers.co in Wcwchncuscr 3/22/2022 5:01:57 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 Rimmer Residence Structural Calculations 3/25/2022 Page 24 of 76 Gravity Design - Upper Floor Framing Rimmer Residence Structural Calculations - 3/25/2022 F r D ^ Page 25 of 76 _ 'II II II II �I II II II II Il II II II k Il II Ii II II II it II II II II II II II II II III II II l; II II II II II .II II il' II li II N' 8 II II II II II II II II I� I I� !I 'I I II II II I! !I I II II II II II I(I II II II II II II II II II I ii II II I. It II II II II !I I I LIU -II Ir 11--1� I -li—IlIf--11- I� 4-4�{ �I--II - II-4- I I I F � E � p �_ Upper Floor Framing_ Plan - i F Q R T E CM MEMBER REPORT Level, (J1) Typical Floor Joist 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Overall Length: 15' 9 1/4- r r 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 536 @ 15' 8 1/2" 1005 (1.75") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 526 @ 5 1/2" 1655 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2038 @ 8' 1/2" 3795 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.199 @ 8' 1/2" 0.383 Passed (L/922) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.259 @ 8' 1/2" 0,767 Passed (L/710) 1.0 D + 1.0 L (All Spans) TI-Pro... Rating 48 40 Passed • Deflection criteria: LL (1-1480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24' Span Rating) that is glued and nailed down. • Additional considerations for the TI-Pro Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 Stud wall - DF 5.50" 4.00' 1.75' 129 429 558 1 112' Rim Board 2 - Stud wall - OF 1.75" 1.75" 1 1.75" 124 412 536 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 2' o/c Bottom Edge (Lu) 15' 8- o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 9 114" 16" 12.0 40) Default Load PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 26 of 76 System : Floor Member Type : Joist Budding Use : Residential Building Code : IBC 2018 Desion Methodoiooy : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to orcumvent the need for a design professional as determined by the allthonty having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASiM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www, weyerhaeuser.00m/woodproduLts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Sob Notes Brian West Smith Company Structural Engineers (206) 407-6456 ! Bnan. West'dSmrthCompanyStructuralEngineers.co Wccrrhacuscr m 3/23/2022 6:46:28 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 h 2 �y1OV✓ Lodi - �,O s Rimmer Residence Structural Calculations 3/25/2022 Page 27 of 76 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 s2 � Dec� 7�isfi� Rimmer Residence Structural Calculations 3/25/2022 Page 28 of 76 Z rk ill = 19 /71b-�'�. 2 �"Z " 1619' 1� - �+ > AL t = 0.�� (TA;5' =3 3 Q 12 Z, V%'a dATORTE M3 J MEMBER REPORT Level, (32) Deck Joist 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Lenq.h: 11 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @i Location Allowed Result LDF load: Combination (Pattern) Member Reaction (Ibs) 611 @ 4 1/2" 2582 (4.25") Passed (24%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 466 @ 1' 2 3/4" 1388 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1479 @ 5' 8 1/2" 1917 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.193 @ 5' 8 1/2" 0.267 Passed (U665) 1.0 D + 0.75 L 10.75 S (All Spans) Total Load Defl. (in) 0.247 @ 5' 8 1/2" 0.533 1 Passed (L/519) 1.0 D + 0.75 L + 0.75 5 (All Spans) Ti-Prol" Rating N/A N/A I N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length I Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total I - Stud wall - DF 5,50" 4.25" 1.50" 137 457 190 784 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 1.50- 137 457 190 784 11/4' Rim Board • Kim eoaro is assumes to carry an ioaos appueo ovecny auove it, uypassing me mernoer ueing uesigneu. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 9' OR Bottom Edge (Lu) 11' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 Undorm (DSF� 0 to 11 5, 16" 18.0 60.0 25.0 Deck PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 29 of 76 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, budder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories `'Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/dDcument-Ilbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Brian West Smith Company Structural Engineers A (206)407.6456 Brian. Westi?aSmdhCompanyStrvcturalE ngineers.co m W eycrhacuxr 3/23/2022 8:25:29 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Pagel/1 _;i F O R T E = MEMBER REPORT Level, (Bl) Garage Beam 1 piece(s) 6 x 10 DF No.1 &erall Length:9 7 112' L] All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2680 @ 5 1/2" 5156 (1.50") Passed (52%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2206 @ 1' 3" 5922 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6001 @ 4' 11 1/4" 9307 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.104 @ 4' 11 1/4" 0.299 Passed (L/999 f -- 1.0 D i- 1.0 L (All Spans) Total Load Defl. (in) 0.138 @ 4' 11 1/4" 0.448 Passed (L/780) - 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1-1360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 9 112" GLB beam S.50' Hanger LSO" 726 2222 2948 See note ''. - Stud wall - DF 4.00' 4.00" 1.50" 695 2109 2804 Blocking • wucKing raners are dssumeu tu Ldrry no iwus dpp,.m wretuy auuxe uiem anti me iuu luau n apprcu ru' i me 'u uciny yncu. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 2" o/c Bottom Edge (Lu) 9' 2" o/c -Maximum allowable bracing intervals based on applied load. PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 30 of 76 System : Floor Member Type : Drop Beam Budding Use : Residential Building Code : IBC 2018 Desion Methodology : ASD Connector: Simpson Strong -Tie Support Model at Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 Top Mount Hanger BA610 3.00 6 10d 10 lod 2-10dxl.5 • lterer to manuracturer notes ana instructions For Proper uutduduun dnu ux ur du Lunneuun. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 Self Weight (PLF) 5 1/2" to 9' 7 1/2- NIA 13.2 -- 1 - Uniform (PSF) 0 to 9' 7 1/2" (Front) I V 3" 12.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cntena and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, budder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www, weyerhaeuser. com/woodproducts/clocu men t-library. The product dPPlicdtion, input design loads, dimensions end suPPLK( information have been provided by ForteWEB SuRware Operator ForteWEB Software Operator Job Notes :Bean West Smith Company Structural Engineers 1(206)407-6456 Brian. West@SmRhCompanyStructuralEngmeers.co in I _ Wcccrhac user 3/23/2022 7:05:15 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 MTORTE CM U MEMBER REPORT Level, (B2) Garage Beam 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam Overall Length: 27 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6178 @ 2 1/2" 13750 (4.00") Passed (45%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5491 @ 1' 10" 17490 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 37689 @ 8' 7 3/8" 56228 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.502 @ 11' 2 1/2" 0.753 Passed (L/540) -- 1.01) 11.0 L (All Spans) Total Load Defl. (in) 0.686 @ 11' 2 5/8" 1.129 Passed (L/395) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 22' 7". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall DF 4.00' 4.00" 1.80 1667 4511 6178 Blocking 2 - Stud wall - DF 4.00" 4.00" 1 1.57' 1474 3921 5395 Blacking • t5iocKmg vaneis are assumes to carry no roans appueo ouecay aoove tnem ono the run iwa is dppiea to the ❑remuer [x_iny uevyneu. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 23' o/c Bottom Edge (Lu) 23' o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 23' N/A 24.1 -- 1 - Uniform (PSF) 0 to 23' (Front) 6' 9' 12.0 40.0 Default Load Linked from: 2 Point (lb) 8' 6" (Back) N/A 725 2222 Garage Beam ;Bl), Support 1 PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 31 of 76 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.oDm/woodproducts/docurnent-library The product application, input design loads, dimensions and support information have been provided by ForteWEB Software operator ForteWEB Software Operator Job Notes Brian West Smith Company Structural Engineers (206)407-6456 Brian.WestCaSmdhCompanyStructuralEngmeers.co 1C6rrh, utcr m 3/23/2022 7:02:07 PM LITC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rlmmer Residence Framing Page 1 / 1 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 Rimmer Residence Structural Calculations 3/25/2022 Page 32 of 76 L L = I. 5 X 9' = 60�Os i2� f,� 2�7, Z- -�-er 1 or) Tr ih FYI) A = V/3 (Wall 0 1,77/4 ),75 y � 9L= IDXq,1�1 IZPJr ;;�l F O R T E CM MEMBER REPORT Level, (B3) Deck and Door Support Beam 1 piece(s) 5 1/4" x 14" 2.2E Parallam® PSL Overall Length: 15' 9 1/2' 14' 10 V2' a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5079 @ 15' 5 1/2" 13945 (4.25") Passed (36%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4539 @ 14' 2" 16342 Passed (28%) 1.15 1.00 + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 14528 @ 8' 1 11/16" 40743 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0. 15 2 @ 8' 3/4" 0.378 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.273 @ 8' 15/16" 0.756 Passed (U665) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (U240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 Stud wall DF 5.50" 4.25" 1.50 1752 2216 866 4834 1 1/4" Rim Board 2 - Stud wall DF 5.50- 4.25" 1.55- 2315 1969 1762 6046 1 1/4" Rim Board • Rim Board is assumed to Carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 7"' o/c Bottom Edge (Lu) 15' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 15' 8 1,4" N/A 23.0 -- -- 1 - Tapered (PSF) 0 to 159 112" (Back) 4' to 0 18.0 60.0 25.0 Deck 2 - Tapered (PSF) 0 to 15' 9 1/2" (Front) 1' 9" to 5' 6" 12.0 40.0 - Interior 3 - Uniform (PLF) 0 to 159 1/2" (Top) N/A 92.0 - - Door and Wall Linked from: (H1) 4 Pain[ (lb) 12' 8 1/2" (Front) NIA 1001 - 1838 Upper Floor SlidingDoor Header, Support 2 PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 33 of 76 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the 9zing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/clocument- library. The product applicabon, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 3/23/2022 7:51:16 PM UTC Brian West Smith Company Structural Engineers ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Brian 405t6g 5S A File Name: Rimmer Residence Framing Brian.West:o�5mithCompany5troctura I Engmeers.co \ti'c � r � I i.n�:nc: m Page 1 / 1 iAi F O R T E MEMBER REPORT PASSED Rimmer Residence Level, (B4) Corridor Beam Structural Calculations 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand0 LSL 3/25/2022 Page 34 of 76 Overall Length: 11 4 1 k 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1375 @ 2" 4922 (2.25") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1095 @ 1' 3 3/8" 8590 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3883 @ 5' 10 1/2" 15953 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.098 @ 5' 10 1/2" 0.285 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (In) 0.134 @ 5' 10 1/2" 0.571 Passed (U999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (1-/240). • Allowed moment does not reflect the ad)ustment for the beam stability factor Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - DF 3.50" 2.25' 1.50" 380 1018 1398 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 380 1018 1398 1 1/4' Rim Board • Rim Board is assurned to carry all loads applied directly above It, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu; 11' 7" o/c Bottom Edge (Lu) 11' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4' to 117 3/4" N/A 13.0 -- I - Uniform (PSF) 0 to 11' 9" (Front) 4' 4" 12.0 40.0 Default Load System : Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board. Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodprod ucts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Brian West Smith Company Structural Engineers (206) 407-6456 Brian.West;45mnhCompany5tructuralEngineers.co m A'evc hdcuser 3/23/2022 7:09:59 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 MAi r 0 R T E CM MEMBER REPORT Level, (B5) Garage Door Beam 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam Overall Length: 18 6" r 4 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8519 @ 1 1/2" 10313 (3.00") Passed (83%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6908 @ F 9" 20114 Passed (34%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Mornent (Ft-Ibs) 38344 @ 9' 3" 66055 Passed (58%) 1.15 1.0 D + 0,75 L + 0.75 S (All Spans) Live Load Defl. (In) 0.273 @ 9' 3" 0.608 Passed (L/803) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (in) 0.478 @ 9' 3" 0.913 Passed (L/458) .. 1 1.0 D + 0.75 L + 0.75 S (All Spans) • DeFlechon cntena: LL (U360) and TL (U240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 18' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper sine up as indicated by the manufacturer. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - OF 3.00' 3.00" 2.48" 3654 2960 3527 10141 Blocking 2 - Stud wall - OF 3.00' 3.00" 2.48" 3654 2960 3527 10141 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' 6 o/c Bottom Edge (Lu) IS' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.1s) Comments 0 Self Weight (PLF) 0 to 186' N/A 24.1 - -- 1 Uniform (PSF) 0 to 18' 6" (Top) 8' 12.0 40.0 - Upper Floor 2 - Uniform (PLF) 0 to 18' 6" (Front) N/A 92.0 - - Wall 3 - Uniform (PSF) 0 to 18' 6" (Front) 1T Y 12.0 - 25.0 Roof PASSED Rimmer Residence Structural Calculations 3/25/2022 Page 35 of 76 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cntena and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is Compatible with the overall project. Accessones (Rlm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to %,iww,weyp-rhaeuser.com/woc>dproducts,/dc)cument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Sob Notes Brian West Smith Company Stn.ctural Engineers (206)407-6456 Brian.West@SmithCompanyStructuralEngineers.co Wcgcthacuscr 'm 3/23/2022 9:28:15 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 ;;FORTE CM MEMBER REPORT Level, (UH1) Main Floor Juliet Header 1 piece(s) 5 1/4" x 9 1/2" 2.2E Parallam® PSL 1 E 'lverail Length: 6 E• All locations are measured from the outside face of left support (or left cantilever end). Ali dimensions are horizontal. 711 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5086 @ 1 1/2" 9844 (3.00") Passed (52%) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 385S @ 1' 1/2" 9643 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9618 (a) 2' 4" 22523 Passed (43%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Vert Live Load Defl. (in) 0.059 @ 3' 1 11/16" 0.208 Passed (U999+) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Vert Total Load Den. (in) 0.095 @ 3' 1 1/4" 0.313 Passed (U790) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Lat Member Reaction (Ibs) 234 @ 6' 4 1/2" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 192 @ 8 1/4" 11172 Passed (2%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 366 @ mid -span 16902 Passed (2%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.008 @ mid -span 0.62S Passed (U999+) -- 1.0 D + 0.6 W Eli -Axial Bending 0.33 1.00 Passed (330%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (L/360) and TL (U240). • Lateral deflection criteria: Wind (L/120) • Initial eccentricity applied as per ESR-1387. PS� E D Rimmer esl ence Structural Calculations 3/25/2022 Page 36 of 76 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Desran Methodolooy : ASD Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Snow Seismic Total Supports Accessories Trimmer DF 3.00" 3.00" 1.55" 1992 2313 1414 568/-568 2871- 6568 None lnrirr.ev DF 3.00" 3.00" 1.50" 1253 1736 773 l040/ 1040 4802/- None 1040 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 66" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Leh 2X Douglas Fir -Larch Nails Sd x 2.5" Brix (Toe) 3 Right 2X Douglas Fri -Larch Nails Bd x 2.5" Box (Toe) 3 ForteWEB Software Operator 13ob Notes Brian West Smith Company Structural Engineers (206) 407.6456 Brian.West USmithCompanyStrutturalEngineers.co m Vl'cycrhacuscr 3/23/2022 8:52:57 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 2 Dead Floor Live Snow Seismic Vertical Loads Location Tributary Width (0.90) (1.00) (1.15) (1.60) Comments 0 Self Weight (PLF) 0 to 6' 6" N/A 15.6 -- -- -- 1 - Uniform (PSF) 0 to 6' 6" 8 12.0 .10.0 - Upper Floor 2 - Point (lb) 2' 4" N.IA 204 - 425 Roof Load from Header Linked from: (B3) 3 - Point (lb) 2' 4' N/A 2315 1969 1762 Deck and Door Support Beam, Support 2 4 - Point (lb) 4' 2" N/A - - - 1608 Upper Floor Grio 1 HD Rimmer Residence Structural Calculations 3/25/2022 Page 37 of 76 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 5' 25.0 • IBC Table 1604.3, footnote f: Deflection checks are performed using 420/- of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance wlth Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having )unsdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall pro)ect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES unoer evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTht standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodp,roducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Brian West Smith Company Structural Engineers (206)407-6456 Brian.WeSt@SMithCoMpanyStructuralEngineers.co m Acvcrhdcuscr 3/23/2022 8:52:57 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 2 / 2 aTORTE CM LJ MEMBER REPORT Level, (UH2) Main Floor Header 1 piece(s) 6 x 8 DF No.1 Overall Length: 7' 3- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 11 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1796 @ 0 5156 (1.50") Passed (35%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1419 @ 9" 4675 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3242 @ 3' 7 1/2" 5156 Passed (630iu) 1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in) 0.067 @ 3' 7 1/2" 0.242 Passed (U999+) 1.0 D + 0.75 L 4 0.75 5 (All Spans) Vert Total Load Den. (in) 0.100 @ 3' 7 1/2" 0.363 Passed (L/874) 1.0 D + 0.75 L + 0.75 S (All Spans) Lat Member Reaction (Ibs) 272 @ 7' Y N/A Passed (N/A) 1,60 1.0 D + 0.6 W Lat Shear (Ibs) 228 @ 7" 7480 Passed (3%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 493 @ mid -span 6050 Passed (13%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.020 @ mid -span 0.725 Passed (L/999+) 1.0 D + 0.6 W BI-Axial Bending 0.46 1.00 Passed (460%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) • Applicable Calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 Trimmer - DF 1.50" 1.50' 1.5o" 593 1196 408 2197 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 593 1196 408 2197 None I Lateral Bracing I Bracing Intervals Icomments Tap Edge (Lu) T Y orc Bottom Edge (Lu) 73' o/c -Maximum allowable bracing intervals based on applied load. PASSED Rimmer Resl ence Structural Calculations 3/25/2022 Page 38 of 76 System : Wall Member Type : Header Building Use: Residential Budding Code : IBC 2018 Desion Methodolooy : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5' Box (roe) 3 Right 2X Douglas Fir -Larch Nads 8d x 2.5" Box (Toe) 3 Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 3" N/A 10.4 -- -- 1 - Uniform (PSF) 0 to 7' 3" 8' 3' 12.0 40.0 - Upper Floor 2 - Uniform (PSF) 0 to 7' 3" 4' 6' 12.0 - 25.0 Roof Lateral Load Location Tributary Width Wind (1.60) Comments i Un,form (PSF) Full Length 5' 25.0 • lnt. i aae 1bV9..7, roolnote r: Uel l KUoli ❑1eLKS dre per1Uf111 eV using 4L-to VI if Id lei dl wtIIU luau. ForteWEB Software Operator 3/23/2022 9:17:06 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 2 3ob Notes Brian West Smith Company Structural Engineers (206) estCcP56 Brian.WestCa.SmrthCompany5tructuralEngineers.co VVrcrrhaeu}a In �1111111I F O R T E MEMBER REPORT Level, (UH4) Main Floor Header 1 piece(s) 6 x 8 DF No.1 Ch erall Length: T 3' 7' u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @) Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1460 @ 0 5156 (1.50") Passed (28%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1443 @ 9" 5376 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4453 @ 3' 1 1/2" 5930 Passed (75%) 1.15 1.0 D + 1.0 5 (All Spans) Vert Live Load Defl. (in) 0.070 @ 3' 6 5/16" 0.242 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.109 @ 3' 6 3/8" 0.363 Passed (L/796) -- 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 272 @ 7' Y N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 228 @ 7" 7480 Passed (3%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 493 @ mid -span 6050 Passed (8%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.020 @ mid -span 0.725 Passed (L/999+) -- 1 1.0 D + 0.6 W Bi-Axial Bending 0.54 1.00 Passed (54%) 1.60 1 1.0 D + 0.45 W + 0.75 L • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total l - Trimmer Y 1.50" 1.50' 1.50" 541 145 919 1605 None 2 - Trimmer - D� 1.S0" I.50, 1.50" 430 1 145 696 1271 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu' 7' 3' o/c Bottom Edge (Lu) 7 T o/c -Maximum allowable bracing intervals based on applied load. PASa ED Rimmer Resl ence Structural Calculations 3/25/2022 Page 39 of 76 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Desion Methodology : Aso Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5Box (Toe) 3 Right 2X Douglas Fr -Larch Nails Sd x 2.5" Box (Toe) 3 Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 3" N/A 10-4 1 - Uniform (PSF) 0 to 7' 3" V 12.0 40.0 - Interior Linked from: (RH2) 2 Point (o) 3' 1 1/2" N/A 808 - 1615 Typical Upper Floor Header, Support 1 Lateral Load Location Tributary Width Wind (1.60) Comments 1 Uniform (PSF) Full Length 5' 25.0 • ltll IaDle 113U4.3, rootnore r: uenecgon cnecKs are peuormeo using 4L io or mis ideerdi Wui❑ ureu. ForteWEB Software Operator Job Notes 3/23/2022 9:21:01 PM UTC Brian West Smith Company Structural Engineers ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Snaii aestCa56 File Name: Rimmer Residence Framing j Brian.WestCaSmrthCompanySW[turdlEngmeers.co \t+cycrhacuxr m Page 1 / 2 Rimmer Residence Structural Calculations 3/25/2022 Page 40 of 76 Gravity Design - Main Floor Framing 5 6' F E D C i B Rimmer Residence Structural Calculations 3/25/2022 A Page 41 of 76 Main_ Level Framing Plan 1 1 /V" = 1'-011 raj FQ R T E CM MEMBER REPORT Level, (M31) Main Floor Joist 1 piece(s) 9 1/2" TII@ 210 @ 16" OC Overall Length: 14 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 498 @ 2 112' 1134 (2.25") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 485 @ 3 1/2" 1330 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft•lbs) 1739 @ T 3 1/2" 3000 Passed (580/.) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.238 @ 7' 3 1/2" 0.472 Passed (L/715) 1.0 D 1- 1.0 L (All Spans) Total Load Defl. (in) 0.309 @ 7' 3 1/2" 0.708 Passed (L/550) 1.0 D + 1.0 L (All Spans) T3-Pro"' Rating 42 Any Passed • Deflection Cntena: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis ;s based on composite action with a single layer of 23/32" Weyerhaeuser Edge— Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the T)-Pro- Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 Stud wall - SPF 3.50" 2.25" 1.75" 117 389 506 1 1/4" Rim Board 2 - Stud wall - SPF 3.50' 2.25" 1.75" 117 389 506 1 114" Rim Board • Rim Board ;s assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals comments Top Edge (Lu) 4' 10' o/c Bottom Edge (Lu) 14' 5' o1c •T)I joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 7' 16" 12.0 40.0 De`ault Lnah PASSED Rimmer Resl ence Structural Calculations 3/25/2022 Page 42 of 76 System : Floor Member Type : Joist Budding Use : Residential Budding Code : IBC 2018 Design Methodology : Aso Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design profess*nal as determined by the authority having jurisdiction. The designer of record, builder or frame; ;s responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluatior reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.00m/woodproducts/document-librar,y. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Brian West 'Smith Company Structural Engineers (206) 407-6456 Brian.West dSmithCompanyStruCturalEngineer5.co m 1XICyCfhdeusel 3/23/2022 9:34:25 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Rimmer Residence Framing Page 1 / 1 FORTE ® MEMBER REPORT PASSED Rimmer Residence Level, Crawlspace Beam M $' Structural Calculations 1 piece(s) 4 x 10 HF No.2 3/25/2022 Page 43 of 76 Overall Length: A' 11 1R' Y' 4 3' 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. al Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3308 @ 2" 4961 (3.50") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1890 @ 1' 3/4" 3238 Passed (58%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Ft-lbs) 3567 @ 2' 5 3/4" 4242 Passed (840io) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.035 @ 2' 5 3/4" 0.154 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0,046 @ 2' 5 3/4" 1 0.231 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection critena: LL (L/360) and TL (U240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column Cap - steel 3.50' 3.50" 2.33' 779 2529 3308 None 2 - Column Cap - steel 3.50" 3.50" 2.33" 1 779 2529 3308 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' o/c Bottom Edge (Lu) 5' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 4' 11 1/2- N/A 8.2 -- 1 - Uniform (PSF) 0 to 4 11 112" (Top) 12' 9" 12.0 40.0 Upper Floor 2 - Uniform (PSF) 0 to 4' 11 1/2" (Top) 12' 9" 12.0 40.0 Main Floor System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsibte to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by iCC-ES under evaluation reports ESR-1153 and ESR-1387 nd/or tested in accordance with applicable ASTM standards. For current rode evaluation reports, Weyerhaeuser product literature and installation details refer to rww. weyerhaoetiser.com/woodproducts/doCument-library. he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator Sob Notes 3/23/2022 9:37:41 PM UTC I Brian West Smith Company Structural Engineers ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206) 407-6456 File Name: Rimmer Residence Framing Brian.Wesh�SmithCompanySlructuralEngineers.co Wcycrh.rcuxr m Page 1 / 1 Rimmer Residence Structural Calculations 3/25/2022 Page 44 of 76 Foundation Design Rimmer Residence Structural Calculations 3/25/2022 Page 45 of 76 Foundation Design - Spread Footings Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 00- Te4=Zx �-rjs R00-� �2acf = 12 245?P� fool 5eo� 2rqYZ0-25=506®If Upper door T r 4 = 9' . a r 1) F loor Gea� � loot Z►ve = � X �� = 32ar'� Mujyi looV- Tri b floa✓ Lave = 7x4o = Zg0�1� Via11 s P-e-ao<= 1Dps�X�B, 5-+ 9,1T)= )7ypj� Td-fq ) Pei d - 243 96 + g* f 177 Li✓e - 32�+,��d - 6d0 pI-� show : 306 = i06 �1r 17-rQ.75( 4 O, 7-5-S = 1430e j-� V5 c a n l e" W� o e- Fe 01') Y11 r Rimmer Residence Structural Calculations 3/25/2022 Page 46 of 76 Smith Company structural engineers 19011 Wood Sno Road NE, Suite 100 Woodinville, WA 98072 p: 206.407.6456 6tAw13)Oa6e Pad FVo+,n� z (130g#)- 6616 Rimmer Residence Structural Calculations 3/25/2022 Page 47 of 76 Rimmer Residence Structural Calculations 3/25/2022 Page 48 of 76 Foundation Design - Garage Retaining Wa Smith Company Structural Engineers Garage Wall Imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 49 of 76 n Detail I--1 ft-i 1--1.5 ft--1 �--3ft� Wi -r a CrtuLn uuiarnuiy Concrete fc = 3000 psi Reber Fy = 60000 psi Unit Weight = 150 Ib/ft3 #4 @ 18 in (S&T) #4@12in Heel Bars: #4 @ 12 in Toe Bars: #4 @ 12 in Footing S/T Bars: #4 @ 18 in Ratio Check Provided Required Combination ----- Stability Checks ----- ,/ 0.300 Overturning 2.50 0.75 1.OD + 1.01- + 1.OH + 0.7E ,/ 0.609 Sliding 1.64 1.00 1.OD + 1.OH + 0.7E ,/ 0.860 Bearing Pressure 2500 psf 2149 psf 1.OD + 1.01- + 1.OH + 0.7E ,/ 0.330 Bearing Eccentricity 5.94 in 18 in 1.OD + 1.01- + 1.OH + 0.7E ----- Toe Checks ----- v/ 0.294 Shear 4.68 k/ft 1.38 k/ft 1.2D + 1.61- + 1.6H 0.274 Moment 4.1 ft-k/ft 1.12 ft-k/ft 1.2D + 1.61- + 1.6H 0.143 Min Strain 0.0279 0.0040 1.2D + 1.61- + 1.6H V/ 0.000 Min Steel 0.02 in' 0 in' 1.2D + 1.61- + 1.6H 0.571 Development 21 in 12 in 1.2D + 1.61- + 1.6H 1.000 S&T Max Spacing 18 in 18 in 1.213 + 1.61- + 1.6H 0.648 S&T Min Rho 0.0028 0.0018 1.2D + 1.61- + 1.6H ----- Heel Checks ----- ,/ 0.278 Shear 5.67 k/ft 1.58 k/ft 1.41) ,/ 0.203 Moment 5 ft-k/ft 1.01 ft-k/ft 1.21) + 1.61- + 1.6H ,/ 0.116 Min Strain 0.0344 0.0040 1.2D + 1.61- + 1.6H ,/ 0.000 Min Steel 0.02 in' 0 in' 1.2D + 1.61- + 1.6H ,/ 0.750 Development 16 in 12 in 1.2D + 1.61- + 1.6H ,/ 1.000 S&T Max Spacing 18 in 18 in 1.2D + 1.61- + 1.6H ,/ 0.648 S&T Min Rho 0.0028 0.0018 1.2D + 1.61- + 1.6H ----- Stem Checks ----- ,/ 0.557 Moment 3.2 ft-k/ft 1.78 ft-k/ft 1.2D + 0.51- + 1.6H + 1.0E ,/ 0.255 Shear 3.7 k/ft 0.94 k/ft 1.2D + 0.51- + 1.6H + 1.0E ,/ 0.187 Max Steel 0.0214 0.0040 1.2D + 1.61- + 1.6H ,/ 0.350 Min Steel 0.02 in'/in 0.01 in'/in 1.2D + 0.51- + 1.6H + 1.0E % 1.200 Base Development 5 in 6 in 1.21) + 1.61- + 1.6H ,/ 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.61- + 1.6H ,/ 1.000 Horz Bar Spacing 18 in 18 in 1.21) + 1.61- + 1.6H Criteria Use basic criteria from common proje...Yes Building Code IBC 2018 Concrete Load Combs IBC 2018 (Strength) Masonry Load Combs ASCE 7-16 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combin... No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bott... No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.00 Required F.S. for Sliding 1.00 Has Different Safety Factors for Seis... Yes Seismic F.S. for OT 0.75 Seismic F.S. for Sliding 0.75 Allowable Bearing Pressure 2500 psf Req'd Bearing Location Over footing Wall Friction Angle 30° Friction Coefficent 0.40 Soil Reaction Modulus 362880 Ib/ft3 QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 1 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall Imml esl ence SMITH COMPANY STRUCTURAL ENC. Structural Calculations 3/25/2022 Page 50 of 76 DL=0.6 k/ft, LL=0.83 k/ft Loading Options/Assumptions Passive pressure neglects top 2 ft of soil. y = 125 Ib/ft' YEFP = 35 Ib/ft' -14.1 psf ' N vi t y = 125 Ib/ft' YEFP = 225 Ib/ft' Load Combinations IBC 2018 (Strength) 1.21D + 1.61- + 1.61-1 1.2D + 1.61- + 0.91-1 1.2D+0.51-+1.61-1+1.OE 1.2D + 0.51- + 1.61-1 1.2D+0.51-+0.91-1+1.OE 1.2D+0.51-+0.9H 1.2D+1.6H+1.0E 1.2D + 1.61-1 1.2D+0.91-1+1.0E 1.2D + 0.91-1 0.9D+1.61-1+1.OE 0.9D + 1.61-1 0.9D+0.91-1+1.0E 0.9D + 0.91-1 1.4D Strength Check Results Summary Load Combination Stem Stem Stem Stem Stem Stem Stem Stem Stem M-applied M-allow V-applied V-allow Min. Id Actual Id Min. strain Actual strain Min. steel (ft•klft) (ft•klft) (klft) (klft) (in) (in) (in'lin) 1.21D + 1.61- + 1.61-1 1.32 3.2 0.76 3.7 6 5 0.0040 0.0214 0 1.21D + 1.61- + 0.91-1 0.74 3.2 0.43 3.7 6 5 0.0040 0.0214 0 1.213+0.51-+1.61-1+1.OE 1.78 3.2 0.94 3.7 6 5 0.0040 1.#INF 0.01 1.21D + 0.51- + 1.61-1 1.32 3.2 0.76 3.7 6 5 0.0040 0.0214 0 1.21D+0.51L+0.91-1+1.OE 1.2 3.2 0.61 3.7 6 5 0.0040 1.#INF 0.01 1.2D + 0.51- + 0.91-1 0.74 3.2 0.43 3.7 6 5 0.0040 0.0214 0 1.21D + 1.61-1 + 1.0E 1.78 3.2 0.94 3.7 6 5 0.0040 1.#INF 0.01 1.21D + 1.61-1 1.32 3.2 0.76 3.7 6 5 0.0040 0.0214 0 1.21D + 0.91-1 + 1.0E 1.2 3.2 0.61 3.7 6 5 0.0040 1.#INF 0.01 1.21D + 0.91-1 0.74 3.2 0.43 3.7 6 5 0.0040 0.0214 0 OAD + 1.61-1 + 1.0E 1.78 3.2 0.94 3.7 6 5 0.0040 1.#INF 0.01 0.91D + 1.61-1 1.32 3.2 0.76 3.7 6 5 0.0040 0.0214 0 0.91D + 0.91-1 + 1.0E 1.2 3.2 0.61 3.7 6 5 0.0040 1.#INF 0.01 0.91D + 0.91-1 0.74 3.2 0.43 3.7 6 5 0.0040 0.0214 0 1.41D 0 0 0 0 6 5 0.0040 0.0214 0 Load Combination Stem Heel Heel Heel Heel Toe Toe Toe Toe Actual steel M-applied M-allow V-applied V-allow M-applied M-allow V-applied V-allow (in'/in) (ft•klft) (ft•klft) (klft) (klft) (ft•klft) (ft•klft) (klft) (klft) 1.21D + 1.61- + 1.61-1 0.02 1.01 5 1.35 5.67 1.12 4.1 1.38 4.68 1.21D + 1.61- + 0.91-1 0.02 1.01 5 1.35 5.67 1.12 4.1 1.38 4.68 1.2D + 0.51- + 1.61-1 + 1.0E 0.02 1.01 5 1.35 5.67 0.85 4.1 1.05 4.68 1.21D + 0.51- + 1.61-1 0.02 1.01 5 1.35 5.67 0.85 4.1 1.05 4.68 1.21D + 0.51- + 0.91-1 + 1.0E 0.02 1.01 5 1.35 5.67 0.85 4.1 1.05 4.68 1.21D + 0.51- + 0.91-1 0.02 1.01 5 1.35 5.67 0.85 4.1 1.05 4.68 1.21D + 1.61-1 + 1.0E 0.02 1.01 5 1.35 5.67 0.73 4.1 0.9 4.68 1.2D + 1.61-1 0.02 1.01 5 1.35 5.67 0.73 4.1 0.9 4.68 1.2D + 0.91-1 + 1.0E 0.02 1.01 5 1.35 5.67 0.73 4.1 0.9 4.68 1.21D + 0.91-1 0.02 1.01 5 1.35 5.67 0.73 4.1 0.9 4.68 0.913 + 1.61-1 + 1.0E 0.02 0.76 5 1.01 5.67 0.55 4.1 0.67 4.68 0.91D + 1.61-1 0.02 0.76 5 1.01 5.67 0.55 4.1 0.67 4.68 0.91D + 0.91-1 + 1.0E 0.02 0.76 5 1.01 5.67 0.55 4.1 0.67 4.68 OAD + 0.91-1 0.02 0.76 5 1.01 5.67 0.55 4.1 0.67 4.68 1.41D 0.02 1.18 5 1.58 5.67 0.85 4.1 1.05 4.68 Stability Check Results Summary Load Combination Overturning Resisting Overturning Overturning Overturning Sliding Resisting Sliding Moment Moment F.S. F.S. Req'd F.S. Req'd Seismic Force Force F.S. (ft•klft) (ft•klft) (Iblin) (Iblin) 1.01D + 1.01- + 1.01-1 + 0.7E 1.18 3.98 3.365 1.000 0.750 50.34 110.3 2.192 1.01D + 1.01- + 1.01-1 1.18 3.98 3.365 1.000 0.750 50.34 110.3 2.192 1.01D + 1.01-1 + 0.7E 1.18 3.98 3.365 1.000 0.750 50.34 82.65 1.642 1.01D + 1.01-1 1.18 3.98 3.365 1.000 0.750 50.34 82.65 1.642 Load Combination Sliding Sliding Bearing Pressure Bearing Pressure Bearing Eccentricity Bearing Eccentricity Wall Top Actual F.S. Req'd F.S. Req'd Seismic Actual Allowable Actual Allowable Deflection (psf) (psf) (in) (in) (in) 1.01D + 1.01- + 1.OH + 0.7E 1.000 0.750 2149 2500 5.94 18 0.16 1.01D + 1.01- + 1.OH 1.000 0.750 2149 2500 5.94 18 0.16 1.OD + 1.01-1 + 0.7E 1.000 0.750 1599 2500 5.94 18 0.16 1.01D + 1.01-1 1.000 0.750 1599 2500 5.94 18 0.16 QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 2 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 51 of 76 Bacljll Pressure y = 125 lb/ft' � YEFP = 35 lb/ft' o ro x OD � N � TTj Lateral Earth Pressure Equivalent Fluid Pressure 6h = H 7fluid = (5.88 ft) (35 lb / ft3) = 205.6 psf Lateral Earth Pressure (stem only) ah = H Yfluid = (5.21 ft) (35 lb / ft3) = 182.3 psf cq Lo -205.63 psf 182.29 psf cq Lo 50.34 lb/in a 39.56 Win QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 3 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 52 of 76 Passive Pressure y = 125 Ib/ft' 7EFP = 225 Ib/ft' 112.5 psf Lateral Earth Pressure Equivalent Fluid Pressure 6h = H Mid = (- 0.5 ft) (225 lb / ft') _ - 112.5 psf Manually Specified Lateral Stem Pressure -34.1 psf 2.34 133.5 Ib/ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 4 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall Imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 53 of 76 Wall/Soil Weights 35.7 lb/in 7 8. 8T/in 1 /n Bearing Pressure e= . 4in 108 Ib/in- 10.0 f 2149 psf 269.9 lb/in Friction F = µ R = (0.40) (269.9 lb / in) = 108 lb / in Bearing Pressure Calculation Contributing Forces Vert Force offset Horz Force offset OT Moment Backfill Pressure -0 Win -50.34 Win 1.96 ft 14195 in-lb/ft Manual Lateral Pressure -0 Win - -15.29 Win 3.19 ft 7023 in-lb/ft Axial Dead Load -50 Win 1.25 ft 0 lb/in - -9000 in-lb/ft Axial Live Load -69.17 Win 1.25 ft 0 lb/in -12450 in-lb/ft Footing Weight -25 lb/in 1.5 ft 0 Win -5400 in-lb/ft Stem Weight -35.71 Win 1.25 ft 0 Win -6427.5 in-lb/ft Backfill Weight -81.38 lb/in 2.25 ft 0 lb/in -26367.19 in-lb/ft Soil over toe Weight -8.68 lb/in 0.5 ft 0 Win -625 in-lb/ft -269.94 lb/in -39052.36 in-lb/ft -39052.36in-lb/ft = 1ft - 269.94 lb / in QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 5 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall Imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 54 of 76 Stabilitv Checks F1.0D + 1.OL + 1.OH + 0. - Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 50.34 Ib/in 1.96 ft 14195 in-lb/ft Manual lateral pressure 10.7 lb/in 3.19 ft 4916 in-lb/ft Total: 19110 in-lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 2.34 Win -0.17 ft -56.25 in-lb/ft Axial dead load -50 lb/in 1.25 ft 9000 in-lb/ft Footing Weight -25 lb/in 1.5 ft 5400 in-lb/ft Stem Weight -35.71 Ib/in 1.25 ft 6427 in-lb/ft Backfill Weight -81.38 Win 2.25 ft 26367 in-lb/ft Soil over toe Weight -8.68 lb/in 0.5 ft 625 in-lb/ft Total: 47763 in-lb/ft Without seismic loads: F.S. = RM = 47763 imlb / ft = 3.365 > 1.00 (OK)OTM OTM 14195 in -lb / ft Including seismic loads: F.S. = RM = 47763 in -lb / ft = 2.499 > 0.75 (OK) OTM 19110 in•Ib / ft Bearing Capacity Check Bearing pressure < allowable (2149 psf < 2500 psf) - OK Bearing resultant eccentricity < allowable (5.94 in < 18 in) - OK ra> » rr _ n:.._ i /IILLL LV�/ LLJ�/LL[LG//LG/LL (based on unfactored service loads) Deflection due to stem flexural displacement 0.021 in Deflection due to rotation from settlement 0.135 in Total deflection at top of wall (positive towards toe) 0.156 in - Sliding Check Sliding Force(s) Backfill pressure 50.34 Win Manual lateral pressure 10.7 Win Total: 61.04 Win Resisting Force(s) Passive pressure @ toe 2.34 lb/in Friction 108 lb/in Total: 110.3 Win Without seismic loads: F.S. = RF = 110.3 Ib / in SF 50.34 lb / in = 2 192 > 1.00 (OK) Including seismic loads: F.S. = RF = 110.3 Ib / in SF 61.04 lb / in = 1.807 > 0.75 (OK) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 6 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall Imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 55 of 76 Stabilitv Checks F1.0D + 1.OH + 0. - Overturning Check Overturning Moments Force Distance Moment Backfill pressure (horz) 50.34 Ib/in 1.96 ft 14195 in-lb/ft Manual lateral pressure 10.7 lb/in 3.19 ft 4916 in-lb/ft Total: 19110 in-lb/ft Resisting Moments Force Distance Moment Passive pressure @ toe 2.34 Win -0.17 ft -56.25 in-lb/ft Axial dead load -50 lb/in 1.25 ft 9000 in-lb/ft Footing Weight -25 lb/in 1.5 ft 5400 in-lb/ft Stem Weight -35.71 Ib/in 1.25 ft 6427 in-lb/ft Backfill Weight -81.38 Win 2.25 ft 26367 in-lb/ft Soil over toe Weight -8.68 lb/in 0.5 ft 625 in-lb/ft Total: 47763 in-lb/ft Without seismic loads: F.S. = RM = 47763 imlb / ft = 3.365 > 1.00 (OK)OTM OTM 14195 in -lb / ft Including seismic loads: F.S. = RM = 47763 in -lb / ft = 2.499 > 0.75 (OK) OTM 19110 in•Ib / ft Bearing Capacity Check Bearing pressure < allowable (1599 psf < 2500 psf) - OK Bearing resultant eccentricity < allowable (5.94 in < 18 in) - OK ra> » rr _ n:.._ i /IILLL LV�/ LLJ�/LL[LG//LG/LL (based on unfactored service loads) Deflection due to stem flexural displacement 0.021 in Deflection due to rotation from settlement 0.135 in Total deflection at top of wall (positive towards toe) 0.156 in - Sliding Check Sliding Force(s) Backfill pressure 50.34 Win Manual lateral pressure 10.7 Win Total: 61.04 Win Resisting Force(s) Passive pressure @ toe 2.34 lb/in Friction 80.31 lb/in Total: 82.65 Win Without seismic loads: F.S. = RF = 82.65 lb / in SF 50.34 lb / in = 1.642 > 1.00 (OK) Including seismic loads: F.S. = RF = 82.65 lb / in SF 61.04 lb / in = 1.354 > 0.75 (OK) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 7 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC. Structural Calculations 3/25/2022 Page 56 of 76 Stem Flexural - Capacity (ACI 318-14 11.5.2.2, �22.3, �22.2) @ 0 ft from base a = As ff _ (0.02 in' / in) (60000 psi) = 0.39 in 0.85 F, 0.85 (3000 psi) �Mn = � As fy (d - a / 2) = (0.90) (0.02 in2 / in) (60000 psi) [(3.75 in) - (0.39 in) / 2] = 3.2 ft-k / ft Capacity (ACI 318-14 11.5.2.2, »22.3. »22.2) @ 4.62 ft from base _ A f (0.02 in2 / in) (60000 psi) a 0.85 . 0.85 (3000 psi) = 0.39 in OMn = 0 As fy (d - a / 2) = (0.90) (0.02 in2 / in) (60000 psi) [(3.75 in) - (0.39 in) / 2] = 3.2 ft-k / ft Capacity (ACI 318-14 11.5.2.2, �22.3, �22.2) @ 5.71 ft from base a = As f = (0 in2 / in) (60000 psi) = 0 in 0.85 F, 0.85 (3000 psi) �Mn = � As fy (d - a / 2) = (0.90) (0 in2 / in) (60000 psi) [(3.75 in) - (0 in) / 2] = 0 ft-k / ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 8 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC. Structural Calculations 3/25/2022 Page 57 of 76 Shear (k/ft) Shear Capacity (ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 0 ft from base = 1.0 (normal weight concrete) Vc = 2 X VF c d = 2 (1.0) 3000 psi (3.75 in) = 4.93 k / ft �V = � Vc _ (0.750) (4.93 k / ft) = 3.7 k / ft Shear Capacity_(ACI 318-14 11.5.5.1, 22.5.1.1, 22.5.5.1) @ 5.71 ft from base a = 1.0 (normal weight concrete) Vc = 2 X Pc d = 2 (1.0) 3000 psi (3.75 in) = 4.93 k / ft �V = � Vc _ (0.750) (4.93 k / ft) = 3.7 k / ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 9 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC Structural Calculations 3/25/2022 Page 58 of 76 Stem Develoament/Laa Lenath Calculations Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) We = 1.0 (uncoated hooked bars) yrc = 0.70 (based on side cover and extension cover) Wr = 1.0 (no confining reinforcement) k = 1.0 (normal weight concrete) Idh = fy WP W�r. Wr db = (60000 psi) (1.0) (0.70) (1.0)l (0.5 in) = 7.67 in 50 ), 9F c 50 (1.0) 3000. J 8 db = 8 (0.5 in) = 4.0 (minimum limit, does not control) Main vertical stem bars (top end) - Development Lenath Calculation (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.3) yrt = 1.0 (bars are not horizontal) We = 1.0 (bar not epoxy coated) yrs = 0.80 (bars are #6 or smaller) a = 1.0 (normal weight concrete) s/2 = (12in)/2 = 6in cover + db / 2 = (2 in) + (0.5 in) / 2 = 2.25 in cb = 2.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) ch + Kt r = (2.25 in) + (0.0) = 4.50 db (0.5 in) Id = 3. fy__ Wt WP Wcl db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in F c 40 2.5 J L40 (1.0) 3000 psi 2.5 J QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 10 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 59 of 76 Toe Checks f1.2D + 1.6L + 1.6 Controlling Moment Design moment Mu for toe need not exceed moment at stem base: Mtoe = 1.12 ft•k / ft < Mstem = 1.32 ft•k / ft M = 1.12 ft•k / ft (stem moment does not control) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) As f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in �Mn = As fy (d - a / 2) _ (0.90) (0.02 inz / in) (60000 psi) [(4.75 in) - (0.39 in) / 2] = 4.1 ft. k / ft �Mn = 4.1 ft•k/ft >_ MU = 1.12ft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, >22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vc = 2), VF c d = 2 (1.0) 3000 psi (4.75 in) = 6.24 k / ft $Vn = O Vc = (0.750) (6.24 k / ft) = 4.68 k / ft OVn = 4.68k/ft >_ V = 1.38k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) AS f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'o 0.85 (3000 psi) = 0.39 in et = 0.003 (a d - 1) = 0.003 [(0.39 n)5 in)850) 11 = 0.0279 at = 0.0279 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) OMn = 4.1 ft- k/ft >_ (4/3)Mu = [4/31(1.12ft- k/ft) = 1.5ft- k/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) __ 0.0018 (60000) = 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (1.12 ft k / ft) = 0.2739 (ratio to represent excess reinforcement) (4.1 $Mn ft•k / ft) 1pt = 1.0 (12 inches or less cast below - 3.00 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (3 in) + (0.5 in) / 2 = 3.25 in cb = 3.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) cb + Kt r = (3.25 in) + (0.0) = 6.50 db (0.5 in) Id = / 3. � lilt W. y., db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'5 J Factoring Id by the excess reinforcement ratio (0.2739) per 25.4.10: Id = 3.6 in 12 inch minimum controls Id_prov = 21 in >_ Id = 12 in ✓ Toe Unfactored Loads 104.2 psf (Soil) 1100psf(Self-wt)viiiiiii #4@12in co 2149 psf 1436 psf Toe Factored Loads 1.2D + 1.6L + 1.61-1 125 psf (Soil) I k/ft 120 psf (Self-wt) #4@12in 2800 psf 1871 psf QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 11 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 60 of 76 Heel Checks 11.21D + 1.6L + 1.6H1 Controlling Moment Design moment Mu for heel need not exceed moment at stem base: Mheel = 1.01 ft•k / ft < Mstem = 1.32 ft•k / ft M = 1.01 ft•k / ft (stem moment does not control) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, u22.3, »22.2, 7.5.1.1a) _ A f (0.02 inz / in) (60000 psi) a 0.8 c 0.85 (3000 psi) = 0.39 in �Mn = � As fy (d - a / 2) _ (0.90) (0.02 inz / in) (60000 psi) [(5.75 in) - (0.39 in)/2] = 5 ftk / ft �Mn = 5ft•k/ft >_ Mc = 1.01 ft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, » 22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vo = 2 x c d = 2 (1.0) 3000 psi (5.75 in) = 7.56 k / ft OVn = O Vc = (0.750) (7.56 k / ft) = 5.67 k / ft OVn = 5.67k/ft >_ Vu = 1.35k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) As f (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in et = 0.003 (a d - 1) = 0.003 [(0.39 n)5 in)850) 11 = 0.0344 at = 0.0344 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) OMn = 5ft•k/ft >_ (4/3)M❑ _ [4/31(1.01ft•k/ft) = 1.35ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) _ 0.0018 (60000) - 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (1.01 ft k / ft) = 0.2028 (ratio to represent excess reinforcement) (5 ft $Mn k / ft) 1pt = 1.0 (12 inches or less cast below - 5.50 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (2 in) + (0.5 in) / 2 = 2.25 in cb = 2.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) ch + Kt r - (2.25 in) + (0.0) = 4.50 db (0.5 in) Id = / 3. lilt W. y., db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'S J Factoring Id by the excess reinforcement ratio (0.2028) per 25.4.10: Id = 2.67 in 12 inch minimum controls ld_prov = 16 in >_ Id = 12 in ✓ Unfactored Loads J 651 psf (Soil weight) 10 psf (Concrete se #4@12in (neglect bearing pressure) Heel Factored Loads 1.2D + 1.6L + 1.61-1 781.3 psf J 781.3 psf (Soil wei 12 psf (Concrete #4@12in (neglect bearing pressure) 1.35 k/ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 12 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 61 of 76 Stem Forces [1.2D + 1.6L + 1.6H] F— Stem Internal Forces i F- Stem Internal Forces F- Stem Internal Forces 5.71 Moment 4.2 3.5 2.8 2.1 1.4 0.71 - .4 -1.05 -0.7 -0.35 0 Moment (ft-k/ft) Location Force @ stem base 0.76 k/ft -291.67 psf 5.71r 3.5 - - - 2.1 i - - -F 1.4 -- --- ).71 --r----r -- n19 n1a nI Shear (k/ft) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 13 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 62 of 76 Stem Moment Checks 11.2D + 1.6L + 1.6H1 5.71 -------- -- ---- 5.14 ---------------------- 4.57 i -- - + - -- -)--0.57 4 3.43 - - - - - 2.86 Offset (ft) -2.29 1.71 1.14 Moment (ft-k/ft) Check (ACI 318-14 11.5.5.1b) @ 0 ft from base OMn = 3.2ft-k /ft >- MU = 1.32ft-k /ft ✓ Check (ACI 318-14 11.5.5.1b) @ 4.62 ft from base �Mn = 3.2ft•k/ft >- Me = Oft•k/ft ✓ Check (ACI 318-14 11.5.5.1b) @ 4.67 ft from base �Mn = 3.03 ft-k / ft >- Me = 0 ft-k / ft ✓ QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 14 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 63 of 76 Shear (k/ft) Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Wn = 3.7k/ft >_ Vc = 0.76k/ft✓ QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 15 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC Structural Calculations 3/25/2022 Page 64 of 76 Stem Miscellaneous Checks [1.2D + 1.61- + 1.6 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base rStem in negative flexure] OMn = 3.2ft•k/ft >_ (4/3)M = [4/3](1.32ft•k/ft) = 1.76ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Minimum Steel Check (ACI 318-14 9.6.1) @ 5.71 ft from base [Stem in negative flexure] �Mn = 0ft-k/ft >_ (4/3)Mu _ [4/3](Oft-k/ft) = 0ft-k/ft Check is waived per ACI 9.6.1.3 ✓ Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] pt = 0.850 (F'c < 4000 psi) a = As fvfv = 0.85 Pc (0.02 in2 / in) (60000 psi) = 0.39 in 0.85 (3000 psi) st = 0.003 la dp, - 1) = 0.003 [(0.39 n)5 in)850) - 1 ] = 0.0214 ct = 0.0214 >_ 0.004 ✓ Maximum Steel Check (ACI 318-14 9.3.3.1) @ 5.71 ft from base rStem in negative flexure] pt = 0.850 (F'c < 4000 psi) _ A f a 0.85Vc (0.02 in2 / in) (60000 psi) 0.85 (3000 psi) = 0.39 in st = 0.003 dp, in)850) 1 ] = 0.0214 - 1) = 0.003 [(0.39 `a n)5 £t = 0.0214 >_ 0.004 ✓ Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) Pt = A,_horz / shorz = (0.2 in2) / (18 in) = 0.0019 t (6 in) Pt min = 0.0020 (bars No. 5 or less, not less than 60 ksi) Pt = 0.0019 < Pt min = 0.0020 X 3h = 3(6in) = 18 in shorz = 18 in <_ short max = 18 in ✓ Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Mu (1.32 ft•k / ft) = 0.4123 (ratio to represent excess reinforcement; �Mn (3.2 ft•k / ft) We = 1.0 (uncoated hooked bars) We = 0.70 (based on side cover and extension cover) Wr = 1.0 (no confining reinforcement) X = 1.0 (normal weight concrete) Idh = Cfv We W�e Tr l db = r(60000 psi) (1.0) (0.70) (1.0)l (0.5 in) = 7.67 in 50 � 9r c J L 50 (1.0) 3000 psi J Factoring Idh by the excess reinforcement ratio (0.4123) per 25.4.10: Idh = 3.16 in 8 db = 8 (0.5 in) = 4.0 (minimum limit, does not control) 6 inch minimum controls ldh_prov = 5 in < Idh = 6 in X QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 16 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 65 of 76 Toe Checks 11.2D + 0.5L + 1.6H + 1.0 Controlling Moment Design moment Mu for toe need not exceed moment at stem base: Mtoe = 0.85 ft•k / ft < Mstem = 1.78 ft•k / ft M = 0.85 ft•k / ft (stem moment does not control) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) _ A f (0.02 inz / in) (60000 psi) a 0.8 c 0.85 (3000 psi) = 0.39 in �Mn = As fy (d - a / 2) = (0.90) (0.02 inz / in) (60000 psi) [(4.75 in) - (0.39 in) / 2] = 4.1 ft. k / ft �Mn = 4.1 ft•k/ft >_ MU = 0.85ft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, >22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vc = 2), VF c d = 2 (1.0) 3000 psi (4.75 in) = 6.24 k / ft $Vn = O Vc = (0.750) (6.24 k / ft) = 4.68 k / ft OVn = 4.68k/ft >_ V = 1.05k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) As f (0.02 inz / in) (60000 psi) a _ 0.85 F'o 0.85 (3000 psi) = 0.39 in et = 0.003 (a d - 1) = 0.003 [(0.39 n)5 in)850) 11 = 0.0279 at = 0.0279 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) OMn = 4.1 ft•k/ft >_ (4/3)Mu = [4/3](0.85ft•k/ft) = 1.14ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) __ 0.0018 (60000) _ 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (0.85 ft k / ft) = 0.2081 (ratio to represent excess reinforcement) (4.1 $Mn ft•k / ft) 1pt = 1.0 (12 inches or less cast below - 3.00 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (3 in) + (0.5 in) / 2 = 3.25 in cb = 3.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) cb + Kt r - (3.25 in) + (0.0) = 6.50 db (0.5 in) Id = / 3. � lilt W. y., db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'5 J Factoring Id by the excess reinforcement ratio (0.2081) per 25.4.10: Id = 2.74 in 12 inch minimum controls Id_prov = 21 in >_ Id = 12 in ✓ Toe Unfactored Loads 104.2 psf (Soil) 1100psf(Self-wt)viiiiiii I#4@12in co 2149 psf 1436 psf Toe Factored Loads 1.21D + 0.51- + 1.61-1 + 1.0E 125 psf (Soil) v k/ft 120 psf (Self-wt) #4@12in 2194 psr1 -1466 psf psf 2194 psf QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 17 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 66 of 76 Heel Checks 11.21D + 0.51L + 1.6H + 1.OE1 Controlling Moment Design moment Mu for heel need not exceed moment at stem base: Mheel = 1.01 ft•k / ft < Mstem = 1.78 ft•k / ft M = 1.01 ft•k / ft (stem moment does not control) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, u22.3, »22.2, 7.5.1.1a) _ A f (0.02 inz / in) (60000 psi) a 0.8 c 0.85 (3000 psi) = 0.39 in �Mn = � As fy (d - a / 2) = (0.90) (0.02 inz / in) (60000 psi) [(5.75 in) - (0.39 in)/2] = 5 ftk / ft �Mn = 5ft•k/ft >_ Mc = 1.01 ft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, » 22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vo = 2 x c d = 2 (1.0) 3000 psi (5.75 in) = 7.56 k / ft OVn = O Vc = (0.750) (7.56 k / ft) = 5.67 k / ft OVn = 5.67k/ft >_ Vu = 1.35k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) AS f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'o 0.85 (3000 psi) = 0.39 in in et = 0.003 (a tlp1 - 1) = 0.003 [(0.39 n)5 (0)850) - 1 ] = 0.0344 at = 0.0344 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) OMn = 5ft•k/ft >_ (4/3)M❑ = [4/31(1.01ft•k/ft) = 1.35ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) _ 0.0018 (60000) - 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (1.01 ft k / ft) = 0.2028 (ratio to represent excess reinforcement) (5 ft $Mn k / ft) 1pt = 1.0 (12 inches or less cast below - 5.50 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (2 in) + (0.5 in) / 2 = 2.25 in cb = 2.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) ch + Kt r - (2.25 in) + (0.0) = 4.50 db (0.5 in) Id = / 3. lilt W. y., db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'S J Factoring Id by the excess reinforcement ratio (0.2028) per 25.4.10: Id = 2.67 in 12 inch minimum controls ld_prov = 16 in >_ Id = 12 in ✓ Unfactored Loads J 651 psf (Soil weight) 10 psf (Concrete se #4@12in (neglect bearing pressure) Heel Factored Loads 1.21D + 0.51- + 1.61-1 + 1.0E J 781.3 psf (Soil wei 12 psf (Concrete #4@12in (neglect bearing pressure) 1.35 k/ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 18 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 67 of 76 Stem Forces [1.2D + 0.5L + 1.6H + 1.0E] 5.71 Moment 4.2 3.5 2.8 2.1 1.4 ----- 0.71 - .8 -1.3 -0.8 -0.3 02 Moment (ft-k/ft) Location Force @ stem base 0.94 k/ft -34.1 psf -291.67 psf Stem Internal Forces 5.71 1.4 -- --- ).71--r----r- n�F nF Shear (k/ft) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 19 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 68 of 76 Stem Moment Checks 11.2D + 0.5L + 1.6H + 1. 5.71 ------ ----------- -- 5.14 i i -----L---L-------- -- 4.57 - -- 4 3.43 - 2.86 Offset(ft) 2.29 - - 1.71 1.14 ---- 0.57 Moment (ft-k/ft) Check (ACI 318-14 11.5.5.1b) @ 0 ft from base OMn = 3.2ft•k/ft >_ MU = 1.78ft•k/ft ✓ QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 20 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 69 of 76 Stem Shear Checks r1.2D + 0.5L + 1.6H + 1.0 5.71 ---------- - 5.14 ---------- --- ---- -- 4.57 -- - - 4 3.43 - - - 2.86 Offset (ft) ---------- -- ---- -- 2.29 1.71 1.14 - - 0.57 JJ Shear (k/ft) Shear Check (ACI 318-14 11.5.5.1c) @ 0 ft from base Wn = 3.7k/ft >_ Vc = 0.94k/ft✓ Shear Check (ACI 318-14 11.5.5.1c) @ 5.71 ft from base Wn = 3.7k/ft >_ V = 0.01 k/ft✓ QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 21 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC Structural Calculations 3/25/2022 Page 70 of 76 Stem Miscellaneous Checks [1.2D + O.SL + 1.61-1 + 1.0 Minimum Steel Check (ACI 318-14 9.6.1) 6a1 0 ft from base rStem in negative flexure] OMn = 3.2ft•k/ft >_ (4/3)Ma = [4/3](1.78ft•k/ft) = 2.38ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Minimum Steel Check (ACI 318-14 9.6.1) Cal 5.71 ft from base [Stem in positive flexure] �Mn = 0 ft-k / ft < (4 / 3) Ma = [4 / 3] (0.03 ft-k / ft) = 0.04 ft-k / ft A 3 d _ 3 3000 si (1.75 in) = 0 in' / in s_min _ - F' fy (60000 psi) 200 d / fy = 200 (1.75 in) / (60000 psi) = 0.01 in' / in As min = 0.01 in' / in As = 0 inz / in < As min = 0.01 inz / in X Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base rStem in negative flexurel pt = 0.850 (F'c < 4000 psi) As f (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in Et = 0.003 (a dp, - 1) = 0.003 [(0.39 n)5 in)850) 11 = 0.0214 Et = 0.0214 >_ 0.004 ✓ Maximum Steel Check (ACI 318-14 9.3.3.1) Cal 5.71 ft from base [Stem in positive flexurel pt = 0.850 (F'a < 4000 psi) _ As fy (0 inz / in) (60000 psi) a 0.85 F'a 0.85 (3000 psi) = 0 in Et = 0.003 `a dp, - 1) = 0.003 [(0 in) / (0.) -1] = INF Et = INF >_ 0.004 ✓ Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) Pt = A,_horz / shorz = (0.2 inz) / (18 in) = 0.0019 t (6 in) Pt min = 0.0020 (bars No. 5 or less, not less than 60 ksi) Pt = 0.0019 < Pt min = 0.0020 X 3h = 3(6in) = 18 in Shorz = 18 in <_ short max = 18 in ✓ Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) M„ (1.78 ft k / ft) = 0.5570 (ratio to represent excess reinforcement) $Mn (3.2 ft•k / ft) We = 1.0 (uncoated hooked bars) We = 0.70 (based on side cover and extension cover) Wr = 1.0 (no confining reinforcement) k = 1.0 (normal weight concrete) Idh = C fy we W� wr db = (60000 psi) (1.0) (0.70) (1.0)l (0.5 in) = 7.67 in 50 2, F'a 50 (1.0) 3000 psi J Factoring Idh by the excess reinforcement ratio (0.5570) per 25.4.10: Idh = 4.27 in 8 db = 8 (0.5 in) = 4.0 (minimum limit, does not control) 6 inch minimum controls Idh_prov = 5 in < Idh = 6 in X QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 22 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 71 of 76 Toe Checks [1.4D] r Toe Unfactored Loads Controlling Moment Design moment Mu for toe need not exceed moment at stem base: Mtoe = 0.85 ft•k / ft >_ Mstem = - 0 ft•k / ft M = - 0 ft•k / ft (stem base moment controls) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, »22.2, 7.5.1.1a) As f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in �Mn = As fy (d - a / 2) _ (0.90) (0.02 inz / in) (60000 psi) [(4.75 in) - (0.39 in) / 2] = 4.1 ft. k / ft �Mn = 4.1 ft•k/ft >_ MU =-0ft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, >22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vc = 2), VF c d = 2 (1.0) 3000 psi (4.75 in) = 6.24 k / ft $Vn = O Vc = (0.750) (6.24 k / ft) = 4.68 k / ft OVn = 4.68k/ft >_ Vu = 1.05k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) As f (0.02 inz / in) (60000 psi) a _ 0.85 F'o 0.85 (3000 psi) = 0.39 in Et = 0.003 (a d - 1) = 0.003 [(0.39 n)5 in)850) 11 = 0.0279 Et = 0.0279 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) OMn = 4.1 ft•k/ft >_ (4/3)Mu = [4/3](-0ft•k/ft) _-0ft•k/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) __ 0.0018 (60000) _ 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (- 0 ft-k / ft) _ _ 0.0 (ratio to represent excess reinforcement) $Mn (4.1 ftk / ft) Wt = 1.0 (12 inches or less cast below - 3.00 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (3 in) + (0.5 in) / 2 = 3.25 in cb = 3.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) cb + Kt r - (3.25 in) + (0.0) = 6.50 db (0.5 in) Id = 3. � Wt W. Wcl db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'5 J Factoring Id by the excess reinforcement ratio (- 0.0000) per 25.4.10: Id = - 0 in 12 inch minimum controls Id-prov = 21 in >_ Id = 12 in ✓ Unfactored Loads 104.2 psf (Soil) 1100psf(Self-wt)viiiiiii #4@12in co 2149 psf 1436 psf Toe Factored Loads - 1.4D 145.8 psf (Soil) i F k/ft 140 psf (Self-wt) #4@12in 2238 psr1 -1496 psf psf 2238 psf QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 23 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 72 of 76 Heel Checks [1.4D] r Heel Unfactored Loads Controlling Moment Design moment Mu for heel need not exceed moment at stem base: Mheel = 1.18 ft•k / ft >_ Mstem = - 0 ft•k / ft M = - 0 ft•k / ft (stem base moment controls) Flexure Check (ACI 318-14 13.3.2.1, 7.5.2.1, »22.3, w22.2, 7.5.1.1a) AS f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in �Mn = � As fy (d - a / 2) _ (0.90) (0.02 inz / in) (60000 psi) [(5.75 in) - (0.39 in)/2] = 5 ftk / ft �Mn = 5ft•k/ft >_ Mc =-Oft•k/ft ✓ Shear Check (ACI 318-14 13.3.2.1, 7.5.3.1, » 22.5.1, » 22.5.5, 7.5.1.1b) a = 1.0 (normal weight concrete) Vo = 2 x c d = 2 (1.0) 3000 psi (5.75 in) = 7.56 k / ft �Vn = � Vc = (0.750) (7.56 k / ft) = 5.67 k / ft �Vn = 5.67k/ft >_ Vu = 1.58k/ft✓ Minimum Strain Check (ACI 318-14 13.3.2.1, 7.3.3.1) pt = 0.850 (F'c < 4000 psi) AS f __ (0.02 inz / in) (60000 psi) a _ 0.85 F'c 0.85 (3000 psi) = 0.39 in in Et = 0.003 (a tlpt - 1) = 0.003 [(0.39 n)5 (0)850) - 1 ] = 0.0344 Et = 0.0344 >_ 0.004 ✓ Minimum Steel Check (ACI 318-14 13.3.2.1, 9.6.1) �Mn = 5ft•k/ft >_ (4/3)M❑ _ [4/3](-Oft•k/ft) _ -Oftk/ft Check is waived per ACI 9.6.1.3 ✓ Shrinkage and Temperature Steel (ACI 318-14 13.2.8.1, 7.6.4.1, 24.4.3.2, 24.4.3.3) = AST - (0.4 inz / in) = PST�rov 0.0028 t SST Fin) (18 in) PST_prov = SST - (0.4 inz / in) = 0.0028 SST (8 in) (18 in) 0.0018 (60000) _ 0.0018 (60000) - 0.0018 fy (60000 psi) PST -min = 0.0018 PST_prov = 0.0028 >_ PST -min = 0.0018 ✓ 18 inch limit governs SST max = 18 in SST = 18 in < SST -max = 18 in ✓ Development Check (ACI 318-14 13.2.8.1, 25.4.2.3, 25.4.10) M„ (- 0 ft-k / ft) _ _ 0.0 (ratio to represent excess reinforcement) $Mn (5ft•k/ft) Wt = 1.0 (12 inches or less cast below - 5.50 inches) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) k = 1.0 (normal weight concrete) s/2 = (12in) /2 = 6in cover + db / 2 = (2 in) + (0.5 in) / 2 = 2.25 in cb = 2.25 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) ch + Kt r - (2.25 in) + (0.0) = 4.50 db (0.5 in) Id = 3. � Wt W. Wcl db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (0.5 in) = 13.15 in 40 � F c 2.5 J L40 (1.0) 3000 psi 2'5 J Factoring Id by the excess reinforcement ratio (- 0.0000) per 25.4.10: Id = - 0 in 12 inch minimum controls ld_prov = 16 in >_ Id = 12 in ✓ Unfactored Loads J 651 psf (Soil weight) 10 psf (Concrete se #4@12in (neglect bearing pressure) Heel Factored Loads - 1.4D J 911.5 psf (Soil wei 14 psf (Concrete #4@12in (neglect bearing pressure) 1.58 k/ft QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 24 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 73 of 76 Stem Forces [1.4D] Stem Joint Force Transfer Location @ stem base Force 0 k/ft Stem Internal Forces - Shear QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD S... \Rimmer Garage Retaining Wall.rwd Page 25 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC 9 Structural Calculations 3/25/2022 Page 74 of 76 Moment (ft k/ft) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 26 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers Garage Wall imml cul Residence SMITH COMPANY STRUCTURAL ENC. 9 Structural Calculations 3/25/2022 Page 75 of 76 Shear (k/ft) QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 27 of 28 Thursday 03/24/22 1:12 PM Smith Company Structural Engineers GarageWall imml esi ence SMITH COMPANY STRUCTURAL ENC Structural Calculations 3/25/2022 Page 76 of 76 Stem Miscellaneous Checks 1`1 Minimum Steel Check (ACI 318-14 9.6.1) @ 0 ft from base rStem in negative flexure] OMn = 3.2ft•k/ft >_ (4/3)M = [4/3](Oft•k/ft) = Oft-k/ft Check is waived per ACI 9.6.1.3 ✓ Minimum Steel Check (ACI 318-14 9.6.1) @ 5.71 ft from base [Stem in negative flexure] �Mn = 0ft-k/ft >_ (4/3)Mu _ [4/3](Oft-k/ft) = 0ft-k/ft Check is waived per ACI 9.6.1.3 ✓ Maximum Steel Check (ACI 318-14 9.3.3.1) @ 0 ft from base [Stem in negative flexure] pt = 0.850 (F'c < 4000 psi) a = As fvfv = 0.85 Pc (0.02 in2 / in) (60000 psi) = 0.39 in 0.85 (3000 psi) st = 0.003 la dp, - 1) = 0.003 [(0.39 n)5 in)850) - 1 ] = 0.0214 ct = 0.0214 >_ 0.004 ✓ Maximum Steel Check (ACI 318-14 9.3.3.1) @ 5.71 ft from base rStem in negative flexure] pt = 0.850 (F'c < 4000 psi) _ A f a 0.85Vc (0.02 in2 / in) (60000 psi) 0.85 (3000 psi) = 0.39 in st = 0.003 dp, in)850) 1 ] = 0.0214 - 1) = 0.003 [(0.39 `a n)5 £t = 0.0214 >_ 0.004 ✓ Wall Horizontal Steel (ACI 318-14 11.6.1, 11.7.3) Pt = A,_horz / shorz = (0.2 in2) / (18 in) = 0.0019 t (6 in) Pt min = 0.0020 (bars No. 5 or less, not less than 60 ksi) Pt = 0.0019 < Pt min = 0.0020 X 3h = 3(6in) = 18 in shorz = 18 in <_ short max = 18 in ✓ Development Check (ACI 318-14 11.7.1.2, 25.4.2.3, 25.4.10) Mu __ (0 ft•k / ft) = 0.0 (ratio to represent excess reinforcement, �Mn (3.2 ft•k / ft) We = 1.0 (uncoated hooked bars) We = 0.70 (based on side cover and extension cover) Wr = 1.0 (no confining reinforcement) X = 1.0 (normal weight concrete) Idh = Cfv We W�e Tr l db = �(60000 psi) (1.0) (0.70) (1.0)l (0.5 in) = 7.67 in 50 � 9r c J 50 (1.0) 3000 psi J Factoring Idh by the excess reinforcement ratio (0.0000) per 25.4.10: Idh = 0 in 8 db = 8 (0.5 in) = 4.0 (minimum limit, does not control) 6 inch minimum controls Idh_prov = 5 in < Idh = 6 in X QuickRWall 5.0 (iesweb.com) S:\Projects\21-061 AD 5... \Rimmer Garage Retaining Wall.rwd Page 28 of 28 Thursday 03/24/22 1:12 PM