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REVIEWED BLD2023-0460+Structural_Calculations+4.12.2023_4.55.12_PM+3480119bulca ENGINEERING LLC RECEIVED Apr 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations for: Hill Residence 931 Carol Way, Edmonds, WA 98020 Client: 1-12D Architecture + Design Code: 2018 International Building Code Table of Contents - C1 - Design Criteria - L1 - L13 - Lateral Calculations - F1 - F36 - Framing Calculations - RET1-RET49 - Retaining Wall Calculations BLD2023-0460 NATlIATM=1kJ MYA CITY OF EDMONDS Scope: Single Family Residence Remodel and Addition March 31, 2023 Buker Engineering, Ilc PO Box 55124 Seattle, WA 98155 Ph: 206.258.6333 Seismic Design Loads (ASCE 7-16) for a Wood Framed Structure RISK CATEGORY II OCCUPANCY CAT. II Table 1.5-1 IMP. FACTOR 1 Table 1.5-2 SITE CLASS D Table 20.3-1 R = 6.5 Table 12.2-1 Ss = 1.289 Sf = 0.454 Fa = 1.20 Table 11.4-1 F = 1.80 Table 11.4-2 SDS= 1.031 SDI= 0.545 CsuLT= 0.159 Eqn. 12.8-2 C8ASD= 0.113 Vertical Design Loads Criteria ASCE 7-16 IBC 2018 Dead Loads Roof (Composit) 2.5 psf 1/2" Ply 1.5 psf Rafter/Truss 2 psf Insulation 1 psf 5/8" GWB 3.1 psf Misc./Mech. 2 psf 12.1 psf Use 15 psf Live Loads Snow 25 psf floor 40 psf Soil Bearing Flooring Sheathing Joist 5/8" GWB Misc. Mech Use SEISMIC DESIGN CATEGORY D To = 0.11 Ts = 0.53 TL = 6 Fig 22-14 T = 0.21 Seismic Dead Load: 15 PST Roof 15 PST Floor 20Psf Walls Wroof=15 + 10= 25Psf Wfloor=10 + 10 + 10= 30Psf 1 psf 2.3 psf 2.6 psf 3.1 psf 1 psf 10 psf 15 psf 11.6 Project: Hill Residence Date: 2/23/2023 bulca 931 Carol Way ENGINEERING Edmonds, WA 98020 Design: CRIB LLC Hill Residence C1 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, ATCHazards by Location Search Information Address: 931 Carol Way, Edmonds, WA98020 Coordinates: 47.8159028,-122.3659273 Elevation: 130 ft Ti m esta m p: 2023-02-23T21:03:59.686Z Hazard Type: Wind I Aarysville t erett 0 v Mt. Baker-Snoqualmie National Forest Eal :tie oRedmond Renton o Map data ©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year___________________________________ 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed ----------------------- 85 mph MRI25-Year----------------------------------- 73 mph MRI25-Year 79 mph MRI 50-Year ----------------------------------- 78 mph MRI50-Year 85 mph MRI 100-Year__________________________________ 83 mph MRI 100-Year _____________________________ 91 mph C Risk Category l------------------------- 100 mph Risk Category 11 __________________ 97 mph Risk Category 11------------------------- 110 mph e ____________________________ Risk Category III -IV _____________________ 115 mph Risk Category IV 108 mph 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions 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. Hill Residence L1 - �- A r �titiNy��'•,t �'-7 Ly TITYA{/_ ! •t r' � ` -+ THE1BOWL�OF EDMONDS� ��, so-•rt 2 �°/ _ ♦ - ;7l Won ot It • � � r► '� i .� gig. , 4 H31.T�iniI FIN Dods. �= Hummingbird Mil 1965^ ry� - .''�fV V.l ..YCs y-CN mr.n llc �C 1� Graph: Min. Avg. Max Elevation: 94. 125, 150 it Range Totals: Distance: 1193 It Elev GairvLoss: 61.51t. -5.75 it Max Slope: 21.2%. -7.5% Avg Slope: 6.1%. -2.8% 50 it 129 tl 25It 4 it -. i—AN, I y Vl9 OT z,NtiR Z_.= 100 it 2001t 30J it 400 it 500 it 602 it 700 it 800 it 900 it 1000 It 1100 it 1193 it � �- `='ter•- ��t t. -�, � rf: u • �� r !►Nl"' :tt .. � � ,,��, t1'h�. + 12r ft - �•. THEIBOVV [nMONff) t fte 934SCaF W —V-d on # � � f�o4•. ,iinily�nds �i p � o v Daf yis y�Kl ` f_ L ■1� �� L rr S64. 111M as ae Huim�m ngbird HiIIJ Graph: Min. Avg. Max Elevation: 129. 138. 165 it Y + 1651t 1501t 1401t 1291t y.i Is1 nore. OTR .i w 4 .r ltirayEi�ia of '�' -y, 'S, 7..09,E 122-2.-N7�:33 R eyf�k 3�61_8 ft ' x !C:I. 3001'. 4991'' 5101t 9991t 700It 6001t 900r 1014'1 Graph. VM, Avg. Max It It 0 �vt ` �' •� r-.�,.� T .:.. �`�' • R,b :tea �'!:' � � .n _ a t �•. _ " _ :. �! - tom. "! 'ti • Y `i, �- ♦ �, �BOWMOF E&�t1 P Isi nare OTR r �,t p M. 931iC0 Ulay on s l Sys .� - ! stY7 A3621ft IMk' ummgr" Hil ark6 G. 133, 166 R 66r76 2 21'�66 99 W- elev 41vye a _ - _ - _ x Wind Design Loads (ASCE 7-16) Directional Procedure - Part 1 Exposure B V= 97 Kd= 0.85 1= 1 G= 0.85 Ke= 1.00 Roof Angle = 27.51 degrees mph Ground to top of roof 22.14 ft Table 26.6-1 Bottom of roof to top of roof 5.54 ft (mean roof height) h= 19.4 ft 26.11.1 Table 26.9-1 Pressure Coefficients from Figure 27.4-1: Kzt= 1.00 Bldg Face CID Windward Wall 0.8 Leeward Wall -0.5 Windward Roof 0.3 Leeward Roof -0.6 *Note= Cp values are conservative worst case values Pressures: Calculated using ASCE7-16 Ch. 27 (Directional Procedure) Ht Kz qz Pww walls Plwwalls Ultimate Pwalls (psf) Allowable Pwalls (psf) 0-15 0.57 11.67 7.94 5.39 13.33 8.00 15-20 0.62 12.69 8.63 5.39 14.03 8.42 20-25 0.66 13.51 9.19 5.39 14.58 8.75 25-30 0.7 14.33 9.75 5.39 15.14 9.08 30-40 0.76 15.56 10.58 5.39 15.98 9.59 bulca ENGINEERING LLC Pww roof I Plw roof I Proof (psf) I Proof (psf) 3.241 6.471 9.711 5.83 Project: Hill Residence 931 Carol Way Edmonds, WA 98020 Date: 2/23/2023 Design: CRB L5 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, ATCHazards by Location Search Information Address: 931 Carol Way, Edmonds, WA98020 Coordinates: 47.8159028,-122.3659273 Elevation: 130 ft Ti m esta m p: 2023-02-23T21:04:40.865Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.289 MCER ground motion (period=0.2s) St 0.454 MCER ground motion (period=1.0s) SMS 1.547 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.032 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 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CRf 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.659 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.289 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.418 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.276 Factored deterministic acceleration value (0.2s) S1 RT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.508 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.933 Factored deterministic acceleration value (1.0s) PGAd 0.802 Factored deterministic acceleration value (PGA) * See Section 11.4.8 I Aarysville t erett 0 v Mt. Baker-Snoqualmie National Forest Eal :tie oRedmond Renton 0 Map data ©2023 Google Report a map error 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. Hill Residence L6 Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 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. Hill Residence L7 0 0 Roof Mass Calculations W=2719.01 x25=6, m� em Hill Residence Q Q L8 0 0 mQ <Q Main Floor Mass Calculations W2 = 2180.07 x W3=395.88x'9 Total = 65.40 + O O Hill Residence L9 Seismic Analysis (ASCE 7-10) SS = 1.289 Fa = 1.20 Sms = 1.55 SD, = 1.03 S1 = 0.45 F" = 1 1.80 Sml = 0.8172 SDI = 0.55 Site Class = D Mean Roof Height = 19.4 ft T = 0.18 sec R = 6.5 1 = 1.0 rho = 1.0 Cs = 0.159 W = 1143.28 lK Allowable Base Shear V = 15.92 1K House Level Wx (K) hx (ft) Wxhx Cvx Fx (K) Roof 67.98 16.6 1128 0.63 10.0 Main 75.3 8.79 662 0.37 5.9 Sum 143.28 1790 1.0 15.9 Wind analysis, W1, W2, & W3 wroof = (5.54 + 7.81/2) x 12 psf = 114 plf wmain = (7.81/2 + 8.79/2) x 12 psf = 100 plf Windload N/S: No change in structure envelope in the N/S direction, Lateral Loading in this direction is not considered. Windload E/W: Froof = 114 psf x 26.98 ft = 3.08k Finain = 100 psf x 26.98ft = 2.70k Total = 5.78k/15.9k = 0.36% of seismic therefore Seismic controls E/W design. bulca ENGINEERING LLC Hill Residence L10 ((D N Q (D 7 CD r7 � --------------------- 36" GUARDRAIL HEIGHT I II II I II II II II II II I II II DN II II DECK Q DECKING OVEPy FIBE� LA55 WATERPRP0 DECK II II I¢ IIo m I II II 11� 3 7.0' 0 2..Ir NEW FP 4. VAULTED CEILING -- — — — — —— - ABOVE. REFER TO r STRUCTURAL SOX SEAM 20 MUD I r — — — — — REFER TO — -��q TILE STRUCTURAL 'X4115LWND 1 1 SKYLIGHT ABV I 2 I I I = _ _ _ _ --—————----— — — — — —— DINING s K DW I 11 HOOKS I I HARDWOOD ,�,�11{{ IHARDWOOD I VERIFY LOCATION ___ ___ o\ PANTRYI 9 _ FOgRETURNAIS. _ _ _ _ _ _ _ _ HARDWOOD -EUER lYALL E � 3'-101/2' 1941/6 REEEO'D INSTALL NEW RAILING 42" I OVEN/ ---- ® -- REF IMICRO --- LIVING --'85/aJ z'_e" 6'avz° 6 [ HARDWOOD_ ] O _ _ _ _ _ _ m PRIMARY BE ON i HARDWOOD 14 ID INSTALL NEW DECKING 0 EXISTING LANDING INSTALL NEW TREADS EISERS.c-FX-5ZAIE _ _ _ _ _ — — — — — — 9.6' � I UP PLAY ROOM NEW HARDWOOD „ CLO i 17 18 — — — — — — — — — — — 1� w - I I F PWD I� R HO510° BATH CLOS m 13 SHWR TILE HARDWOOD m DN ENTRY — — — TILE � I 3.0' 22 8.25'----��---------10. '- 9 3.25' --------------- 12 ENERAL: I .INSULATE FLOOR FOR I I SOUND DAMPENING I I I 21 I I I A I A3.1 I I B � 1 8'-S' 541/2" 14'-11/8" VJ CD a) i A A3.1 t B A3.0 A A3.0 ERIOK HOSE BIB5: ADD HOT ATER TO EXISTING H05E BIB LOCATIONS. CONFIRM LOCATION W1 WNER PRIOR TO INSTALL v r CD `CD VJ CD �T CD �T V B A3.0 Diaphragm/Shearwall Calculations Roof Level and Main Level East/West Direction Only East/West Direction (Roof Level) Grid A B Vwind (kips) 1.54 1.54 Vseismic (kips) 5 5 Length of wall (ft) 29.5 24.5 v_wind (p/f) 82 82 v_siesmic (p/I)** 265 266 h (ft) 7.81 7.81 OTF_Wind (lbs)* 408 491 OTF—Seismic (lbs)* 1324 1594 Length of shortest wall pier (ft) 2.5 3 Apect Ratio Reduction for Lateral Loads 3.12 2.60 Aspect Ratio Penalty 0.64 0.77 Shearwall W4 W4 Holdown MSTC66 MST66 or MSTC66133 *OTF does not take into account dead load and weight of the wall uno **v_siesmic includes penalty East/West Direction (Main Level) Grid A B Vwind (kips) 2.89 2.89 Vseismic (kips) 7.95 7.95 Length of wall (ft) 41.75 48 v_wind (p/f) 76 60 v_siesmic (p/I)** 209 166 h (ft) 8.79 8.79 OTF_Wind (lbs)* 608 529 OTF—Seismic (lbs)* 1674 1456 Length of shortest wall pier (ft) 4 5.25 Apect Ratio Reduction for Lateral Loads 2.20 1.67 Aspect Ratio Penalty 0.91 1.0 Shearwall W4 WR Holdown HDU4 HDU4 *OTF does not take into account dead load and weight of the wall uno **v_siesmic includes penalty Hill Residence L13 12/S5.1 ALL (N) EXFERIOR WALL PER PIA' NOTE 5 (TYP.U.N.O.) HDR1 _ 11R1 A C a CD O tp I \ L� , GI 7-7 0 l� w T1 CB4 HDR7 0 W rs KIP 1.111111111 (E) rafters, trimmed to HDR3 fit ;UA RB2 N I N) 0 D RB1=-R11= RB1==; m 6 m 1i rafter above, beam01 below n RB1 RB1R61 N0))I N CD co CD B1BIw 0I Board < 865.1 V HDR 12/55.1 V (E)ROOF FRAMING 2x4 wall beam (E) rafters, trimmed to I (YP.U.N.OJ t Ij I I I I I I I I I IV HDR5 (E)HEADER (E)HEADER beam Id ' I i i I / I i / I (E)ROOFFRAMIN (TYP.U.N.O.) — — — — — — — — — ---------------ALL (N) HEADER--------� PER PLAN NOTE 6 (TYP.U.N.0 ) 0 0 v 3 F-�: F-F I ::: 1'': TI I :: I LLJ L L_J PROVIDE EPDXY DOWEL REINFORCING #5 X 24- TO MATCH (N) REINFORCING WHERE (N) FDN. INTERSECTS (E) TON TYP. (EMBED 3" MIN.) (2) LOCATIONS (REFER TO DETAIL 3/53.1) Section Properties & Capacities of Sawn Lumber b (in) d (in) Sx (in) ix (in 2x4 1.5 3.5 3.06 5.36 2x6 1.5 5.5 7.56 20.80 2x8 1.5 7.25 13.14 47.63 2x10 1.5 9.25 21.39 98.93 2x12 1.5 11.25 31.64 177.98 2x14 .. 1.5 13.25 43.89 290.78 3x4 2.5 3.5 5.10 8.93 3x6 2.5 5.5 12.60 34.66 3x8 2.5 7.25 21.90 79.39 3x10 2.5 9.25 35.65 164.89 3x12 2.5 11.25 52.73 296.63 3x14 2.5 13.25 73.15 484.63 4x4 3.5 3.5 7.15 12.51 4x6 3.5 5.5 17.65 48.53 4x8 3.5 7.25 30.66 111.15 4x10 1 3.5 9.25 49.91 230.84 4x12 3.5 11.25 73.83 415.28 414 3.5 13.25 102.41 678.48 6x6 5.5 5.5 27.73 76.26 6x8 5.5 7.5 ^9.5 51.56 193.36 6x10 5.5 82.73 392.96 6x12 5.5 11.5 121.23 697.07 6x14 5.5 13.5 67.06 P2,2 1127.67 6x'1. 5.5 15.5 0.23 1706.78 Hem -Fir No. 2 M(#-ft) Cd=1.0 Cd=1.15 Cd=1.6 (2)2x4 651 748 1,041 (2)2x6 1,393 1,602 2,228 (2)2x8 2,234 2,569 3,574 (2)2x10 3,3331 3,833 5,333 (2)2x12 4,482 5,155 7,172 (2)2x14 5,596 6,435 8,954 DF-L No. 2 3x4 574 660 919 3x6 1,229 1,413 1,966 3x8 1,971 2,267 3,154 3x10 2,941 3,382 4,706 3x12 3,9551 4,5481 6,328 3x14 4,938-F 5,6781 7,900 DF-L No. 2 4x4 804 924 1,286 4x6 1,720 1,979 2,753 4x8 2,989 3,438 4,783 4x10 4,492 5,166 7,187 4x12 6,0911 7,004 9,745 4x14 7,6811 8,8331 12,289 DF-L No. 1 6x6 3,120 3,587 4,991 6x8 5,801 6,671 9,281 6x10 9,307 10,703 14,891 6x12 13,638 15,684 21,821 14 Ex 18,550 21,333 29,680 166 24,0811 27,693 38,530 Hill Residence F3 DESIGN PROPERTIES Allowable Design Properties(1) (l00% Load Duration) Grade Width Design Property Moment (ft-Ibs) Depth 43/e" 1,735 5�/2" 51/2" Plank Orientation TinnherStrand- 2,685 1,780 71/4" 4,550 85/e" LSL 6,335 91/4" 7,240 91/2 111/4" 10,520 117/a" 14" 16" 18" 20" Shear Obs) 4,340 5,455 1,925 7,190 8,555 9,175 11,155 1.3E 3�/2" Moment of Inertia (in.4) 24 49 20 ill 187 231 415 Weight (plf) 4.5 5.6 5.6 744 8.8 9.4 11.5 Moment (ft-Ibs) 4,950 5,210 7,195 7,975 10,920 14,090 Shear Obs) 3,345 3,435 4,070 4,295 5,065 5,785 13/4" Moment of Inertia (in.4) 115 125 208 244 400 597 Weight (plf) 5.1 5.2 6.2 6.5 7.7 8.8 1.55E Moment (ft-Ibs) 9,905 10,420 14,390 15,955 21,840 28,180 Shear Obs) 6,690 6,870 8,140 8,590 10,125 11,575 31/2" Moment of Inertia (in.4) 231 250 415 1 12.3 488 800 1,195 Weight (plf) 10.1 10.4 13 15.3 17.5 1 5,885 8,070 Moment(ft-Ibs) 2,125 3,555 5,600 1 8,925 12,130 1 15,555 19,375 23,580 Shear Obs) 1,830 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 6,650 2.0E 13/4 Moment of Inertia (in.4) 24 56 115 125 208 244 400 597 851 1,167 Weight (plf) 2.8 3.7 4.7 4.8 5.7 6.1 7.1 8.2 9.2 10.2 Moment(ft-Ibs) 12,415 13,055 17,970 19,900 27,160 34,955 43,665 Shear (Ibs) 6,260 6,430 7,615 8,035 9,475 10,825 12,180 3�/2„ Moment of Inertia (in.4) 231 250 415 488 800 1,195 1,701 Weight (pit) 10.1 10.4 12.3 13.0 15.3 17.5 19.7 Moment (ft-Ibs) 18,625 19,585 26,955 29,855 40,740 52,430 65,495 Shear Obs) 9,390 9,645 11,420 12,055 14,210 16,240 18,270 2.OE 51/4" Moment of Inertia 00) 346 375 623 733 1,201 1,792 2,552 Weight (plf) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 Moment(ft-Ibs) 24,830 26,115 35,940 39,805 54,325 69,905 87,325 Shear Obs) 12,520 12,855 15,225 16,070 18,945 21,655 24,360 7„ Moment of Inertia (in.4) 462 500 831 977 1,601 2,389 3,402 Weight (plf) 20.2 20.8 24.6 26.0 30.6 35.0 39.4 (1) For product in beam orientation, unless otherwise noted. PRODUCT STORAGE Some sizes may not be available in your region. Protect product from sun and water Hill Residence CAUTION: Wrap is slippery when wet or icy Align stickers (2x3 or larger) directly over support blocks Use support blocks (6x6 or larger) at 16' on -center to keep bundles out of mud and water F4 Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I October 2016 4 DESIGN PROPERTIES Design Stresses(1) (100% Load Duration) G E Emin Fb F Fcl Fcii Fv SG Shear Modulus Adjusted Flexural Tension Compression Compression Horizontal Equivalent Grade Orientation Modulus of Elasticity Modulus Stress(3) Stress(^ Perpendicular Parallel Shear Parallel Specific of Elasticity (psi) of Elasticity (2) (psi) (psi) to Grain to Grain to Grain Gravity(0) (psi) (psi) (psi) (psi) (psi) TimberStrandT_LH Beam/Column 81,250 1.3 x 106 660,750 1,700 1,075 710 1,835 1 425 0.50(l) 1.3E Plank 81,250 1.3 x 106 660,750 1,900(8) 1,075 635(9) 1,835 150 0.50(7) 1.55E Beam 96,875 1.55 x 106 787,815 2,325 1,070(10) 1 900 2,170 310(10) 0.50(7) 2.0E Beam 125,000 2.0 x 106 1,016.535 2,600 1,555 J50 2,510 285 0.50 1.8E Column 7 1-12,500 1.8 x 106 914,880 Parallam(D PSL 2,40001) 1,755 2,900 2,025 545(11) 625(12) 2,500 190)11) 2,900(13) 290 0.50 2.0E Beam 1 125,000 2.0 x 106 1,016,535 0.50 (1) Unless otherwise noted, adjustment to the design stresses for duration of load are permitted in accordance with the applicable code. (2) Reference modulus of elasticity for beam and column stability calculations, per NDSO. (3) For 12" depth. For other depths, multiply Fb by the appropriate factor as follows: 12 0.092 — For TimberStrand® LSL, multiply by dd 12 0.136 — For Microllam® LVL, multiply by H d — For Parallam®PSL, multiply by 120.111 d (4) F1 has been adjusted to reflect the volume effects for most standard applications. (5) Fcl may not be increased for duration of load. General Assumptions for Trus Joist® Beams ■ Lateral support is required at bearing and along the span at 24" on -center, maximum. ■ Bearing lengths are based on each product's bearing stress for applicable grade and orientation. ■ All members N" and less in depth are restricted to a maximum deflection of 5/16". ■ Beams that are N" x 16" and deeper require multiple plies. ■ No camber. ■ Beams and columns must remain straight to within 5LY4608 (in.) of true alignment. L is the unrestrained length of the member in feet. For applications not covered in this brochure, contact your Weyerhaeuser representative. See pages 28 and 19 for multiple -member beam connections. TimberStrand® LSL, Microllam® LVL, and untreated Parallam® PSL are intended for dry -use applications (6) For lateral connection design only. (7) Specific gravity of 0.58 may be used for bolts installed perpendicular to face and loaded perpendicular to grain. (8) Values are for thickness up to N2". (9) For members less than 1%" thick and in plank orientation, use Fcl of 670 psi. (10) Value accounts for large hole capabilities. See Allowable Holes on page 26. (11) Value shown is for plank orientation. (12) Use 750 psi for Parallam® PSL identified with plant number 0579. (13) For column applications, use F,ii of 500 psi. Alternatively, refer to ESR-1387, Table 1, footnote 15. Hill Residence Column Orientation F5 Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I October 2016 5 Roof Rafter RR1 L= 9ft 7in WDL = 15 psf WLL 25 psf Spacing = 24 in o.c. Joist Size 2x12 S = 31.64 in' I = 177.98 in A = 16.88 in M = 910 #-ft R1 = R2 = 382 # fb = 345 psi f = 33.9 psi ADL = 0.024 in = ALL = 0.040 in = ATL = 0.064 in = Lumber Type = Hem -Fir #2 Fb = 850 psi Fv = 150 psi E = 1,300,000 psi CD = 1.15 Cr = 1.15 CF = 1 incised no E' = 1300000 psi Fb' = 1124 psi Fv' = 173 psi L/ 4735 L/ 2841 L/ 1776 OK OK Hill Residence F6 Floor Joists FJ1 L= 3ft 4in WDL = 15 psf WLL 40 psf Spacing = 16 in o.c. Joist Size 2x10 S = 21.39 in' I = 98.93 in' A = 13.88 in M = 102 #-ft R1 = R2 = 122 # fb = 57 psi f = 13.2 psi ADL = 0.000 in = ALL — 0.001 in = ATL = 0.002 in = Lumber Type = Hem -Fir #2 Fb = 850 psi Fv = 150 psi E = 1,300,000 psi CD = 1.15 Cr = 1.15 CF = 1.1 incised yes E' = 1235000 psi Fb' = 989 psi Fv' = 138 psi L/ 87970 L/ 32989 L/ 23992 OK OK Hill Residence F7 PF T= q.0.) LI— I. /JA ` z ~�, 613psb=97� 01 .e s �c= f sa IL 83' � � 9 0. C N U.qb j.Pa 3 0g, 2 1 3/4 x 3 1' 11 7/8 LSL _ 731" _ 9��1§00 psi 1 { -a��il 23R p,i N V 100p'i310p �T LAYf , 0S-_ s, < F'v I W1 iXb, LJ - I�ID� t ial " 77Sy"� �b �3g ps Fv0�SN' .�1 0.33w = -A 3W Hill Residence F8 bula Project Project # ENGINEERING Designer Date Sheet "(KJt 1 r4,y 1 L (Cd W4 CBS Ito I17` &.' k�z 1=a # g (cs' �',► 1 so ��s F v �7 IIF P F,V .: i / A, � _17�35� Ry ?2 �(60 a 18 Lip a3 i 11, OD,' gz 1, v i = IN �a , 11�� TUT' 1f lam"' 13 It 70 Al � 14 70 9 31 �6y � s• J.=I �5�L ' 70 5Z ` F`v ` a0 `f p s -AT(- = 0,1 3/?01 Tat � F� - Is-,!Nre, 'f- F',f = L�.�,rS� A-\ :-Of .11 0 4:� fi��l �snz J22., �s0� ' i�35ps� z 9 / # 02 =1?91# �v ��h�� Hill Residence F9 Project Project # bula ENGINEERING Designer LLc Date Sheet 5, � w (i5.3 r 2 Rz �� = atyr /N = � ? a-:e-- / R, = t4Z ` 53 g'* b = 3017 �sFb= 977ts� s 'l()�Sc-✓` 17apsL' Y _ J�- e ��7 / = . 5D0 FFV= (2) 1 3/4 x 14 LSL �� q 4517alpsi 2 32 5 si P21 310 i *96�_ /660 ixe Q 7,3 /tip � s 3 R► = RZ = �� =��ss�s'i F�- g77pi s F'✓=- 71�s i bula ENGINEERING A = 73 to9,��,-� �-� � �� c ��,_ 9775� f'b = 3 q0 As t P . F✓ r 70 ps F - )Zfs1 c L'11r- r' �5 s�'Z Ito p if 4t �'I Rt 0/1 lot Fn Tv:t��si I-1DR% lxq? III �s-Tv C`v i5�s Hill Residence F10 Project # Designer Date Sheet IZOOC Vi C1A-X) -Lq (Cd,% f 1 / (►3 ,5t �k 7 �IS S F _ 5L=a�,s F 40pt� �A2z ILIbe F� 9-npi v = 1 sc --/'-7j (C R 9 x ou,tom J -1a = 07 / +1 (ir 3�oPip 1 4070 -1 , R , -2IoqD It RZ =1710 C y, r 140��azIl? V,1 - 9 9 -- R Hill Residence buIc— r Project ENGINEERING tf ba t YE,u ss" I.�TZoL a67p fF 9Jp;aWAI P 1-F See VA CO -�-ra 14 t t.3�s� Sets to Nil 50 141 d�c &op SC F'v = i50�s 0, 4/�,q »asj. �� 4 t Q L 0, 00 300 See V , _ u s.2 F11 Project # Designer Date Sheet �L715 s f Zt-&S?Sf SL - a*( zix I a® IJ'01'c Cum. I ?0 f '7iFb -1 psL 16-1IL (0 i� +O 944 y ,Q 1 P )1_1 (041 (kt3s) FFv 'bpsiLI w BBC-ag I(a►(��I � �� r r , � �H 00s(60)+ 4173(�IF ,AA a�, 5""' 1 R,= 5 °l rk-L.= S790 = �a►LI 5,-7 <� = tit ��Tw de, It 00 � . 19 90+- S710+ q u ► 0+'126 d " 'nod - ► S L�LS.e a_ fir, �1� L �'g+4 Hill Residence F12 bulcrProject Project # ' ENGINEERING Designer Date Sheet HDR10 L = 6.0' fb = 1644 psi </= F'b = 2325 psi fv = 180 psi </= F'v = 310 psi Total Load Deflection = 0.1770" _> L/406 Okay, therefore use, 3 1/2 x 7 1/4 LSL for HDR10 Hill Residence F13 Project Settings BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Building Code Load Combinations: Deflection Checks IBC 2018 ASD General Settings: Vertical Direction: Y North Axis: Plus Z Ground Elevation: 0 ft Occupancy Risk Category: II Seismic Data: Seismic Design Category: D Spectral Acceleration SDs: 1.03 Overstrength (Omega) X: 3, Y: 3, Z: 3 Redundancy (Rho) X: 1 , Y: 1, Z: 1 Wind Data: Wind Speed (mph): 110 Mean Roof Height: 0 ft Ground Elevation: 0 ft Gust Factor: 0.85 Analysis Data: Analysis Method: PDelta Performance: Auto Force Tolerance: 0.1 Absolute Force Tolerance: 0.5 K Displacement Tolerance: 0.01 Load Stepping Points: 31 Material Section Count Total Length Total Volume Total Weight ft inA3 K TimberStrand LSL 1.3E (Bm/Clm) LSL-H 3.5x7.25 1 6.0000 1827.0000 0.0444 Total Member Weight = 0.04441 K Member Service Direction Magnitude Full Length? Start Offset End Offset Projected? Predefined Load C I I ft ft BmX001 D Force Y -0.3230 K/ft No 5.0000 6.0000 No N.A. BmX001 D Shear y -0.1400 K/ft No 0.0000 5.0000 No N.A. BmX001 L Shear y -0.2670 K/ft Yes 0.0000 6.0000 No N.A. BmX001 S Shear y -0.2200 K/ft No 5.0000 6.0000 No N.A. Member Loads Concentrated Member Service Case Direction Magnitude Offset ft BmX001 D Shear y -0.3330 K 5.0000 BmX001 E+X Shear y -1.8920 K 5.0000 BmX001 E-X Shear y 1.8920 K 5.0000 BmX001 S Shear y -0.5500 K 5.0000 BmX001 W+X Shear y -0.6800 K 5.0000 BmX001 W-X Shear y 0.6800 K 5.0000 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 1 of 7 F14 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 16-8 IBC 2018 ASD D Allowable Other 16-9 IBC 2018 ASD D + L Allowable Dead Plus Live 16-10S IBC 2018 ASD D + S Allowable Other 16-111-r IBC 2018 ASD D + 0.75L Allowable Dead Plus Live 16-115 IBC 2018 ASD D + 0.75L + 0.755 Allowable Other 16-12E »+X IBC 2018 ASD 1.1442D + 0.7E+X Allowable Other 16-12E »+X:Q IBC 2018 ASD 1.1442D + 2.1E+X Allowable Other 16-12E »-X IBC 2018 ASD 1.1442D + 0.7E-X Allowable Other 16-12E »-X:4 IBC 2018 ASD 1.1442D + 2.1E-X Allowable Other 16-12W »+X IBC 2018 ASD D + 0.6W+X Allowable Other 16-12W »-X IBC 2018 ASD D + 0.6W-X Allowable Other 16-131-r »+X IBC 2018 ASD D + 0.75L + 0.45W+X Allowable Other 16-131-r »-X IBC 2018 ASD D + 0.75L + 0.45W-X Allowable Other 16-135 »+X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W+X Allowable Other 16-135 »-X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W-X Allowable Other 16-14 »+X IBC 2018 ASD 1.10815D + 0.525E+X + 0.75L + 0.755 Allowable Other 16-14 »+X:Q IBC 2018 ASD 1.10815D + 1.575E+X + 0.75L + 0.755 Allowable Other 16-14 »-X IBC 2018 ASD 1.10815D + 0.525E-X + 0.75L + 0.755 Allowable Other 16-14 »-X:4 IBC 2018 ASD 1.10815D + 1.575E-X + 0.75L + 0.755 Allowable Other 16-15 »+X IBC 2018 ASD 0.6D + 0.6W+X Allowable Other 16-15 »-X IBC 2018 ASD 0.6D + 0.6W-X Allowable Other 16-15Di IBC 2018 ASD 0.6D Allowable Other 16-16 »+X IBC 2018 ASD 0.4558D + 0.7E+X Allowable Other 16-16 »+X:Q IBC 2018 ASD 0.4558D + 2.1E+X Allowable Other 16-16 »-X IBC 2018 ASD 0.4558D + 0.7E-X Allowable Other 16-16 »-X:4 IBC 2018 ASD 0.4558D + 2.1E-X Allowable Other D+0.75(L+W) »+X Deflection Checks D + 0.751- + 0.75W+X Deflections Other D+0.75(L+W) »-X Deflection Checks D + 0.751- + 0.75W-X Deflections Other D+L Deflection Checks D + L Deflections Dead Plus Live D+Lr Deflection Checks D Deflections Other D+S Deflection Checks D + S Deflections Other Live Deflection Checks L Deflections Live Only Seismic »+X Deflection Checks E+X Deflections Other Seismic »-X Deflection Checks E-X Deflections Other Snow Deflection Checks S Deflections Wind Or Snow Wind »+X Deflection Checks W+X Deflections Wind Or Snow Wind »-X Deflection Checks W-X Deflections Wind Or Snow Result Cases Name ID Design Checks Result Type P-Delta? Seismic Type 16-8 19 Allowable (ASD) Static No N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 2 of 7 F15 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type 16-8 Second Order 63 Allowable (ASD) Static Yes N.A. 16-9 20 Allowable (ASD) Static No N.A. 16-9 Second Order 64 Allowable (ASD) Static Yes N.A. 16-10S 21 Allowable (ASD) Static No N.A. 16-10S Second Order 65 Allowable (ASD) Static Yes N.A. 16-11Lr 22 Allowable (ASD) Static No N.A. 16-11Lr Second Order 66 Allowable (ASD) Static Yes N.A. 16-11S 23 Allowable (ASD) Static No N.A. 16-11S Second Order 67 Allowable (ASD) Static Yes N.A. 16-12E »+X 26 Allowable (ASD) Static No Normal 16-12E »+X Second Order 70 Allowable (ASD) Static Yes Normal 16-12E »+X:Q 27 Allowable (ASD) Static No Over -Strength 16-12E »+X:4 Second Order 71 Allowable (ASD) Static Yes Over -Strength 16-12E »-X 28 Allowable (ASD) Static No Normal 16-12E »-X Second Order 72 Allowable (ASD) Static Yes Normal 16-12E »-X:Q 29 Allowable (ASD) Static No Over -Strength 16-12E »-X:Q Second Order 73 Allowable (ASD) Static Yes Over -Strength 16-12W »+X 24 Allowable (ASD) Static No N.A. 16-12W »+X Second Order 68 Allowable (ASD) Static Yes N.A. 16-12W » X 25 Allowable (ASD) Static No N.A. 16-12W »-X Second Order 69 Allowable (ASD) Static Yes N.A. 16-13Lr »+X 30 Allowable (ASD) Static No N.A. 16-13Lr »+X Second Order 74 Allowable (ASD) Static Yes N.A. 16-13Lr »-X 31 Allowable (ASD) Static No N.A. 16-13Lr » X Second Order 75 Allowable (ASD) Static Yes N.A. 16-13S »+X 32 Allowable (ASD) Static No N.A. 16-13S »+X Second Order 76 Allowable (ASD) Static Yes N.A. 16-13S »-X 33 Allowable (ASD) Static No N.A. 16-13S »-X Second Order 77 Allowable (ASD) Static Yes N.A. 16-14 »+X 34 Allowable (ASD) Static No Normal 16-14 »+X Second Order 78 Allowable (ASD) Static Yes Normal 16-14 »+X:Q 35 Allowable (ASD) Static No Over -Strength 16-14 »+X:4 Second Order 79 Allowable (ASD) Static Yes Over -Strength 16-14 »-X 36 Allowable (ASD) Static No Normal 16-14 »-X Second Order 80 Allowable (ASD) Static Yes Normal 16-14 »-X:Q 37 Allowable (ASD) Static No Over -Strength 16-14 »-X:Q Second Order 81 Allowable (ASD) Static Yes Over -Strength 16-15 »+X 38 Allowable (ASD) Static No N.A. 16-15 »+X Second Order 82 Allowable (ASD) Static Yes N.A. 16-15 »-X 39 Allowable (ASD) Static No N.A. 16-15 »-X Second Order 83 Allowable (ASD) Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 3 of 7 F16 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Result Cases (continued Name I ID I Design Checks I Result Type I P-Delta? I Seismic Type 16-15Di 40 Allowable (ASD) Static No N.A. 16-15Di Second Order 84 Allowable (ASD) Static Yes N.A. 16-16 »+X 41 Allowable (ASD) Static No Normal 16-16 »+X Second Order 85 Allowable (ASD) Static Yes Normal 16-16 »+X:Q 42 Allowable (ASD) Static No Over -Strength 16-16 »+X:4 Second Order 86 Allowable (ASD) Static Yes Over -Strength 16-16 »-X 43 Allowable (ASD) Static No Normal 16-16 »-X Second Order 87 Allowable (ASD) Static Yes Normal 16-16 »-X:Q 44 Allowable (ASD) Static No Over -Strength 16-16 »-X:Q Second Order 88 Allowable (ASD) Static Yes Over -Strength D 1 No Design Static No N.A. D Second Order 45 No Design Static Yes N.A. D+0.75(L+W) »+X 9 Deflections Static No N.A. D+0.75(L+W) »+X Second 53 Deflections Static Yes N.A. Order D+0.75(L+W) »-X 10 Deflections Static No N.A. D+0.75(L+W) »-X Second Order 54 Deflections Static Yes N.A. D+L 8 Deflections Static No N.A. D+L Second Order 52 Deflections Static Yes N.A. D+Lr 12 Deflections Static No N.A. D+Lr Second Order 56 Deflections Static Yes N.A. D+S 11 Deflections Static No N.A. D+S Second Order 55 Deflections Static Yes N.A. E+X 2 No Design Static No Normal E+X Second Order 46 No Design Static Yes Normal E-X 3 No Design Static No Normal E-X Second Order 47 No Design Static Yes Normal L 4 No Design Static No N.A. L Second Order 48 No Design Static Yes N.A. Live 13 Deflections Static No N.A. Live Second Order 57 Deflections Static Yes N.A. S 5 No Design Static No N.A. S Second Order 49 No Design Static Yes N.A. Seismic »+X 17 Deflections Static No Normal Seismic »+X Second Order 61 Deflections Static Yes Normal Seismic »-X 18 Deflections Static No Normal Seismic »-X Second Order 62 Deflections Static Yes Normal Snow 14 Deflections Static No N.A. Snow Second Order 58 Deflections Static Yes N.A. W+X 6 No Design Static No N.A. W+X Second Order 50 No Design Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 4 of 7 Hill Residence F17 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type W-X 7 No Design Static No N.A. W-X Second Order 51 No Design Static Yes N.A. Wind »+X 15 Deflections Static No N.A. Wind »+X Second Order 59 Deflections Static Yes N.A. Wind »-X 16 Deflections Static No N.A. Wind »-X Second Order 60 Deflections Static Yes N.A. Node Reactions Node Result Case FX K K I K I K-ft I K-ft I K-ft N002 16-14 »+X:4 0.0000 4.5624 0.0000 0.0000 0.0000 0.0000 N002 16-14 »+X:4 Second Order 0.0000 4.5624 0.0000 0.0000 0.0000 0.0000 N002 16-16 »-X:4 0.0000 -2.9065 0.0000 0.0000 0.0000 0.0000 N002 16-16 »-X:4 Second Order 0.0000 -2.9065 0.0000 0.0000 0.0000 0.0000 Member Forces Member I BmX001 Member Relative FxlMin Fx IMax I 0.0000 (88) 0.0000 (88) Deflections Ky -4.5624 I (79) MK-ftMin I -2.9665 (44) MK-ft x 4.2034 (79) Member Result Case Min Dy Max Dy IL/Dyl in in BmX001 16-8 -0.0409 0.0000 1762.3890 BmX001 16-8 Second Order -0.0409 0.0000 1762.3890 BmX001 16-9 -0.0947 0.0000 760.3016 BmX001 16-9 Second Order -0.0947 0.0000 760.3016 BmX001 16-10S -0.0582 0.0000 1236.2721 BmX001 16-10S Second Order -0.0582 0.0000 1236.2721 BmX001 16-111-r -0.0812 0.0000 886.3186 BmX001 16-11Lr Second Order -0.0812 0.0000 886.3186 BmX001 16-11S -0.0942 0.0000 764.3627 BmX001 16-11S Second Order -0.0942 0.0000 764.3627 BmX001 16-12E »+X -0.0816 0.0000 882.6890 BmX001 16-12E »+X Second Order -0.0816 0.0000 882.6890 BmX001 16-12E »+X:4 -0.1515 0.0000 475.1107 BmX001 16-12E »+X:Q Second Order -0.1515 0.0000 475.1107 BmX001 16-12E »-X -0.0129 0.0000 5570.3644 BmX001 16-12E »-X Second Order -0.0129 0.0000 5570.3644 BmX001 16-12E »-X:4 0.0000 0.0595 1210.7232 BmX001 16-12E »-X:4 Second Order 0.0000 0.0595 1210.7232 BmX001 16-12W »+X -0.0516 0.0000 1396.5881 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 5 of 7 F18 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Min Dy I Max Dy IL/Dyl in in BmX001 16-12W »+X Second Order -0.0516 0.0000 1396.5881 BmX001 16-12W »-X -0.0302 0.0000 2382.5137 BmX001 16-12W »-X Second Order -0.0302 0.0000 2382.5137 BmX001 16-13Lr »+X -0.0892 0.0000 807.0307 BmX001 16-13Lr »+X Second Order -0.0892 0.0000 807.0307 BmX001 16-13Lr »-X -0.0733 0.0000 982.5753 BmX001 16-13Lr »-X Second Order -0.0733 0.0000 982.5753 BmX001 16-13S »+X -0.1022 0.0000 704.4534 BmX001 16-13S »+X Second Order -0.1022 0.0000 704.4534 BmX001 16-13S »-X -0.0862 0.0000 835.2457 BmX001 16-13S »-X Second Order -0.0862 0.0000 835.2457 BmX001 16-14 »+X -0.1247 0.0000 577.6012 BmX001 16-14 »+X Second Order -0.1247 0.0000 577.6012 BmX001 16-14 »+X:4 -0.1770 0.0000 406.8710 BmX001 16-14 »+X:4 Second Order -0.1770 0.0000 406.8710 BmX001 16-14 »-X -0.0727 0.0000 989.7497 BmX001 16-14 »-X Second Order -0.0727 0.0000 989.7497 BmX001 16-14 »-X:4 -0.0230 0.0000 3131.5033 BmX001 16-14 »-X:4 Second Order -0.0230 0.0000 3131.5033 BmX001 16-15 »+X -0.0352 0.0000 2044.0267 BmX001 16-15 »+X Second Order -0.0352 0.0000 2044.0267 BmX001 16-15 »-X -0.0139 0.0000 5171.0728 BmX001 16-15 »-X Second Order -0.0139 0.0000 5171.0728 BmX001 16-15Di -0.0245 0.0000 2937.3151 BmX001 16-15Di Second Order -0.0245 0.0000 2937.3151 BmX001 16-16 »+X -0.0535 0.0000 1344.8415 BmX001 16-16 »+X Second Order -0.0535 0.0000 1344.8415 BmX001 16-16 »+X:4 -0.1236 0.0000 582.4278 BmX001 16-16 »+X:4 Second Order -0.1236 0.0000 582.4278 BmX001 16-16 »-X 0.0000 0.0169 4255.5880 BmX001 16-16 »-X Second Order 0.0000 0.0169 4255.5880 BmX001 16-16 »-X:4 0.0000 0.0868 829.0268 BmX001 16-16 »-X:4 Second Order 0.0000 0.0868 829.0268 BmX001 D -0.0409 0.0000 1762.3890 BmX001 D Second Order -0.0409 0.0000 1762.3890 BmX001 D+0.75(L+W) »+X -0.0945 0.0000 761.5367 BmX001 D+0.75(L+W) »+X Second Order -0.0945 0.0000 761.5367 BmX001 D+0.75(L+W) »-X -0.0680 0.0000 1058.9835 BmX001 D+0.75(L+W) »-X Second Order -0.0680 0.0000 1058.9835 BmX001 D+L -0.0947 0.0000 760.3016 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 6 of 7 F19 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR10.vap Saturday, March 4, 2023 11:26 AM Min Dy I Max Dy jL/Dyj in in BmX001 D+L Second Order -0.0947 0.0000 760.3016 BmX001 D+Lr -0.0409 0.0000 1762.3890 BmX001 D+Lr Second Order -0.0409 0.0000 1762.3890 BmX001 D+S -0.0582 0.0000 1236.2721 BmX001 D+S Second Order -0.0582 0.0000 1236.2721 BmX001 E+X -0.0501 0.0000 1437.3587 BmX001 E+X Second Order -0.0501 0.0000 1437.3587 BmX001 E-X 0.0000 0.0501 1437.3587 BmX001 E-X Second Order 0.0000 0.0501 1437.3587 BmX001 L -0.0539 0.0000 1336.2197 BmX001 L Second Order -0.0539 0.0000 1336.2197 BmX001 Live -0.0539 0.0000 1336.2197 BmX001 Live Second Order -0.0539 0.0000 1336.2197 BmX001 S -0.0175 0.0000 4105.7463 BmX001 S Second Order -0.0175 0.0000 4105.7463 BmX001 Seismic »+X -0.0501 0.0000 1437.3587 BmX001 Seismic »+X Second Order -0.0501 0.0000 1437.3587 BmX001 Seismic »-X 0.0000 0.0501 1437.3587 BmX001 Seismic »-X Second Order 0.0000 0.0501 1437.3587 BmX001 Snow -0.0175 0.0000 4105.7463 BmX001 Snow Second Order -0.0175 0.0000 4105.7463 BmX001 W+X -0.0180 0.0000 3999.2393 BmX001 W+X Second Order -0.0180 0.0000 3999.2393 BmX001 W-X 0.0000 0.0180 3999.2393 BmX001 W-X Second Order 0.0000 0.0180 3999.2393 BmX001 Wind »+X -0.0180 0.0000 3999.2393 BmX001 Wind »+X Second Order -0.0180 0.0000 3999.2393 BmX001 Wind »-X 0.0000 0.0180 3999.2393 BmX001 Wind »-X Second Order 0.0000 0.0180 3999.2393 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 7 of 7 F20 HDR11 L=8.167' fb = 2022 psi </= F'b = 2900 psi fv = 156 psi </= F'v = 290 psi Total Load Deflection = 0.3157" _> L/310 Okay, therefore use, 3 1/2 x 9 1/2 PSL for HDR11 Hill Residence F21 Project Settings BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Building Code Load Combinations: Deflection Checks IBC 2018 ASD General Settings: Vertical Direction: Y North Axis: Plus Z Ground Elevation: 0 ft Occupancy Risk Category: II Seismic Data: Seismic Design Category: D Spectral Acceleration SDs: 1.03 Overstrength (Omega) X: 3, Y: 3, Z: 3 Redundancy (Rho) X: 1 , Y: 1, Z: 1 Wind Data: Wind Speed (mph): 110 Mean Roof Height: 0 ft Ground Elevation: 0 ft Gust Factor: 0.85 Analysis Data: Analysis Method: PDelta Performance: Auto Force Tolerance: 0.1 Absolute Force Tolerance: 0.5 K Displacement Tolerance: 0.01 Load Stepping Points: 31 Material Section Countl Total Length Total rVolume I Total (Weight ft TimberStrand LSL 1.3E (Bm/Clm) PSL-B 3.5x9.5 1 8.1670 3258.6330 0.0792 Total Member Weight = 0.0792 K Member Service Direction Magnitude Full Length? Start Offset End Offset Projected? Predefined Load C I I ft ft BmX001 D Force Y -0.1400 K/ft No 2.0000 8.1670 No N.A. BmX001 D Shear y -0.3230 K/ft No 0.0000 2.0000 No N.A. BmX001 L Shear y -0.2670 K/ft Yes 0.0000 8.1670 No N.A. BmX001 S Shear y -0.2200 K/ft No 0.0000 2.0000 No N.A. Member Loads Concentrated Member Service Case Direction Magnitude Offset ft BmX001 D Shear y -0.5400 K 7.0840 BmX001 D Shear y -0.3330 K 2.0000 BmX001 E+X Shear y -1.8920 K 2.0000 BmX001 E-X Shear y 1.8920 K 2.0000 BmX001 L Shear y -1.0800 K 7.0840 BmX001 S Shear y -0.5500 K 2.0000 BmX001 W+X Shear y -0.6800 K 2.0000 BmX001 W-X Shear y 0.6800 K 2.0000 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 1 of 7 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 16-8 IBC 2018 ASD D Allowable Other 16-9 IBC 2018 ASD D + L Allowable Dead Plus Live 16-10S IBC 2018 ASD D + S Allowable Other 16-111-r IBC 2018 ASD D + 0.75L Allowable Dead Plus Live 16-11S IBC 2018 ASD D + 0.75L + 0.755 Allowable Other 16-12E »+X IBC 2018 ASD 1.1442D + 0.7E+X Allowable Other 16-12E »+X:Q IBC 2018 ASD 1.1442D + 2.1E+X Allowable Other 16-12E »-X IBC 2018 ASD 1.1442D + 0.7E-X Allowable Other 16-12E »-X:4 IBC 2018 ASD 1.1442D + 2.1E-X Allowable Other 16-12W »+X IBC 2018 ASD D + 0.6W+X Allowable Other 16-12W »-X IBC 2018 ASD D + 0.6W-X Allowable Other 16-131-r »+X IBC 2018 ASD D + 0.75L + 0.45W+X Allowable Other 16-131-r »-X IBC 2018 ASD D + 0.75L + 0.45W-X Allowable Other 16-13S »+X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W+X Allowable Other 16-13S »-X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W-X Allowable Other 16-14 »+X IBC 2018 ASD 1.10815D + 0.525E+X + 0.75L + 0.755 Allowable Other 16-14 »+X:Q IBC 2018 ASD 1.10815D + 1.575E+X + 0.75L + 0.755 Allowable Other 16-14 »-X IBC 2018 ASD 1.10815D + 0.525E-X + 0.75L + 0.755 Allowable Other 16-14 »-X:4 IBC 2018 ASD 1.10815D + 1.575E-X + 0.75L + 0.755 Allowable Other 16-15 »+X IBC 2018 ASD 0.6D + 0.6W+X Allowable Other 16-15 »-X IBC 2018 ASD 0.6D + 0.6W-X Allowable Other 16-15Di IBC 2018 ASD 0.6D Allowable Other 16-16 »+X IBC 2018 ASD 0.4558D + 0.7E+X Allowable Other 16-16 »+X:Q IBC 2018 ASD 0.4558D + 2.1E+X Allowable Other 16-16 »-X IBC 2018 ASD 0.4558D + 0.7E-X Allowable Other 16-16 »-X:4 IBC 2018 ASD 0.4558D + 2.1E-X Allowable Other D+0.75(L+W) »+X Deflection Checks D + 0.751- + 0.75W+X Deflections Other D+0.75(L+W) »-X Deflection Checks D + 0.751- + 0.75W-X Deflections Other D+L Deflection Checks D + L Deflections Dead Plus Live D+Lr Deflection Checks D Deflections Other D+S Deflection Checks D + S Deflections Other Live Deflection Checks L Deflections Live Only Seismic »+X Deflection Checks E+X Deflections Other Seismic »-X Deflection Checks E-X Deflections Other Snow Deflection Checks S Deflections Wind Or Snow Wind »+X Deflection Checks W+X Deflections Wind Or Snow Wind »-X Deflection Checks W-X Deflections Wind Or Snow Result Cases Name ID Design Checks Result Type P-Delta? Seismic Type 16-8 19 Allowable (ASD) Static No N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 2 of 7 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Result Cases (continued Name I ID I Design Checks I Result Type I P-Delta? I Seismic Type 16-8 Second Order 63 Allowable (ASD) Static Yes N.A. 16-9 20 Allowable (ASD) Static No N.A. 16-9 Second Order 64 Allowable (ASD) Static Yes N.A. 16-10S 21 Allowable (ASD) Static No N.A. 16-10S Second Order 65 Allowable (ASD) Static Yes N.A. 16-11Lr 22 Allowable (ASD) Static No N.A. 16-11Lr Second Order 66 Allowable (ASD) Static Yes N.A. 16-11S 23 Allowable (ASD) Static No N.A. 16-11S Second Order 67 Allowable (ASD) Static Yes N.A. 16-12E »+X 26 Allowable (ASD) Static No Normal 16-12E »+X Second Order 70 Allowable (ASD) Static Yes Normal 16-12E »+X:Q 27 Allowable (ASD) Static No Over -Strength 16-12E »+X:4 Second Order 71 Allowable (ASD) Static Yes Over -Strength 16-12E »-X 28 Allowable (ASD) Static No Normal 16-12E »-X Second Order 72 Allowable (ASD) Static Yes Normal 16-12E »-X:Q 29 Allowable (ASD) Static No Over -Strength 16-12E »-X:Q Second Order 73 Allowable (ASD) Static Yes Over -Strength 16-12W »+X 24 Allowable (ASD) Static No N.A. 16-12W »+X Second Order 68 Allowable (ASD) Static Yes N.A. 16-12W » X 25 Allowable (ASD) Static No N.A. 16-12W »-X Second Order 69 Allowable (ASD) Static Yes N.A. 16-13Lr »+X 30 Allowable (ASD) Static No N.A. 16-13Lr »+X Second Order 74 Allowable (ASD) Static Yes N.A. 16-13Lr »-X 31 Allowable (ASD) Static No N.A. 16-13Lr » X Second Order 75 Allowable (ASD) Static Yes N.A. 16-13S »+X 32 Allowable (ASD) Static No N.A. 16-13S »+X Second Order 76 Allowable (ASD) Static Yes N.A. 16-13S »-X 33 Allowable (ASD) Static No N.A. 16-13S »-X Second Order 77 Allowable (ASD) Static Yes N.A. 16-14 »+X 34 Allowable (ASD) Static No Normal 16-14 »+X Second Order 78 Allowable (ASD) Static Yes Normal 16-14 »+X:Q 35 Allowable (ASD) Static No Over -Strength 16-14 »+X:4 Second Order 79 Allowable (ASD) Static Yes Over -Strength 16-14 »-X 36 Allowable (ASD) Static No Normal 16-14 »-X Second Order 80 Allowable (ASD) Static Yes Normal 16-14 »-X:Q 37 Allowable (ASD) Static No Over -Strength 16-14 »-X:Q Second Order 81 Allowable (ASD) Static Yes Over -Strength 16-15 »+X 38 Allowable (ASD) Static No N.A. 16-15 »+X Second Order 82 Allowable (ASD) Static Yes N.A. 16-15 »-X 39 Allowable (ASD) Static No N.A. 16-15 »-X Second Order 83 Allowable (ASD) Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 3 of 7 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type 16-15Di 40 Allowable (ASD) Static No N.A. 16-15Di Second Order 84 Allowable (ASD) Static Yes N.A. 16-16 »+X 41 Allowable (ASD) Static No Normal 16-16 »+X Second Order 85 Allowable (ASD) Static Yes Normal 16-16 »+X:Q 42 Allowable (ASD) Static No Over -Strength 16-16 »+X:4 Second Order 86 Allowable (ASD) Static Yes Over -Strength 16-16 »-X 43 Allowable (ASD) Static No Normal 16-16 »-X Second Order 87 Allowable (ASD) Static Yes Normal 16-16 »-X:Q 44 Allowable (ASD) Static No Over -Strength 16-16 »-X:Q Second Order 88 Allowable (ASD) Static Yes Over -Strength D 1 No Design Static No N.A. D Second Order 45 No Design Static Yes N.A. D+0.75(L+W) »+X 9 Deflections Static No N.A. D+0.75(L+W) »+X Second 53 Deflections Static Yes N.A. Order D+0.75(L+W) »-X 10 Deflections Static No N.A. D+0.75(L+W) »-X Second Order 54 Deflections Static Yes N.A. D+L 8 Deflections Static No N.A. D+L Second Order 52 Deflections Static Yes N.A. D+Lr 12 Deflections Static No N.A. D+Lr Second Order 56 Deflections Static Yes N.A. D+S 11 Deflections Static No N.A. D+S Second Order 55 Deflections Static Yes N.A. E+X 2 No Design Static No Normal E+X Second Order 46 No Design Static Yes Normal E-X 3 No Design Static No Normal E-X Second Order 47 No Design Static Yes Normal L 4 No Design Static No N.A. L Second Order 48 No Design Static Yes N.A. Live 13 Deflections Static No N.A. Live Second Order 57 Deflections Static Yes N.A. S 5 No Design Static No N.A. S Second Order 49 No Design Static Yes N.A. Seismic »+X 17 Deflections Static No Normal Seismic »+X Second Order 61 Deflections Static Yes Normal Seismic »-X 18 Deflections Static No Normal Seismic »-X Second Order 62 Deflections Static Yes Normal Snow 14 Deflections Static No N.A. Snow Second Order 58 Deflections Static Yes N.A. W+X 6 No Design Static No N.A. W+X Second Order 50 No Design Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 4 of 7 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type W-X 7 No Design Static No N.A. W-X Second Order 51 No Design Static Yes N.A. Wind »+X 15 Deflections Static No N.A. Wind »+X Second Order 59 Deflections Static Yes N.A. Wind »-X 16 Deflections Static No N.A. Wind »-X Second Order 60 Deflections Static Yes N.A. Node Reactions Node Result Case FX K K I K I K-ft I K-ft I K-ft N001 16-14 »+X:4 0.0000 5.1677 0.0000 0.0000 0.0000 0.0000 N001 16-14 »+X:4 Second Order 0.0000 5.1677 0.0000 0.0000 0.0000 0.0000 N001 16-16 »-X:4 0.0000 -2.4279 0.0000 0.0000 0.0000 0.0000 N001 16-16 »-X:4 Second Order 0.0000 -2.4279 0.0000 0.0000 0.0000 0.0000 Member Forces Member I BmX001 Member Relative Fx IMin I Fx IMax I 0.0000 (88) 0.0000 (88) Deflections Ky 5.1677 I (79) MK-ft n I -5.1582 (88) M K-ft x 8.8675 (35) Member Result Case Min Dy Max Dy JL/Dyj in in BmX001 16-8 -0.0801 0.0000 1223.1380 BmX001 16-8 Second Order -0.0801 0.0000 1223.1380 BmX001 16-9 -0.1877 0.0000 522.2017 BmX001 16-9 Second Order -0.1877 0.0000 522.2017 BmX001 16-10S -0.1121 0.0000 873.9182 BmX001 16-10S Second Order -0.1121 0.0000 873.9182 BmX001 16-111-r -0.1608 0.0000 609.5659 BmX001 16-11 Lr Second Order -0.1608 0.0000 609.5659 BmX001 16-115 -0.1846 0.0000 530.8909 BmX001 16-115 Second Order -0.1846 0.0000 530.8909 BmX001 16-12E »+X -0.1461 0.0000 670.7078 BmX001 16-12E »+X Second Order -0.1461 0.0000 670.7078 BmX001 16-12E »+X:4 -0.2556 0.0000 383.4199 BmX001 16-12E »+X:Q Second Order -0.2556 0.0000 383.4199 BmX001 16-12E »-X -0.0385 0.0000 2546.7035 BmX001 16-12E »-X Second Order -0.0385 0.0000 2546.7035 BmX001 16-12E »-X:4 0.0000 0.0756 1297.2010 BmX001 16-12E »-X:4 Second Order 0.0000 0.0756 1297.2010 BmX001 16-12W »+X -0.0969 0.0000 1011.9054 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 5 of 7 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Min Dy Max Dy I JL/Dyj in in BmX001 16-12W »+X Second Order -0.0969 0.0000 1011.9054 BmX001 16-12W »-X -0.0635 0.0000 1543.4273 BmX001 16-12W »-X Second Order -0.0635 0.0000 1543.4273 BmX001 16-13Lr »+X -0.1732 0.0000 565.7357 BmX001 16-13Lr »+X Second Order -0.1732 0.0000 565.7357 BmX001 16-13Lr »-X -0.1484 0.0000 660.5924 BmX001 16-13Lr »-X Second Order -0.1484 0.0000 660.5924 BmX001 16-13S »+X -0.1971 0.0000 497.1976 BmX001 16-13S »+X Second Order -0.1971 0.0000 497.1976 BmX001 16-13S »-X -0.1721 0.0000 569.3985 BmX001 16-13S »-X Second Order -0.1721 0.0000 569.3985 BmX001 16-14 »+X -0.2339 0.0000 418.9110 BmX001 16-14 »+X Second Order -0.2339 0.0000 418.9110 BmX001 16-14 »+X:4 -0.3157 0.0000 310.4307 BmX001 16-14 »+X:4 Second Order -0.3157 0.0000 310.4307 BmX001 16-14 »-X -0.1528 0.0000 641.1793 BmX001 16-14 »-X Second Order -0.1528 0.0000 641.1793 BmX001 16-14 »-X:4 -0.0742 0.0000 1320.3922 BmX001 16-14 »-X:4 Second Order -0.0742 0.0000 1320.3922 BmX001 16-15 »+X -0.0648 0.0000 1511.9287 BmX001 16-15 »+X Second Order -0.0648 0.0000 1511.9287 BmX001 16-15 »-X -0.0315 0.0000 3110.6388 BmX001 16-15 »-X Second Order -0.0315 0.0000 3110.6388 BmX001 16-15Di -0.0481 0.0000 2038.5634 BmX001 16-15Di Second Order -0.0481 0.0000 2038.5634 BmX001 16-16 »+X -0.0911 0.0000 1075.4181 BmX001 16-16 »+X Second Order -0.0911 0.0000 1075.4181 BmX001 16-16 »+X:4 -0.2008 0.0000 487.9692 BmX001 16-16 »+X:4 Second Order -0.2008 0.0000 487.9692 BmX001 16-16 »-X 0.0000 0.0196 4996.5539 BmX001 16-16 »-X Second Order 0.0000 0.0196 4996.5539 BmX001 16-16 »-X:4 0.0000 0.1288 760.8165 BmX001 16-16 »-X:4 Second Order 0.0000 0.1288 760.8165 BmX001 D -0.0801 0.0000 1223.1380 BmX001 D Second Order -0.0801 0.0000 1223.1380 BmX001 D+0.75(L+W) »+X -0.1816 0.0000 539.8160 BmX001 D+0.75(L+W) »+X Second Order -0.1816 0.0000 539.8160 BmX001 D+0.75(L+W) »-X -0.1401 0.0000 699.5062 BmX001 D+0.75(L+W) »-X Second Order -0.1401 0.0000 699.5062 BmX001 D+L -0.1877 0.0000 522.2017 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 6 of 7 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR11.vap Wednesday, March 29, 2023 10:08 AM Min Dy Max Dy I JL/Dyj in in BmX001 D+L Second Order -0.1877 0.0000 522.2017 BmX001 D+Lr -0.0801 0.0000 1223.1380 BmX001 D+Lr Second Order -0.0801 0.0000 1223.1380 BmX001 D+S -0.1121 0.0000 873.9182 BmX001 D+S Second Order -0.1121 0.0000 873.9182 BmX001 E+X -0.0784 0.0000 1249.4407 BmX001 E+X Second Order -0.0784 0.0000 1249.4407 BmX001 E-X 0.0000 0.0784 1249.4407 BmX001 E-X Second Order 0.0000 0.0784 1249.4407 BmX001 L -0.1077 0.0000 910.3749 BmX001 L Second Order -0.1077 0.0000 910.3749 BmX001 Live -0.1077 0.0000 910.3749 BmX001 Live Second Order -0.1077 0.0000 910.3749 BmX001 S -0.0324 0.0000 3028.6340 BmX001 S Second Order -0.0324 0.0000 3028.6340 BmX001 Seismic >>+X -0.0784 0.0000 1249.4407 BmX001 Seismic >>+X Second Order -0.0784 0.0000 1249.4407 BmX001 Seismic >>-X 0.0000 0.0784 1249.4407 BmX001 Seismic >>-X Second Order 0.0000 0.0784 1249.4407 BmX001 Snow -0.0324 0.0000 3028.6340 BmX001 Snow Second Order -0.0324 0.0000 3028.6340 BmX001 W+X -0.0282 0.0000 3476.3850 BmX001 W+X Second Order -0.0282 0.0000 3476.3850 BmX001 W-X 0.0000 0.0282 3476.3850 BmX001 W-X Second Order 0.0000 0.0282 3476.3850 BmX001 Wind >>+X -0.0282 0.0000 3476.3850 BmX001 Wind >>+X Second Order -0.0282 0.0000 3476.3850 BmX001 Wind >>-X 0.0000 0.0282 3476.3850 BmX001 Wind >>-X Second Order 0.0000 0.0282 3476.3850 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 7 of 7 HDR13 L = 4.0' Front fb = 980 psi </= F'b = 2325 psi fv = 267 psi </= F'v = 310 psi Total Load Deflection = 0.0504" _> L/952 Okay, therefore use, 3 1/2 x 7 1/4 LSL for HDR13 Hill Residence F29 Project Settings BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Building Code Load Combinations: Deflection Checks IBC 2018 ASD General Settings: Vertical Direction: Y North Axis: Plus Z Ground Elevation: 0 ft Occupancy Risk Category: II Seismic Data: Seismic Design Category: D Spectral Acceleration SDs: 1.03 Overstrength (Omega) X: 3, Y: 3, Z: 3 Redundancy (Rho) X: 1 , Y: 1, Z: 1 Wind Data: Wind Speed (mph): 110 Mean Roof Height: 0 ft Ground Elevation: 0 ft Gust Factor: 0.85 Analysis Data: Analysis Method: PDelta Performance: Auto Force Tolerance: 0.1 Absolute Force Tolerance: 0.5 K Displacement Tolerance: 0.01 Load Stepping Points: 31 Material Section Count Total Length Total Volume Total Weight ft inA3 K TimberStrand LSL 1.3E (Bm/Clm) LSL-H 3.5x7.25 1 4.0000 1218.0000 0.0296 Total Member Weight = 0.0296 K Member Service Direction Magnitude Full Length? Start Offset End Offset Projected? Predefined Load C I I ft ft BmX001 D Force Y -0.1400 K/ft No 3.5000 4.0000 No N.A. BmX001 D Shear y -0.3230 K/ft No 0.0000 3.5000 No N.A. BmX001 L Shear y -0.2670 K/ft Yes 0.0000 4.0000 No N.A. BmX001 S Shear y -0.2200 K/ft No 0.0000 3.5000 No N.A. Member Loads Concentrated Member Service Case Direction Magnitude Offset ft BmX001 D Shear y -0.3000 K 3.5000 BmX001 E+X Shear y -1.8920 K 3.5000 BmX001 E-X Shear y 1.8920 K 3.5000 BmX001 S Shear y -0.4950 K 3.5000 BmX001 W+X Shear y -0.6800 K 3.5000 BmX001 W-X Shear y 0.6800 K 3.5000 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 1 of 7 F30 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 16-8 IBC 2018 ASD D Allowable Other 16-9 IBC 2018 ASD D + L Allowable Dead Plus Live 16-10S IBC 2018 ASD D + S Allowable Other 16-111-r IBC 2018 ASD D + 0.75L Allowable Dead Plus Live 16-115 IBC 2018 ASD D + 0.75L + 0.755 Allowable Other 16-12E »+X IBC 2018 ASD 1.1442D + 0.7E+X Allowable Other 16-12E »+X:Q IBC 2018 ASD 1.1442D + 2.1E+X Allowable Other 16-12E »-X IBC 2018 ASD 1.1442D + 0.7E-X Allowable Other 16-12E »-X:4 IBC 2018 ASD 1.1442D + 2.1E-X Allowable Other 16-12W »+X IBC 2018 ASD D + 0.6W+X Allowable Other 16-12W »-X IBC 2018 ASD D + 0.6W-X Allowable Other 16-131-r »+X IBC 2018 ASD D + 0.75L + 0.45W+X Allowable Other 16-131-r »-X IBC 2018 ASD D + 0.75L + 0.45W-X Allowable Other 16-135 »+X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W+X Allowable Other 16-135 »-X IBC 2018 ASD D + 0.75L + 0.755 + 0.45W-X Allowable Other 16-14 »+X IBC 2018 ASD 1.10815D + 0.525E+X + 0.75L + 0.755 Allowable Other 16-14 »+X:Q IBC 2018 ASD 1.10815D + 1.575E+X + 0.75L + 0.755 Allowable Other 16-14 »-X IBC 2018 ASD 1.10815D + 0.525E-X + 0.75L + 0.755 Allowable Other 16-14 »-X:4 IBC 2018 ASD 1.10815D + 1.575E-X + 0.75L + 0.755 Allowable Other 16-15 »+X IBC 2018 ASD 0.6D + 0.6W+X Allowable Other 16-15 »-X IBC 2018 ASD 0.6D + 0.6W-X Allowable Other 16-15Di IBC 2018 ASD 0.6D Allowable Other 16-16 »+X IBC 2018 ASD 0.4558D + 0.7E+X Allowable Other 16-16 »+X:Q IBC 2018 ASD 0.4558D + 2.1E+X Allowable Other 16-16 »-X IBC 2018 ASD 0.4558D + 0.7E-X Allowable Other 16-16 »-X:4 IBC 2018 ASD 0.4558D + 2.1E-X Allowable Other D+0.75(L+W) »+X Deflection Checks D + 0.751- + 0.75W+X Deflections Other D+0.75(L+W) »-X Deflection Checks D + 0.751- + 0.75W-X Deflections Other D+L Deflection Checks D + L Deflections Dead Plus Live D+Lr Deflection Checks D Deflections Other D+S Deflection Checks D + S Deflections Other Live Deflection Checks L Deflections Live Only Seismic »+X Deflection Checks E+X Deflections Other Seismic »-X Deflection Checks E-X Deflections Other Snow Deflection Checks S Deflections Wind Or Snow Wind »+X Deflection Checks W+X Deflections Wind Or Snow Wind »-X Deflection Checks W-X Deflections Wind Or Snow Result Cases Name ID Design Checks Result Type P-Delta? Seismic Type 16-8 19 Allowable (ASD) Static No N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 2 of 7 F31 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type 16-8 Second Order 63 Allowable (ASD) Static Yes N.A. 16-9 20 Allowable (ASD) Static No N.A. 16-9 Second Order 64 Allowable (ASD) Static Yes N.A. 16-10S 21 Allowable (ASD) Static No N.A. 16-10S Second Order 65 Allowable (ASD) Static Yes N.A. 16-11Lr 22 Allowable (ASD) Static No N.A. 16-11Lr Second Order 66 Allowable (ASD) Static Yes N.A. 16-115 23 Allowable (ASD) Static No N.A. 16-115 Second Order 67 Allowable (ASD) Static Yes N.A. 16-12E »+X 26 Allowable (ASD) Static No Normal 16-12E »+X Second Order 70 Allowable (ASD) Static Yes Normal 16-12E »+X:Q 27 Allowable (ASD) Static No Over -Strength 16-12E »+X:4 Second Order 71 Allowable (ASD) Static Yes Over -Strength 16-12E »-X 28 Allowable (ASD) Static No Normal 16-12E »-X Second Order 72 Allowable (ASD) Static Yes Normal 16-12E »-X:Q 29 Allowable (ASD) Static No Over -Strength 16-12E »-X:Q Second Order 73 Allowable (ASD) Static Yes Over -Strength 16-12W »+X 24 Allowable (ASD) Static No N.A. 16-12W »+X Second Order 68 Allowable (ASD) Static Yes N.A. 16-12W » X 25 Allowable (ASD) Static No N.A. 16-12W »-X Second Order 69 Allowable (ASD) Static Yes N.A. 16-13Lr »+X 30 Allowable (ASD) Static No N.A. 16-13Lr »+X Second Order 74 Allowable (ASD) Static Yes N.A. 16-13Lr »-X 31 Allowable (ASD) Static No N.A. 16-13Lr » X Second Order 75 Allowable (ASD) Static Yes N.A. 16-135 »+X 32 Allowable (ASD) Static No N.A. 16-135 »+X Second Order 76 Allowable (ASD) Static Yes N.A. 16-135 »-X 33 Allowable (ASD) Static No N.A. 16-135 »-X Second Order 77 Allowable (ASD) Static Yes N.A. 16-14 »+X 34 Allowable (ASD) Static No Normal 16-14 »+X Second Order 78 Allowable (ASD) Static Yes Normal 16-14 »+X:Q 35 Allowable (ASD) Static No Over -Strength 16-14 »+X:4 Second Order 79 Allowable (ASD) Static Yes Over -Strength 16-14 »-X 36 Allowable (ASD) Static No Normal 16-14 »-X Second Order 80 Allowable (ASD) Static Yes Normal 16-14 »-X:Q 37 Allowable (ASD) Static No Over -Strength 16-14 »-X:Q Second Order 81 Allowable (ASD) Static Yes Over -Strength 16-15 »+X 38 Allowable (ASD) Static No N.A. 16-15 »+X Second Order 82 Allowable (ASD) Static Yes N.A. 16-15 »-X 39 Allowable (ASD) Static No N.A. 16-15 »-X Second Order 83 Allowable (ASD) Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 3 of 7 F32 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Result Cases (continued Name I ID I Design Checks I Result Type I P-Delta? I Seismic Type 16-15Di 40 Allowable (ASD) Static No N.A. 16-15Di Second Order 84 Allowable (ASD) Static Yes N.A. 16-16 »+X 41 Allowable (ASD) Static No Normal 16-16 »+X Second Order 85 Allowable (ASD) Static Yes Normal 16-16 »+X:Q 42 Allowable (ASD) Static No Over -Strength 16-16 »+X:4 Second Order 86 Allowable (ASD) Static Yes Over -Strength 16-16 »-X 43 Allowable (ASD) Static No Normal 16-16 »-X Second Order 87 Allowable (ASD) Static Yes Normal 16-16 »-X:Q 44 Allowable (ASD) Static No Over -Strength 16-16 »-X:Q Second Order 88 Allowable (ASD) Static Yes Over -Strength D 1 No Design Static No N.A. D Second Order 45 No Design Static Yes N.A. D+0.75(L+W) »+X 9 Deflections Static No N.A. D+0.75(L+W) »+X Second 53 Deflections Static Yes N.A. Order D+0.75(L+W) »-X 10 Deflections Static No N.A. D+0.75(L+W) »-X Second Order 54 Deflections Static Yes N.A. D+L 8 Deflections Static No N.A. D+L Second Order 52 Deflections Static Yes N.A. D+Lr 12 Deflections Static No N.A. D+Lr Second Order 56 Deflections Static Yes N.A. D+S 11 Deflections Static No N.A. D+S Second Order 55 Deflections Static Yes N.A. E+X 2 No Design Static No Normal E+X Second Order 46 No Design Static Yes Normal E-X 3 No Design Static No Normal E-X Second Order 47 No Design Static Yes Normal L 4 No Design Static No N.A. L Second Order 48 No Design Static Yes N.A. Live 13 Deflections Static No N.A. Live Second Order 57 Deflections Static Yes N.A. S 5 No Design Static No N.A. S Second Order 49 No Design Static Yes N.A. Seismic »+X 17 Deflections Static No Normal Seismic »+X Second Order 61 Deflections Static Yes Normal Seismic »-X 18 Deflections Static No Normal Seismic »-X Second Order 62 Deflections Static Yes Normal Snow 14 Deflections Static No N.A. Snow Second Order 58 Deflections Static Yes N.A. W+X 6 No Design Static No N.A. W+X Second Order 50 No Design Static Yes N.A. VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Page 4 of 7 Hill Residence F33 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Result Cases continued Name I ID Design Checks Result Type P-Delta? Seismic Type W-X 7 No Design Static No N.A. W-X Second Order 51 No Design Static Yes N.A. Wind »+X 15 Deflections Static No N.A. Wind »+X Second Order 59 Deflections Static Yes N.A. Wind »-X 16 Deflections Static No N.A. Wind »-X Second Order 60 Deflections Static Yes N.A. Node Reactions Node Result Case MYK-ft Mz IK I K K K-ft N002 16-14 »+X:4 0.0000 4.5135 0.0000 0.0000 0.0000 0.0000 N002 16-14 »+X:4 Second Order 0.0000 4.5135 0.0000 0.0000 0.0000 0.0000 N002 16-16 »-X:4 0.0000 -3.0948 0.0000 0.0000 0.0000 0.0000 N002 16-16 »-X:4 Second Order 0.0000 -3.0948 0.0000 0.0000 0.0000 0.0000 Member Forces Member I BmX001 Member Relative FxlMin Fx IMax I 0.0000 (88) 0.0000 (88) Deflections Ky -4.5135 I (79) MK-ftMin I -1.5558 (44) MK-ft x 2.4985 (35) Member Result Case Min Dy Max Dy JL/Dyj in in BmX001 16-8 -0.0147 0.0000 3274.2601 BmX001 16-8 Second Order -0.0147 0.0000 3274.2601 BmX001 16-9 -0.0253 0.0000 1897.0721 BmX001 16-9 Second Order -0.0253 0.0000 1897.0721 BmX001 16-10S -0.0260 0.0000 1845.2151 BmX001 16-10S Second Order -0.0260 0.0000 1845.2151 BmX001 16-111-r -0.0226 0.0000 2119.9951 BmX001 16-111-r Second Order -0.0226 0.0000 2119.9951 BmX001 16-11S -0.0312 0.0000 1540.7423 BmX001 16-11S Second Order -0.0312 0.0000 1540.7423 BmX001 16-12E »+X -0.0246 0.0000 1950.7685 BmX001 16-12E »+X Second Order -0.0246 0.0000 1950.7685 BmX001 16-12E »+X:Q -0.0404 0.0000 1188.3781 BmX001 16-12E »+X:Q Second Order -0.0404 0.0000 1188.3781 BmX001 16-12E »-X -0.0091 0.0000 5278.4321 BmX001 16-12E »-X Second Order -0.0091 0.0000 5278.4321 BmX001 16-12E »-X:4 0.0000 0.0081 5944.2795 BmX001 16-12E »-X:Q Second Order 0.0000 0.0081 5944.2795 BmX001 16-12W »+X -0.0171 0.0000 2812.7971 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 5 of 7 F34 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Min Dy Max Dy JL/Dyj in I in BmX001 16-12W >>+X Second Order -0.0171 0.0000 2812.7971 BmX001 16-12W >>-X -0.0123 0.0000 3912.1757 BmX001 16-12W >>-X Second Order -0.0123 0.0000 3912.1757 BmX001 16-13Lr >>+X -0.0244 0.0000 1963.9504 BmX001 16-13Lr >>+X Second Order -0.0244 0.0000 1963.9504 BmX001 16-13Lr >>-X -0.0208 0.0000 2302.3898 BmX001 16-13Lr >>-X Second Order -0.0208 0.0000 2302.3898 BmX001 16-135 >>+X -0.0330 0.0000 1456.4890 BmX001 16-13S >>+X Second Order -0.0330 0.0000 1456.4890 BmX001 16-135 >>-X -0.0294 0.0000 1635.0638 BmX001 16-13S >>-X Second Order -0.0294 0.0000 1635.0638 BmX001 16-14 >>+X -0.0386 0.0000 1243.6160 BmX001 16-14 >>+X Second Order -0.0386 0.0000 1243.6160 BmX001 16-14 >>+X:4 -0.0504 0.0000 952.8224 BmX001 16-14 >>+X:4 Second Order -0.0504 0.0000 952.8224 BmX001 16-14 >>-X -0.0269 0.0000 1783.0664 BmX001 16-14 >>-X Second Order -0.0269 0.0000 1783.0664 BmX001 16-14 >>-X:4 -0.0155 0.0000 3093.7472 BmX001 16-14 >>-X:4 Second Order -0.0155 0.0000 3093.7472 BmX001 16-15 >>+X -0.0112 0.0000 4284.1272 BmX001 16-15 >>+X Second Order -0.0112 0.0000 4284.1272 BmX001 16-15 >>-X -0.0064 0.0000 7485.4391 BmX001 16-15 >>-X Second Order -0.0064 0.0000 7485.4391 BmX001 16-15Di -0.0088 0.0000 5457.1002 BmX001 16-15Di Second Order -0.0088 0.0000 5457.1002 BmX001 16-16 >>+X -0.0145 0.0000 3299.5400 BmX001 16-16 >>+X Second Order -0.0145 0.0000 3299.5400 BmX001 16-16 >>+X:4 -0.0304 0.0000 1579.4300 BmX001 16-16 >>+X:4 Second Order -0.0304 0.0000 1579.4300 BmX001 16-16 >>-X 0.0000 0.0018 26329.1412 BmX001 16-16 >>-X Second Order 0.0000 0.0018 26329.1412 BmX001 16-16 >>-X:4 0.0000 0.0173 2770.3341 BmX001 16-16 >>-X:4 Second Order 0.0000 0.0173 2770.3341 BmX001 D -0.0147 0.0000 3274.2601 BmX001 D Second Order -0.0147 0.0000 3274.2601 BmX001 D+0.75(L+W) >>+X -0.0256 0.0000 1871.9225 BmX001 D+0.75(L+W) >>+X Second Order -0.0256 0.0000 1871.9225 BmX001 D+0.75(L+W) >>-X -0.0197 0.0000 2442.0141 BmX001 D+0.75(L+W) >>-X Second Order -0.0197 0.0000 2442.0141 BmX001 D+L -0.0253 0.0000 1897.0721 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 6 of 7 F35 Member Relative Deflections continued Member I Result Case BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2023\Hill Residence\Calculations\HDR13.vap Saturday, March 4, 2023 11:55 AM Min Dy Max Dy JL/Dyj in I in BmX001 D+L Second Order -0.0253 0.0000 1897.0721 BmX001 D+Lr -0.0147 0.0000 3274.2601 BmX001 D+Lr Second Order -0.0147 0.0000 3274.2601 BmX001 D+S -0.0260 0.0000 1845.2151 BmX001 D+S Second Order -0.0260 0.0000 1845.2151 BmX001 E+X -0.0113 0.0000 4232.5515 BmX001 E+X Second Order -0.0113 0.0000 4232.5515 BmX001 E-X 0.0000 0.0113 4232.5515 BmX001 E-X Second Order 0.0000 0.0113 4232.5515 BmX001 L -0.0106 0.0000 4509.7416 BmX001 L Second Order -0.0106 0.0000 4509.7416 BmX001 Live -0.0106 0.0000 4509.7416 BmX001 Live Second Order -0.0106 0.0000 4509.7416 BmX001 S -0.0114 0.0000 4227.0268 BmX001 S Second Order -0.0114 0.0000 4227.0268 BmX001 Seismic »+X -0.0113 0.0000 4232.5515 BmX001 Seismic »+X Second Order -0.0113 0.0000 4232.5515 BmX001 Seismic »-X 0.0000 0.0113 4232.5515 BmX001 Seismic »-X Second Order 0.0000 0.0113 4232.5515 BmX001 Snow -0.0114 0.0000 4227.0268 BmX001 Snow Second Order -0.0114 0.0000 4227.0268 BmX001 W+X -0.0041 0.0000 11776.4522 BmX001 W+X Second Order -0.0041 0.0000 11776.4522 BmX001 W-X 0.0000 0.0041 11776.4522 BmX001 W-X Second Order 0.0000 0.0041 11776.4522 BmX001 Wind »+X -0.0041 0.0000 11776.4522 BmX001 Wind »+X Second Order -0.0041 0.0000 11776.4522 BmX001 Wind »-X 0.0000 0.0041 11776.4522 BmX001 Wind »-X Second Order 0.0000 0.0041 11776.4522 VisualAnalysis 20.00.0001, Simple Analysis www.iesweb.com Hill Residence Page 7 of 7 F36 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Project Title: Engineer: Project ID: Project Descr: Buker Engineering, LLC Code Reference. - Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 38.667 Total Seismic Force = 186.889 Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret1 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Design Summary Wall Stability Ratios Overturning = 1.25 Ratio < 1.5! Slab Resists All Sliding ! Global Stability = 1.79 Total Bearing Load = 894 Ibs ...resultant ecc. = 9.28 in Eccentricity outside middle third Soil Pressure @ Toe = 2,220 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,107 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.2 psi OK Footing Shear @ Heel = 3.1 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force 539.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 Buker Engineering, LLC Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 18.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.246 Total Force @ Section Service Level Ibs = Strength Level Ibs = 602.7 Moment.... Actual Service Level ft-# = Strength Level ft-# = 906.7 Moment..... Allowable = 3,671.3 Shear..... Actual Service Level psi = Strength Level psi = 8.0 Shear..... Allowable psi = 82.2 Anet (Masonry) in2 = Wall Weight psf = 100.0 Rebar Depth 'd' in = 6.25 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 SD (c) ENERCALC INC 1983-2022 Hill Residence Ret2 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) (4/3) * As : 200bd/fy : 200(12)(6.25)/60000 0.0018bh : 0.0018(12)(8) : Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.034 in2/ft 0.0453 in2/ft Min Stem T&S Reinf Area 0.864 in2 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : Required Area : 0.1728 in2/ft Provided Area : 0.1333 in2/ft Maximum Area: 1.016 in2/ft Footing Data Toe Width = 1.00 ft Heel Width = 1.08 Total Footing Width = 2.08 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in _= One laver of: Two lavers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Heel Factored Pressure = 3,107 0 psf Mu': Upward = 915 0 ft-# Mu': Downward = 75 59 ft-# Mu: Design = 840 NG 59 ft-# OK phiMn = 2,664 5,901 ft-# Actual 1-Way Shear = 12.18 3.14 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 9.25 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.45 in2 0.22 in2 tft If two lavers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Hill Residence Ret3 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 408.8 1.61 658.7 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 130.8 2.42 316.2 Total = 539.6 O.T.M. = 974.8 Resisting/Overturning Ratio = 1.25 Vertical Loads used for Soil Pressure = 893.6 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 183.2 1.87 343.4 Soil Over HL (bel. water tbl) 1.87 343.4 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.33 600.0 Earth @ Stem Transitions= Footing Weight = 260.4 1.04 271.2 Key Weight = Vert. Component = Total = 893.6 Ibs R.M.= 1,214.6 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.133 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret4 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 17.09 in Development length for #4 bar specified in this stem design segment = 13.15 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 7.67 in As Provided = 0.1333 in2/ft As Required = 0.1728 in2/ft Hill Residence Ret5 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall 8" w/ #4 @ 18" #4@18in @ Toe #4@9.25" @ Heel 91 Hill Residence Ret6 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall C Restrai in CL ai CV N 409# 131# 10" ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Hill Residence Ret7 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Project Title: Engineer: Project ID: Project Descr: Buker Engineering, LLC Code Reference. - Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 4.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 20.000 Total Seismic Force = 100.000 Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret8 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Design Summary Wall Stability Ratios Overturning = 4.58 OK Sliding = 1.52 OK Global Stability = 2.59 Total Bearing Load = 1,929 Ibs ...resultant ecc. = 2.39 in Eccentricity within middle third Soil Pressure @ Toe = 678 psf OK Soil Pressure @ Heel = 351 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 950 psf ACI Factored @ Heel = 491 psf Footing Shear @ Toe = 2.1 psi OK Footing Shear @ Heel = 12.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 507.5 Ibs less 100% Passive Force - 0.0 Ibs less 100% Friction Force =_ - 771.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 Buker Engineering, LLC Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 18.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.206 Total Force @ Section Service Level Ibs = Strength Level Ibs = 528.0 Moment.... Actual Service Level ft-# = Strength Level ft-# = 757.3 Moment..... Allowable = 3,671.3 Shear..... Actual Service Level psi = Strength Level psi = 7.0 Shear..... Allowable psi = 82.2 Anet (Masonry) in2 = Wall Weight psf = 100.0 Rebar Depth 'd' in = 6.25 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 SD (c) ENERCALC INC 1983-2022 Hill Residence Ret9 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0284 in2/ft (4/3) * As : 0.0378 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One laver of: Two lavers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.1333 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.75 Factored Pressure = 950 491 psf Total Footing Width = 3.75 Mu': Upward = 454 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 1,536 ft-# Mu: Design = 364 OK 1,536ft-# OK Key Width = 0.00 in phiMn = 6,834 7,432ft-# Key Depth = 0.00 in Actual 1-Way Shear = 2.15 12.94 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Toe Reinforcing = # 4 @ 9.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 9.25 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.97 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret10 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 437.5 1.67 729.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 70.0 2.50 175.0 Total = 507.5 O.T.M. = 904.2 Resisting/Overturning Ratio = 4.58 Vertical Loads used for Soil Pressure = 1.929.2 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 916.7 2.71 2,482.6 Soil Over HL (bel. water tbl) 2.71 2,482.6 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.33 600.0 Earth @ Stem Transitions= Footing Weight = 562.5 1.88 1,054.7 Key Weight = Vert. Component = Total = 1,929.2 Ibs R.M.= 4,137.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.023 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret11 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 17.09 in Development length for #4 bar specified in this stem design segment = 13.15 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 8.40 in As Provided = 0.1333 in2/ft As Required = 0.1728 in2/ft Hill Residence Ret12 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall 8" w/ #4 @ 18" #4@9in Toe #4@9.25" Heel 3" Hill Residence Ret13 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall Pp= 0.00# 438# ) Q rn M LO 70# co LO M Lateral earth pressure due to the soil BELOW water table 0 Seismic lateral earth pressure Hill Residence Ret14 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Project Title: Engineer: Project ID: Project Descr: Buker Engineering, LLC Code Reference. - Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 3.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 4.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 16.000 Total Seismic Force = 64.000 Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret15 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 4'-0" Retaining Wall Design Summary Wall Stability Ratios Overturning = 1.32 Ratio < 1. Sliding = 0.88 UNSTAB Global Stability = 2.51 Total Bearing Load = 712 Ibs ...resultant ecc. = 6.54 in Eccentricity outside middle third Soil Pressure @ Toe = 2,319 psf NG Soil Pressure @ Heel = 0 psf OK Allowable = 2 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,246 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.5 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 324.8 Ibs less 100% Passive Force - 0.0 Ibs less 100% Friction Force =_ - 285.0 Ibs Added Force Req'd = 39.8 Ibs NG ....for 1.5 Stability = 202.2 Ibs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 Buker Engineering, LLC Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete 5! Design Method = SD LEI Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 18.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.088 Total Force @ Section Service Level Ibs = Strength Level Ibs = 300.0 Moment.... Actual Service Level ft-# = Strength Level ft-# = 324.0 Moment..... Allowable = 3,671.3 Shear..... Actual Service Level psi = Strength Level psi = 4.0 Shear..... Allowable psi = 82.2 Anet (Masonry) in2 = Wall Weight psf = 100.0 Rebar Depth 'd' in = 6.25 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 SD (c) ENERCALC INC 1983-2022 Hill Residence Ret16 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) (4/3) * As : 200bd/fy : 200(12)(6.25)/60000 0.0018bh : 0.0018(12)(8) : Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.0121 in2/ft 0.0162 in2/ft Min Stem T&S Reinf Area 0.672 in2 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : Required Area : 0.1728 in2/ft Provided Area : 0.1333 in2/ft Maximum Area: 1.016 in2/ft Footing Data Toe Width = 0.42 ft Heel Width = 1.08 Total Footing Width = 1.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in _= One laver of: Two lavers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Heel Factored Pressure = 3,246 0 psf Mu': Upward = 218 0 ft-# Mu': Downward = 16 50 ft-# Mu: Design = 203 NG 50 ft-# OK phiMn = 3,457 7,432ft-# Actual 1-Way Shear = 0.51 2.10 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 9.25 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.39 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret17 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC DESCRIPTION: 4'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 280.0 1.33 373.3 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 44.8 2.00 89.6 Total = 324.8 O.T.M. = 462.9 Resisting/Overturning Ratio = 1.32 Vertical Loads used for Soil Pressure = 712.4 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project File: Hill Residence - Retaining Walls.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 137.4 1.29 177.5 Soil Over HL (bel. water tbl) 1.29 177.5 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 350.0 0.75 262.6 Earth @ Stem Transitions= Footing Weight = 225.0 0.75 168.8 Key Weight = Vert. Component = Total = 712.4 Ibs R.M.= 608.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.150 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret18 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 17.09 in Development length for #4 bar specified in this stem design segment = 13.15 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 8.40 in As Provided = 0.1333 in2/ft As Required = 0.1728 in2/ft Hill Residence Ret19 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall 8" w/ #4 @ 18" #4@18in @ Toe #4@9.25" Heel 3" 1'-6" Hill Residence Ret20 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 4'-0" Retaining Wall Pp= 0.00# 7 280# 7" LO cm 00 45# M N ■Lateral earth pressure due to the soil BELOW water table ■ seismic lateral earth pressure Hill Residence Ret21 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 6'-0" Retaining Wall NS Code Reference: Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 480.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 56.000 Total Seismic Force = 392.000 Project File: Hill Residence - Retaining Walls.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret22 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 6'-0" Retaining Wall NS Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.58 OK Design Method = SD Sliding = 1.54 OK Thickness = 8.00 Global Stability = 1.81 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 2,236 Ibs Rebar Placed at = Edge ...resultant ecc. = 11.29 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.823 Soil Pressure @ Toe = 1,942 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 2,500 psf Strength Level Ibs= 1,344.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,719 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 3,024.0 Footing Shear @ Toe = 11.8 psi OK Moment..... Allowable = 3,671.3 Footing Shear @ Heel = 12.0 psi OK Allowable = 75.0 psi Shear.....Actual Service Level psi = Sliding Calcs Strength Level psi = 17.9 Lateral Sliding Force 1,131.9 Ibs Shear..... Allowable psi = 82.2 less 100% Passive Force 566.7 Ibs Anet (Masonry) in2 = less 100% Friction Force =_ - 1,174.0lbs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 3,000.0 Seismic, E 1.000 Fy psi = 60,000.0 SD Hill Residence Ret23 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 6-0" Retaining Wall NS Project File: Hill Residence - Retaining Walls.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1133 in2/ft (4/3) * As : 0.1511 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.1333 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.17 Factored Pressure = 2,719 0 psf Total Footing Width = 3.42 Mu': Upward = 1,740 11 ft-# Footing Thickness = 12.00 in Mu': Downward = 141 1,094 ft-# Mu: Design = 1,599 OK 1,083 ft-# OK Key Width = 8.00 in phiMn = 7,853 7,375ft-# Key Depth = 10.00 in Actual 1-Way Shear = 11.79 12.02 psi Key Distance from Toe = 1.25 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Toe Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 14.35 in Min. As % = 0.0018 Key Reinforcing = # 4 @ 13.89 in Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.89 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret24 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 6'-0" Retaining Wall NS Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Item Ibs ft ft-# Ibs ft HL Act Pres (ab water tbl) 857.5 2.33 2,000.8 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 274.4 3.50 960.4 Total = 1.131.9 O.T.M. = 2.961.2 Resisting/Overturning Ratio = 1.58 Vertical Loads used for Soil Pressure = 2,236.1 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = 990.2 2.67 2.67 650.0 1.58 512.6 1.71 83.3 1.58 Moment ft-# 2,640.8 2,640.8 1,029.2 875.7 131.9 Total = 2,236.1 Ibs R.M.= 4,677.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret25 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 6'-0" Retaining Wall NS Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project File: Hill Residence - Retaining Walls.ec6 17.09 in 13.15 in 8.40 in 0.1333 in2/ft 0.1728 in2/ft Hill Residence Ret26 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 6'-0" Retaining Wall NS 8" w/ #4 @ 18" #5@12in @ Toe #4@13.89in @ Center On Key #5@ 14.35" @ Heel Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 6'-6" Hill Residence Ret27 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 6'-0" Retaining Wall NS Pp= 566.67#� 2'-4" Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 274# Q 0 Lateral earth pressure due to the soil BELOW water table N Seismic lateral earth pressure Hill Residence Ret28 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: T-0" Retaining Wall NS Code Reference: Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height - 7.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Project Title: Engineer: Project ID: Project Descr: Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 480.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 64.000 Total Seismic Force = 512.000 Project File: Hill Residence - Retaining Walls.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret29 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: T-0" Retaining Wall NS Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.58 OK Design Method = SD Sliding = 1.55 OK Thickness = 8.00 Global Stability = 1.76 Rebar Size = # 4 Rebar Spacing = 12.00 Total Bearing Load = 2,981 Ibs Rebar Placed at = Edge ...resultant ecc. = 13.17 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.875 Soil Pressure @ Toe = 2,303 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 2,500 psf Strength Level Ibs= 1,820.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 3,224 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 4,769.3 Footing Shear @ Toe = 14.4 psi OK Moment..... Allowable = 5,448.0 Footing Shear @ Heel = 16.9 psi OK Allowable = 75.0 psi Shear.....Actual Service Level psi = Sliding Calcs Strength Level psi = 24.3 Lateral Sliding Force 1,478.4 Ibs Shear..... Allowable psi = 82.2 less 100% Passive Force 720.0 Ibs Anet (Masonry) in2 = less 100% Friction Force =_ - 1,564.8lbs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 3,000.0 Seismic, E 1.000 Fy psi = 60,000.0 SD Hill Residence Ret30 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: T-0" Retaining Wall NS Project File: Hill Residence - Retaining Walls.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1787 in2/ft (4/3) * As : 0.2383 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.2383 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.67 Factored Pressure = 3,224 0 psf Total Footing Width = 3.92 Mu': Upward = 2,114 63 ft-# Footing Thickness = 12.00 in Mu': Downward = 141 2,215 ft-# Mu: Design = 1,973 OK 2,152 ft-# OK Key Width = 8.00 in phiMn = 7,853 7,375ft-# Key Depth = 12.00 in Actual 1-Way Shear = 14.38 16.94 psi Key Distance from Toe = 1.17 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Toe Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 14.35 in Min. As % = 0.0018 Key Reinforcing = # 4 @ 11.11 in Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.02 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret31 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: T-0" Retaining Wall NS Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Item Ibs ft ft-# Ibs ft HL Act Pres (ab water tbl) 1,120.0 2.67 2,986.7 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 358.4 4.00 1,433.6 Total = 1,478.4 O.T.M. = 4,420.3 Resisting/Overturning Ratio = 1.58 Vertical Loads used for Soil Pressure = 2,980.6 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = 1,542.6 2.92 2.92 750.0 1.58 588.0 1.96 100.0 1.50 Moment ft-# 4,501.7 4,501.7 1,187.5 1,152.5 150.0 Total = 2,980.6 Ibs R.M.= 6,991.7 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.122 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret32 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: T-0" Retaining Wall NS Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project File: Hill Residence - Retaining Walls.ec6 17.09 in 13.15 in 8.40 in 0.2000 in2/ft 0.2383 in2/ft Hill Residence Ret33 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: T-0" Retaining Wall NS 8" w/ #4 @ 12" #5@12in Toe #4@11.11in @ Center On Key #5@ 14.35" Heel Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 7'-6" Hill Residence Ret34 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: T-0" Retaining Wall NS Pp= 720.00#� 2'-7" C Q co O co N Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 358# M Lateral earth pressure due to the soil BELOW water table M Seismic lateral earth pressure Hill Residence Ret35 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 8'-0" Retainina Wall NS Code Reference: Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 480.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 72.000 Total Seismic Force = 648.000 Project File: Hill Residence - Retaining Walls.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret36 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 8'-0" Retaining Wall NS Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.52 OK Design Method = SD Sliding = 1.53 OK Thickness = 8.00 Global Stability = 1.61 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 3,406 Ibs Rebar Placed at = Edge ...resultant ecc. = 15.00 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.863 Soil Pressure @ Toe = 2,368 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 2,500 psf Strength Level Ibs = 2,368.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 3,315 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-# = 7,082.7 Footing Shear @ Toe = 25.9 psi OK Moment..... Allowable = 8,206.3 Footing Shear @ Heel = 20.6 psi OK Allowable = 75.0 psi Shear.....Actual Service Level psi = Sliding Calcs Strength Level psi = 31.9 Lateral Sliding Force 1,871.1 Ibs Shear..... Allowable psi = 82.2 less 100% Passive Force 1,066.7 Ibs Anet (Masonry) in2 = less 100% Friction Force =_ - 1,788.2 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.19 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 3,000.0 Seismic, E 1.000 Fy psi = 60,000.0 SD Hill Residence Ret37 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 8'-0" Retaining Wall NS Project File: Hill Residence - Retaining Walls.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2682 in2/ft (4/3) * As : 0.3576 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.2682 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 2.67 Factored Pressure = 3,315 0 psf Total Footing Width = 4.42 Mu': Upward = 4,047 19 ft-# Footing Thickness = 12.00 in Mu': Downward = 276 2,473 ft-# Mu: Design = 3,772 OK 2,454 ft-# OK Key Width = 8.00 in phiMn = 7,853 7,375ft-# Key Depth = 16.00 in Actual 1-Way Shear = 25.89 20.62 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Toe Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 14.35 in Min. As % = 0.0018 Key Reinforcing = # 4 @ 11.11 in Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: #4@ 11.6 in, #5@ 17.98 in, #6@ 18 in, #7@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.14 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret38 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 8'-0" Retaining Wall NS Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Item Ibs ft ft-# Ibs ft HL Act Pres (ab water tbl) 1,417.5 3.00 4,252.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 453.6 4.50 2,041.2 Total = 1,871.1 O.T.M. = 6,293.7 Resisting/Overturning Ratio = 1.52 Vertical Loads used for Soil Pressure = 3,406.2 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = 1,760.3 3.42 3.42 850.0 2.08 662.6 2.21 133.3 2.33 Moment ft-# 6,014.6 6,014.6 1,770.8 1,463.2 311.1 Total = 3,406.2 Ibs R.M.= 9,559.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret39 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 8'-0" Retaining Wall NS Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) _ Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = Project File: Hill Residence - Retaining Walls.ec6 21.36 in 16.43 in 9.08 in 0.3100 in2/ft 0.2682 in2/ft Hill Residence Ret40 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 8'-0" Retaining Wall NS 8" w/ #5 @ 12" #5@12in @ Toe #4@11.11in @ Center On Key #5@14.35" @ Heel Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 M 2" 8'-0" 3" 8'-6" Hill Residence Ret41 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 8'-0" Retaining Wall NS Pp= 1066.67#4 ::777777- 2'-11" Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 454# Lateral earth pressure due to the soil BELOW water table C Seismic lateral earth pressure Cl) N Hill Residence Ret42 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 5-0" Retainina Wall NS Code Reference: Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height = 5.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 480.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 48.000 Total Seismic Force = 288.000 Project File: Hill Residence - Retaining Walls.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Hill Residence Ret43 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 5-0" Retaining Wall NS Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.65 OK Design Method = SD Sliding = 1.54 OK Thickness = 8.00 Global Stability = 2.05 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,863 Ibs Rebar Placed at = Edge ...resultant ecc. = 9.70 in Design Data - Eccentricity outside middle third fb/FB + fa/Fa = 0.481 Soil Pressure @ Toe = 1,910 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 2,500 psf Strength Level Ibs = 940.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,673 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-#= 1,766.7 Footing Shear @ Toe = 1.0 psi OK Moment..... Allowable = 3,671.3 Footing Shear @ Heel = 9.3 psi OK Allowable = 75.0 psi Shear.....Actual Service Level psi = Sliding Calcs Strength Level psi = 12.5 Lateral Sliding Force 831.6 Ibs Shear..... Allowable psi = 82.2 less 100% Passive Force 300.0 Ibs Anet (Masonry) in2 = less 100% Friction Force =_ - 977.9 Ibs Wall Weight psf = 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 3,000.0 Seismic, E 1.000 Fy psi = 60,000.0 SD Hill Residence Ret44 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 5-0" Retaining Wall NS Project File: Hill Residence - Retaining Walls.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0662 in2/ft (4/3) * As : 0.0883 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.1333 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 2.17 Factored Pressure = 2,673 0 psf Total Footing Width = 2.92 Mu': Upward = 656 35 ft-# Footing Thickness = 12.00 in Mu': Downward = 51 945 ft-# Mu: Design = 605 OK 911 ft-# OK Key Width = 8.00 in phiMn = 7,853 7,375ft-# Key Depth = 6.00 in Actual 1-Way Shear = 1.01 9.34 psi Key Distance from Toe = 0.75 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Toe Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 14.35 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: phiMn = phi*5'lambda*sgrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.76 in2 0.26 in2 tft If two lavers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hill Residence Ret45 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Hill Residence - Retaining Walls.ec6 LIC# : KW-06014520, Build:20.23.2.14 Buker Engineering, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: 5-0" Retaining Wall NS Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Item Ibs ft ft-# Ibs ft HL Act Pres (ab water tbl) 630.0 2.00 1,260.0 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 201.6 3.00 604.8 Total = 831.6 O.T.M. = 1,864.8 Resisting/Overturning Ratio = 1.65 Vertical Loads used for Soil Pressure = 1,862.7 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = 825.2 2.17 2.17 550.0 1.08 437.6 1.46 50.0 1.08 Moment ft-# 1,788.0 1,788.0 595.8 638.2 54.2 Total = 1,862.7 Ibs R.M.= 3,076.2 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.100 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Hill Residence Ret46 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 5-0" Retaining Wall NS Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project File: Hill Residence - Retaining Walls.ec6 17.09 in 13.15 in 8.40 in 0.1333 in2/ft 0.1728 in2/ft Hill Residence Ret47 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 5-0" Retaining Wall NS 8" w/ #4 @ 18" #5@12in @ Toe #5914.35" @ Heel Project Title: Engineer: Project ID: Project Descr: Project File: Hill Residence - Retaining Walls.ec6 5'-6" Hill Residence Ret48 Cantilevered Retaining Wall LIC# : KW-06014520, Build:20.23.2.14 DESCRIPTION: 5-0" Retaining Wall NS Pp= 300.00#� Project Title: Engineer: Project ID: Project Descr: bJU4 Project File: Hill Residence - Retaining Walls.ec6 0410.263 M Lateral earth pressure due to the soil BELOW water table 0 Seismic lateral earth pressure Hill Residence Ret49