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REVIEWED BLD2022-1181+Structural_Calculations+9.6.2022_11.14.55_AM+3091201PROJECT N0. _--_-_- SHEET ( OF_� 1110cINVESTIGATIVE DESIGNER - DATE ENGINEERS, LLC CHECKED BY_ DATE 3605 C ST NE, AUBURN, WA. 98002 RESPONSIVE ACCURATE THOROUGH 253.833.5557(0)1253.033.7309(F) CAUSE 6 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISMI HAZARD ASSESSMENT STRUCTURAL CONSULTATION STRUCTURAL CALCULATIONS CLIENT: STATEWIDE RESTORATION 13450 NORTHEAST 177TH PLACE WOODINVILLE, WA. 98072 REVIEWED PROJECT: FIRDALE VILLAGE II BY FIRE DAMAGE RESTORATION CITY OF EDMONDS 9617 FIRDALE A VE EDMONDS, WA. STRUCTURAL BC INVESTIGATIVE ENGINEERS ENGINEER: 3605 C STREET NE AUBURN, WA. 98002 253.833.5557(o)/253.833.7903 (F) PROJECT NUMBER: 21004 LOCATION/JURISDICTION: CITY OF EDMONDS CODE: 2018 IBC/IEBC LOADS: I. LATERAL LOADS: WIND: SEISMIC: II. VERTICAL LOADS: SNOW, GROUND FLOOR, LIVE III. SOILS 110 MPH @ 3-SECOND GUST B PER LOCAL TOPO I KZT -122.362 LONG 47.778 LAT 1.261 SS 0.496 SI 30 PSF 100 PSF RECEIVED Sep 29 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT MAIN PERMIT: BLD2022-1181 OTHER UNITS: BLD2022-1182 & BLD2022-1183 2,000 PSF, ASSUMED AS ALLOWED BY CODE WIND GOVERNS BY INSPECTION BASED ON LOCATION (SS AND SI) COMPLETE LOSS OF MINI -MART STRUCTURE STOPPING AT FLOOR FULL INTERIOR GUT ALL LEVELS (N) MINI -MART ABOVE (N) OFFICE SPACES NO EXTERIOR COOLERS, ETC. ADD'L LOADS APPLIED TO SOUTH AND NORTH SIDES SO FOUNDATION ANALYSIS COMPLETED SOME OF THE (E) FOUNDATION INADEQUATE SO WILL BE STRENGTHENED (E) POST FOOTINGS AT BASEMENT ALSO INADEQUATE TO BE REPLACED DUE TO FIRE SUPPRESSION DAMAGE & SOME DEFICIENCIES FOR LOADS ALL (N) MAIN FLOOR FRAMING 75/zz 2 N V E S T I G AT I V E PROJECT NO___— — SHEET —OF DESIGNER_--_-- DATE—__--- B ENGINEERS, L LC CHECKED BY---- DATE- 3605 C ST NE, AUBURN, WA, 98002 RESPONSIVE • ACCURATE • THOROUGH 253.833.5557(o)/253.833.7309(F) CAUSE B ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISN/ HAZARD ASSESSMENT STRUCTURAL CONSULTATION LOAD COMPUTATIONS ROOF LOADS DEAD ROOFING - TPO 2 PSF 1/2" PWD/OSB 1.5 PSF SHEATHING -- 5/8" PWD/OSB 2.0 PSF FRAMING PE TRUSSES @ 24" O.C. 3.0 PSF CEILING - (2) 5/8" TYPE X 5.0 PSF MECH/ELECT 0.50 PSF MISC/INSULIN 0.50 PSF TOTAL 14.5 PSF SNOW NO REDUCTION FOR SLOPE 25 PSF TOTAL ROOF LOADS DEAD + SNOW 40 PSF FLOOR LOADS DEAD FLOORING - VARIES OVER 1/2" PWD 3.5 PSF SHEATHING - 3/4" PWD 2.5 PSF FRAMING - PE FLOOR TRUSSES @ 12 4.0 PSF CEILING - 5/8" GCB 2.5 PSF MECH/ELECT 0.50 PSF MISC/INSULIN 1.50 PSF INCL SUSP CLG TOTAL 14.5 PSF LIVE FLOOR 100 PSF TOTAL FLOOR LOADS DEAD + LIVE 115 PSF WALLS DEAD SIDING - WOOD LAP 3.5 PSF SHEATHING - I/2" NOM 1.5 PSF FRAMING - 2X6 @ 16 1.5 PSF FINISHES - 5/8" G WB 5 PSF MECH/ELECT 0.25 PSF MISC/INSULIN 0.25 PSF TOTAL 12.0 PSF 3 N V E S T I G A T I V E F° - E N G I G-T - DA N E S R S,L LC �eecD ar Dare 3605 C IT NE. ADdURN Wa 99002 RESPONSIVE ACCURATE THOROUGH 253 es3 s551{n)i25s. ess'3D9(F) SNOW LOAD ANALYSIS BASED ON ASCE 7-16 INPIILDATA A DESIGN SUMMARY BASIC GROUND SNOW LOAD PG = 30 (ASCE PAGE 81) DESIGN SUMMARY SNOW EXPOSURE FACTOR CE = I (TAB. 7-2, PG 92) PF, ROOF = 21.00 PSF THERMAL FACTOR (0.85 , 1.0 , 1.1 , 1.2) CT = I (TAB. 7-3, PG 95) Pf. OVERHANG 42.00 PSF IMPORTANCE FACTOR I = I (TAB. 7-4, PG 93) PC, VALLEY - 42.00 PSF ROOF SLOPE AROOF = 9.46712 O PF. PARAPET ° 47-37 PSF PARAPET HEIGHT (DRIFT CORNER HEIGHT) HR = 3 FT, SEE FIG. BELOW Ff. DRIFT = 26.57 PSF LENGTH OF THE ROOF UPWIND OF THE DRIFT LO = 41 FT, SEE FIG. BELOW WO = -9.59 FT LENGTH OF THE ROOF DOWNWIND OF THE DRIFT LD = 0 FT DRIFT LOADS NOT REQUIRED OBSTRUCTED SLIPPERY SURFACE ON ROOF(SEc. 7.4, PG 81) p (I=YES, O=No) 0 UNOBSTRUCTED HEIGHT DIFFERENCE FOR ADJACENT ROOFS HE = 0 FT FLAT SNOW LOADS (SEC 7-3, PG 81) PF = 0.7CECT 1 PG = WHERE FF. MIN - FF, GOVERNING - ROOF SNOW LOADS (SEC. 7.4, PG 81) PS = CS PF = WHERE CS = i/ 21.00 PSF 20.00 PSF, (SEC. 7.3.4, PG 81) 21.00 Loon 21.00 PSF PT& PSF, (E0.7-2) Ij�{r(/��/�} C/ , DERIVED FROM FIG 7-2, PAGE 86, AS FOLLOWING TABLE �" ��g� ft1la CT 0.85 OR 1.0 1.1 1.2 UNOBSTRUCTED CS.I CS.3 CS,5 OBSTRUCTED Cs,2 CS,4 CS.6 CS.I = MIN [ (70 - A) / 65, 1.01 FIG, 7-2A DASH LINE CS,3 = MIN [ (70 - A) / 60, 1.01 FIG. 7-2B DASH LINE CS,2 = MIN [ (70 - A) / 40, 1.0] FIG. 7-2A SOLID LINE CS 4 = MIN [ (70 - A) / 32.5, 1.01 FIG. 7-2B SOLID LINE CS,5 = MIN [ (70 - A) / 55, 1.01 FIG. 7-2C DASH LINE CS 6 = MIN [ (70 - A) / 26, 1.01 , FIG. 7-2C SOLID LINE $NO.W_LOADS-AT OVERHANG. VALLEY-MOLPARAFFMCORNM PF, OVERHANG - 2 PS = 42.00 PSF, (SEc.7.4.5, PG 82) PF, VALLEY - CV PF = 42.00 PSF, (SEC.7.6.3, PG 82) WHERE Cv = 2 / CE = 2.00 (FIG. 7-6, PG 88) PF, PARAPET - CD PS = MIN[G(HO + HB), GHR] - 47.37 PSF, (SEC.7.7.1, PG 83) WHERE Y = MIN(0.13PG+ 14, 50) = 17.90 PCF, (7-4) Ha = PS / Y = 1.17 FT, (SEC. 7.1) Hc = HF - Hs = -1.17 FT, (FIG. 7.8) H, / HB = -1.00 < OR = 0.2, (SEC.7.7.1) DRIFT LOADS NOT REQUIRED HD = 0.75 [0.43(LD)v3(PG+ 10)", - 1.5] FOR DOWNWARD ROOF GOVERNING DRIFT HEIGHT - 1.47 FT, (SEc.7.8 8 FIG.7-9) _ -0.84 = 1.47 4HO = 5.89 FT, FOR HD<HG }r WD 4HD' / HD = -7.40 FT, FOR HD>HD (SEc.7.7.1, PG 83) WD,MAX = 8 HG = -9.39 FT WD e0-1- = -9.39 FT NOTE: WHERE FLAT ROOF SNOW LOADS EXCEED 30 PSF, THE SEISMIC DEAD LOAD SHALL INCLUDE 20% DESIGN SNOW LOAD. (IBC 2006 1617.5.1) I N V E S T I G A T I V E PROJECT N0 - SHE ET OF E N G I N E E R S, L LC CHECKED Br DATK 3605 C ST NE, AU..... WA 96DDI RESPONSIVE - THOROUGH d53.3."",CUz5s ass 7 .", SNOW LOAD ANALYSIS BASED ON ASCE 7-16 INPUT DATA IN DESIGN SUMMARY BASIC GROUND SNOW LOAD SNOW EXPOSURE FACTOR THERMAL FACTOR (0.85 , 1.0 , 1.1 , 1.2) IMPORTANCE FACTOR ROOF SLOPE PARAPET HEIGHT (DRIFT CORNER HEIGHT) LENGTH OF THE ROOF UPWIND OF THE DRIFT LENGTH OF THE ROOF DOWNWIND OF THE DRIFT OBSTRUCTED SLIPPERY SURFACE ON ROOF(SEC. 7.4, PG 81) ? (I=YES, O=No) HEIGHT DIFFERENCE FOR ADJACENT ROOFS IE FLAT SNOW LOADS (SEC 7.3, PG 81) PF = 0.7CECT 1 PG = WHERE PF, MIN - PF. GOVERNING - ROOF SNOW LOADS (SEC. 7,4, PG 81) Ps = CS PF = WHERE CS = 21.00 PSF 20.00 PSF, (SEC: 7.3.4, PG 81 21.00 PSF PG = 30 (ASCE PAGE 81) GN StMmRY CE = I (TAB. 7-2, PG 92) PP. ROOF = 21.00 PSF CT = I (TAB. 7-3, PG 93) PP. OVERHANG 42.00 PSF I = I (TAB. 7-4, PG 93) PP. VALLEY - 42.00 PSF AROOF = 9.46712 O PP. PARAPET - 0.00 PSF HR = 0 FT, SEE FIG. BELOW P.. DRIFT = 32.66 PSF LO = 60 FT, SEE FIG. BELOW WD = 7.30 FT LE = 60 FT DRIFT LOAD NEEDS TO BE CONS/DER` 0 UNOBSTRUCTED HF 10 FT �f 33 to $ � 21.00 PSF, (E0.7-2) I O00 r)FRIVFD FROM FIf, 7-2. PAGF 86. AS FOLLOWING TABLE CT 0.85 OR 1.0 1.1 1.2 UNOBSTRUCTED I CS,I CS.3 CS.5 OBSTRUCTED I CS,2 CS.l, CS.6 CS,I = MIN [ (70 - A) / 65, 1.01 , FIG. 7-2A DASH LINE CS,3 = MIN [ (70 - A) / 60, 1.01 , FIG. 7-2B DASH LINE CS,2 = MIN [ (70 - A) / 40, 1.0] FIG. 7-2A SOLID LINE CS 4 = MIN [ (70 - A) / 32.5, 1.01 . FIG. 7-2B SOLID LINE CS,5 = MIN [ (70 - A) / 55, 1.01 , FIG. 7-2C DASH LINE CS,6 = MIN [ (70 - A) / 26, 1.0] FIG. 7-2C SOLID LINE PF, OVERHANG - 2 Ps = 42.00 PSF, (SEC.7.4,5, PG 82) PF, VALLEY - CV PF = 42.00 PSF, (SEC,7.6.3, PG 82) WHERE Cv = 2 / CE = 2.00 (FIG. 7-6, PG 88) PF, PARAPET - CD Ps = MIN[G(HD + HB), GHR] - 0.00 PSF, (SEC.7.7.1, PG 83) WHERE Y = MIN(0.13PG+ 14, 30) = 17.90 PCF, (7-4) HB = PS / Y = 1.17 FT, (SEC. 7.0 HG = HF - HB = 8.83 FT, (FIG. 7,8) HE / HB = 7.52 > 0.2, (SEC.7.7.1) DRIFT LOAD NEEDS TO BE CONSIDERED HD = 0.75 [0.43(LD)1/3(PG+ 10PE - 1.51 FOR DOWNWARD ROOF GOVERNING DRIFT HEIGHT 1.82 FT, (SEC.7.8 & FIG.7-9) = 1.53 = 1.82 4HD = 7.30 FT, FOR HD<HG WO - 4HDz / HE = 1.51 FT, FOR HD>HD (SEC.7.7.1, PG 83) WD,MAX = 8 HG = 70.61 FT WO, GOVERNING = 7.30 FT NOTE : WHERE FLAT ROOF SNOW LOADS EXCEED 30 PSF, THE SEISMIC DEAD LOAD SHALL INCLUDE 20% DESIGN SNOW LOAD. (IBC 2006 1617.5.1) r ASCE Seismic Base Shear Firdale II Risk Category Risk Category of Building or Other Structure Seismic Importance Factor mile: Calls for Full Rebuild .e6 Software coovrtaht ENERCALC, INC.1983-2020, Build:12.20.5.17 "II" : All Buildings and other structures except those listed as Category I, III, and IV Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.5-1 ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude = 47.804 deg North SS = 1.261 g, 0.2 sec response Longitude = 122.371 deg West S 1 - 0.4960 g, 1.0 sec response Location: Edmonds, WA 98020 Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SIDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. Site Class, Site Coeff. and Design Category Site Classification "D" :Shear Wave Velocity 600 to 1,200 fUsec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-16 Table 11.4-1 & 11,4-2 (using straight-line interpolation from table values) Fv = 1.90 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.261 ASCE 7-16 Eq. 11.4-1 S M1 = Fv * S1 = 0.940 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS S MS2f3 = 0.841 ASCE 7-16 Eq. 11.4-3 S D1 S Mt 213 = 0.627 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System Bearing Wall Systems 15.Light-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Id' h ' ht L• 't s Response Modification Coefficient " R " = 6.50 Bi u ing eig . , System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "C" Limit: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 12.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.129 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec Building Period " Ta " Calculated from Approximate Method selected " Cs " Response Coefficient S pS: Short Period Design Spectral Response = 0.841 From Eq. 12.8-2, Preliminary Cs " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed " I " : Seismic Importance Factor - 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than User has selected ASCE 12.8.1.3 : Regular structure, Cs :Seismic Response Coefficient = Less than 5 Stories and with T <<= 0.5 sec, SO Ss <=1.5 for Cs calculation ASCE 7-16 Section 12.8.2 Use ASCE 12.8-7 = 0.129 sec ASCE 7-16 Section 12.8.1.1 0.129 0.748 0.037 0.1293 ASCE Seismic Base Shear Seismic Base Shear Software copyright ENERCALC, INC. 19D2020, Build:12.20.5.17 ASCE 7-16 Section 12.8.1 Cs = 0.1293 from 12.8.1.1 W ( see Sum Wi below) = 66.00 k Seismic Base Shear V = Cs * W = 8.54 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... _ Level # Wi: Weight Hi : Height (Wi * Hi"k) Cvx Fx=Cvx * V Sum Story Shear _ Sum Story Moment 2 42.00 19.00 798.00 0.8061 6.88 6.88 0.00 1 24.00 8.00 192.00 0.1939 1.66 8.54 75.69 Sum Wi = 66.00 k Sum Wi * Hi = 990.00 k-ft Total Base Shear = 8.54 k Base Moment = 144.0 k-ft Diaphragm Forces : Seismic Design Category " B" to " F" ASCE 7-16 12. 10. 1.1 Level # Wi R Sum Fi Sum Wi Fpx: Calcd Fpx : Min Fpx: Max Fpx Dsgn. Force 2 42.00 6.88 6.88 42.00 6.88 7.06 14.12 7.06 7.06 1 24.00 1.66 8.54 66.00 3.10 4.04 8.07 4.04 4.04 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum R ....................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * S IDS * Wpx MAX Req'd Force @ Level ........ 0.40 * S os I * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level WIKD q INX jN Ulm� elPrPs� Cyr CAL 11q2 pr- 9-0 pe--31 , kn &It- At . 12N-1 ) D te-L/hf, �fAAK H/5 Dlmejqo�\j (Z&fK) r in iJ-�- C�o 11= NI>Z20 7 0 �rrirI�- CI 0Q� �11 r�C�c+cnh) 611 Rohi-CUIMI-25- 0 [OIN UINP 61 "m )sf?, o, �o(�� - �,��' P6 51 r� �5rfl�Ch��17'L�Au� ��j `��S�icS�lc ►�,Au-��"S U � . y�rJ I 1 QJtA 5' r, pf�2?6 MA= 2 -� Wr- q-2-MD L-------------------------------------------------------- I DDD� vwymsAtc - - - - - - - e l b r +. �tUD Zq !?mm- lD ,w No 2D' --70 aENA.ND WORKSHEET a(,C)o-o/Ow LINE TRIB (FT) LOAD (LBS) WALLS AVAILABLE TOTAL LENGTH (FT) LINE LOAD (PLF) PLATE HT (FT) O/T GROSS (LBS) RESIST (LBS) NET (LBS) C— III Ito let3— �r G t(Sb u� ^ Q r e , 01W �,SXO C7`'� -qfr �,pp- 1� �1 (2 PET� D' iA5(2) = �0 1' ID �` elf D � rzH- lI c o P SDI,. 5q P 7 o / 2-I,o�Qf lS� 2 �c Q�j� 7i IV) z qo $J �L°vc l�� ZPo P Ql°�Z�vz c,2c) "Z� prz- Il" jsw C i/ c wC�Wj 5 0/ K ----------------------- 1�2 253.833.5557 (0) Project No. Sheet of INVESTIGATIVE 253.833.7309 M Designer Date 888.335.5557 (T) ENGINEERS LLC C STREET N.E. Checked By Date , RESPONSIVE • ACCURATE • THOROUGH 3605 AUBURN, WA.98002 Revisions Date �a3�13� t�3oC �►�)) t �a3o �i� gyp) 0 zID/g0o V'�Wq4p' [c ►U) If uq - �oJ ( 1t,A lq2 80 ,W" §Z/lv CAUSE &ORIGIN • RESTORATION DESIGN -DUE DILIGENCE -CONSTRUCTION DEFECT • STRUCTURAL CONSULTINGISEISMICREHABILITATION -CODE ANALYSIS FOR: TITLE: BCIEJOB NO. ICI FlFe_*.CA for Full Rebuild (21004).ec6 Wood Beam SoflwarecwvriohlENERCALC, INC.1983-2020, Build:12.20.5.17 DESCRIPTION: PET1 - Loads Only CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend-xx 2200ksi Fc - Prll 3200 psi Eminbend - xx 1110 ksi Wood Species : Louisiana Pacific Fc - Perp Fv 750 psi 290 psi Wood Grade : Solid Start LVL 3100Fb-2.2E Ft 1800psi Density 28.72pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase �(0�08c 0.048,0 09-61 D(0.03) S(0.05) 5.250, 16.000 Span = 36.0 ft Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Load for Span Number 1 Uniform Load : D = 0.030, S = 0.050, Tributary Width =1.0 ft, (Roof) Varying Uniform Load : S= 0.0->0.0480 klft, Extent = 31.0 -->> 36.0 ft, Trib Width =1.0 ft, (Snow Drift) Load for Span Number 2 Uniform Load : D = 0.030 , Tributary Width =1.0 ft, (Roof) Varying Uniform Load : S= 0.0480->0.0960 klft, Extent = 0.0 - > 5.0 ft, Trib Width =1.0 ft, (Snow Drift) DESIGN SUMMARY Maximum Bending Stress Ratio - 0.17R 1 Section used for this span 5.250x16.000 663.15psi 3,707.60psi Maximum Shear Stress Ratio Section used for this span Load Combination +D+S Location of maximum on span - 17.497ft Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.455 in Ratio = Max Upward Transient Deflection -0.189 in Ratio = Max Downward Total Deflection 0.732 in Ratio = Max Upward Total Deflection -0 306 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i Cr D Only Length = 36.0 ft 1 0.086 0.035 0.90 1.000 1.00 1.04 Length = 5.0 ft 2 0.007 0.035 0.90 1.000 1.00 1.04 +D+S 1.000 1.00 1.04 Length = 36.0 ft 1 0.179 0.077 1.15 1.000 1.00 1.04 Length = 5.0 ft 2 0.020 0.077 1.15 1.000 1.00 1.04 Load Combination Location of maximum on span Span # where maximum occurs 949 >=240 636 >=240 590 >=180 392 >=180 Cm Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values 0.077 : 1 5.250x16.000 25.81 psi 333.50 psi +D+S 34.793 ft Span # 1 Shear Values M fb Fb V fv Fv 0.00 0.00 0.00 0.00 467 250.41 2901.60 0.51 9.18 261.00 037 20.09 2901.60 0.11 9.18 261.00 0.00 0.00 0.00 0.00 12.38 1.37 is Wood Beam Software copynght ENERCALC, INC. 1983.2020, Build:12.20.5.17 DESCRIPTION: PET1 - Loads Only Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C Fn/ C i Cr C m C t C L M +D+0.750S 1 000 1.00 1.04 1.00 1.00 1.00 Length = 36.0 ft 1 0.151 0.065 1.15 1.000 1.00 1.04 1.00 1.00 1.00 10.45 Length = 5.0 ft 2 0.016 0.065 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.12 +0.60D 1.000 1.00 1.04 1.00 1.00 1.00 Length = 36.0 ft 1 0.029 0.012 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.80 Length = 5.0 ft 2 0.002 0.012 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0,22 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.7317 17.899 2 0.0000 17.899 +D+S Vertical Reactions Support notation : Far left is #1 veral MA imun Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support 1 Support 2 Support 3 1.407 2.103 0.878 1.402 0.530 0.700 1.407 2.103 1.188 1.752 0.318 0.420 0.878 1.402 fb F'b 0.00 559.96 3707.60 60.27 3707.60 0.00 150.24 5158.40 12.05 5158.40 Shear Values V fv F'v 0.00 0.00 0.00 1.21 21.65 333.50 0.33 21.65 333.50 0.00 0.00 0.00 0.31 5.51 464.00 0.07 5.51 464.00 Max. "+" Defl Location in Span 0,0000 0.000 -0.3055 5.000 Values in KIPS rb Wood Beam DESCRIPTION: R1 - (N) Rafters CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2018 Fb Fc - Prll Wood Species : Hem -Fir Fc - Perp Wood Grade ; No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling S(0.078.0) 202 Span = 16-0 ft ��Eks for Fug Re u1 1004)_.� i Software coovriaht ENERCALC, INC.19n2020, Build:12.20.5.17 975.0 psi E : Modulus of Elasticity 975.0 psi Ebend- xx 1,500.0 ksi 1,350.0 psi Eminbend - xx 550.0 ksi 405.0 psi 150.0 psi 625.0 psi Density 26.840pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.030, S = 0.050 , Tributary Width =1.0 ft, (Roof) Varying Uniform Load : S= 0.0780->0.0 klft, Extent = 0.0 -->> 16.0 ft, Trib Width =1.0 ft, (Snow Drift) DESIGN SUMMARY Maximum Bending Stress Ratio = 1.1231 Maximum Shear Stress Ratio = 0.469 : 1 Section used for this span 2x12 Section used for this span 2x12 1,448.49psi = 80.93 psi 1,289.44psi = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.591 ft Location of maximum on span = 0.000 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.495 in Ratio = 388>=180 Max Upward Transient Deflection 0,000 in Ratio = 0 <180 Max Downward Total Deflection 0.661 in Ratio = 290>=90 Max Upward Total Deflection 0.000 in Ratio = 0 <90 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.361 0.140 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.09 1009.13 0.21 18.84 135.00 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 1.123 0.469 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.82 1,448.49 1289.44 0.91 80.93 172.50 +D+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.913 0.379 1.15 1,000 1.00 1.15 1.00 1.00 1.00 3.10 1,177.15 1289.44 0.74 65.41 172.50 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.122 0.047 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.58 218.45 1794.00 0.13 11.31 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +p+S t 0.6613 7.942 0.0000 0.000 0- Wood Beam DESCRIPTION: R1 - (N) Rafters Vertical Reactions Load Combination Overall MAXmum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support notation : Far left is #1 Software copyright ENERCALC, INC.19a2020, Build:12.20.5.17 BC Investigative Enginz; Values in KIPS Support 1 Support 2 1.056 0.848 0.816 0.608 0.240 0.240 1.056 0.848 0.852 0.696 0.144 0.144 0.816 0.608 (9 File: Calcs for Full Rebuild (21004).ec6 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.5,17 DESCRIPTION: H1 - (N) Storefront Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 A, 5 �-7� Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb 1850 psi Ebend-xx 1800ksi Fc Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F-V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.35) S(0.7) 5.5x9.5 Span = 11.0 ft Applied Loads Uniform Load : D = 0.350, S = 0.70 , Tributary Width =1.0 ft, (PET1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.835 1 Section used for this span 5.5x9.5 M �.n Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span = 2,303.60psi = 2,760.00psi Load Combination +D+S Load Combination Location of maximum on span = 5.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.328 in Ratio = 402>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.492 in Ratio = 268>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values M C CC C C C C M fb Segment Length Span # V d FN i r m t L D Only Length =11.0 ft 1 0.355 0.200 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.29 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.835 0.469 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.88 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.0 ft 1 0.696 0.390 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.23 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.120 0.067 1.60 1,000 1.00 1.00 1.00 1.00 1.00 3.18 Overall Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination +D+S 1 0.4919 5.540 000 767.87 2160.00 000 2,303.60 2760.00 000 1,919.67 2760.00 000 460.72 3840.00 0.469 :1 5.5x9.5 142.80 psi 304.75 psi +D+S 10.237 ft Span # 1 Shear Values V fV F'V 0.00 0.00 0.00 1.66 47.60 238.50 0.00 0.00 0.00 4.97 142.80 304.75 0.00 0.00 0.00 4.15 119.00 304.75 0.00 0.00 0.00 0.99 28.56 424.00 Max. 'W' Defl Location in Span 0.0000 0.000 Wood Beam DESCRIPTION: H1 - (N) Storefront Header Vertical Reactions Load Combination Overall MAXIMUM Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support 1 5.775 3.850 1.925 5.775 4.813 1.155 3.850 Support notation : Far left is #1 Support 2 5.775 3.850 1.925 5.775 4.813 1.155 3.850 C°l File: Calcs for Full RebuiltT(2i004).ec6 Software copyright ENERCALC, INC.1983.2020, Build:12.20.5.17 BC Investigative Engineers Values in KIPS ,ZU Wood Beam - - - - - File: Calcs for Ful Rebuuii i�).ee - Software copynght ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTION: H2 - (N) Interior Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 _ Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood �o ;ces Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Gra:.k, ; No.2 Ft 525 psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.075,0.06) S(0.175,0.14) 4x8 Span = 6.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load D= 0.0750->0.060, S= 0.1750->0.140 klft, Extent = 0.0 ->> 6.0 ft, Trib Width =1.0 ft, (R11R2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3121 Section used for this span 4x8 396.39 psi 1,270.75 psi Maximum Shear Stress Ratio Section used for this span Load Combination +D+S Location of maximum on span = 2.934ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.046 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Load Combination Location of maximum on span Span # where maximum occurs 2251>=240 0 <240 1576 >=180 0 <180 Cm C t CL Length = 6.0 ft 1 0.120 0.073 0.90 1.300 1.00 1.00 1.00 1.00 1.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.312 0.190 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 it 1 0.257 0.157 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.040 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections _ Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0457 3.000 M fb Fb 0.00 0.30 118.92 994.50 0.00 1.01 396.39 1270.75 0.00 0.84 327.03 1270.75 0.00 0.18 71.35 1768.00 0.190 : 1 4x8 32.73 psi 172.50 psi +D+S 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.17 9.82 135.00 0.00 0.00 0.00 0.55 32.73 172.50 0.00 0.00 0.00 0.46 27.00 172.50 0.00 0.00 0.00 0.10 5.89 240.00 Max. "+" Defl Location in Span 0.0000 0.000 ME Wood Beam DESCRIPTION: H2 - (N) Interior Header Vertical Reactions Load Combination Overall MAxmum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only File: Oaks for Full Rebuild (21 0 Software copyright ENERCALC, INC.1983.2020, Build:12.20.5.17 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.700 0.650 0.490 0.455 0.210 0.195 0.700 0.650 0.578 0.536 0.126 0.117 0.490 0.455 LEM L = Z/f-p - I PE T"z �- A P i1 2� 253.833.5557 (0) Project No. Sheet of INVESTIGATIVE 253.833.7309 (F) Designer Date BCENGINEERS, LLC 888.335.5557 (T) 3605 C STREET N.E. Checked By Date RESPONSIVE • ACCURATE • THOROUGH AUBURN, WA.98002 Revisions Date U 1040 lZo/ �$eD a � c(to(tco] 61 5".�5 it + pk;rl + O�r Ww i Y 7r- -,,I- Sl+ ��0l ZY,to i:qO/Ltpw TV cO C S� '-?bD(? Cam- ve) o- l20 v3b =Z-?O,ecv LSA) } MF I,&66D et- r C4)��')cJ 3I h/6 CAUSE &ORIGIN • RESTORATION DESIGN • DUE DILIGENCE• CONSTRUCTION DEFECT • STRUCTURAL CONSULTINGISEISMIC REHABILITATION • CODE ANALYSIS FOR: TITLE: BCIEJOB NO. 2�_ ETe: CAA for Full RR�d 0a4J:ec6 Wood Beam Software copyrightENERCALC,INC. 19B32020 Build:12.20.5.17 DESCRIPTION: A - (E) Joists (FOR LOADS ONLY) J CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties _ Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination iBC 2018 Fb - 1,000.0 psi Ebend-xx 1,700.Oksi Fc Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species Douglas Fir -Larch Fc Perp Fv 625.0 psi 180.0 psi Wood Grade No.1 Ft 675.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0 015) I (0 1 ) 202 Span = 16.0 ft Applied Loads Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width =1.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 1.2141 Section used for this span 2x12 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span 1,395.67 psi - 1,150.00psi Load Combination +D+L Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.490 in Ratio = 391 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.564 in Ratio = 340>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C i C r C m C t C L D Only Length =16.0 ft 1 0.176 0.058 0.90 1.000 1.00 1.15 1.00 1.00 1.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 Length =16.0 ft 1 1.214 0.401 1.00 1.000 1.00 1.15 1.00 1.00 1.00 +D+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 Length =16.0 ft 1 0.760 0.251 1.25 1.000 1.00 1.15 1.00 1.00 1.00 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 Length =16.0 ft 1 0.059 0.020 1.60 1.000 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.5637 8.058 Moment Values 0.401 : 1 2x12 72.23 psi 180.00 psi +D+L 15.066 ft = Span # 1 M fb Fb 048 182.04 1035.00 0.00 3.68 1,395.67 1150.00 0.00 2.88 1,092.27 1437.50 0.00 0.29 109.23 1840.00 Shear Values V fv F'v 0.00 0.00 0.00 0.11 9.42 162.00 0.00 0.00 0.00 0.81 72.23 180.00 0.00 0.00 0.00 0.64 56.53 225.00 0.00 0.00 0.00 0.06 5.65 288.00 Max. "+" Defl Location in Span 0.0000 0.000 26 Wood Beam DESCRIPTION: J1 - (E) Joists (FOR LOADS ONLY) Vertical Reactions Load Combination gall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Flew. -Calm -Er -Full Rebuild (10 ).e Software co Oohl ENERCALC. INC.1983-2020, Build:12.20.5.17 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.920 0.920 0.800 0.800 0.120 0.120 0.920 0.920 0.720 0.720 0.072 0.072 0.800 0.800 2�- Wood Beam DESCRIPTION: PET2 - Loads Only CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2018 Fb - Fc - Prll Wood Species ; Boise Cascade Fc - Perp Wood Grade ; Versa Lam 2800 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.015) L(0 1) 2.6875x11-875 Span = 20.0 ft mile: Catcs or Full RebuiFc1(21004j,ec6 Software coovnaht ENERCALC, INC.1983-2020, Build:12.20.5.17 2,800.0 psi E : Modulus of Elasticity 2,800.0 psi Ebend- xx 2,000.0 ksi 3,000.0 psi Eminbend - xx 1,036.83 ksi 750.0 psi 285.0 psi 2,100.0 psi Density 41.760 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width =1.0 ft, (Floor) DESIGN SUMMARY ' - ` ' ' Maximum Bending Stress Ratio = 0.3751 Maximum Shear Stress Ratio = 0.172 : 1 Section used for this span 2.6875x11.875 Section used for this span 2.6875x11.875 = 1,092.20 psi = 48.91 psi = 2,912.00psi = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.483 in Ratio = 497>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.555 in Ratio = 432>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C in C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.054 0.025 0.90 1.000 1.00 1.04 1.00 1.00 1.00 0.75 142.46 2620.80 014 6.38 256.50 +D+L 1.000 1.00 1.04 1.00 1.00 1.00 0.00 000 0.00 0.00 Length = 20.0 It 1 0.375 0.172 1.00 1.000 1.00 1.04 1.00 1.00 1.00 5.75 1,092.20 2912.00 104 48.91 285.00 +D+0.750L 1.000 1.00 1.04 1.00 1.00 1.00 0.00 000 000 0.00 Length = 20.0 ft 1 0.235 0.107 1.25 1.000 1.00 1.04 1.00 1.00 1.00 4.50 854.77 3640.00 081 3828 356.25 +0.60D 1.000 1.00 1.04 1.00 1.00 1.00 0.00 000 000 0.00 Length = 20.0 ft 1 0.018 0.008 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.45 85.48 4659.20 008 383 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.5552 10.073 0.0000 0.000 M Wood Beam DESCRIPTION: PET2 - Loads Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Support notation : Far left is #1 Support 1 Support 2 1.000 1.000 0.150 0.150 1.150 1.150 0.900 0.900 0.090 0.090 1.000 1.000 File: a cs forFull Software copynghl ENERCALC, INC.198: Values in KIPS Build:12.20.5.17 Z� File: Calcs for Full Rebuff d (2100d)'_& Wood Beam N, ,-InvesUgative Soflwarecopyright ENERCALC,INC. 1983-2020,Build:12.20.5.17 Engineers DESCRIPTION: B1 - (N) Beam single 8' span loads only CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 S►ItiG�F/� Load Combination Set: IBC 2018 �� - -' Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 2400 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species : DF/DF Fc Perp Fv 650 psi Ebend- yy 1600ksi 265 psi Eminbend - yy 850ksi Wood Grade : 24F-V8 Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.2) 1_(0.8) D(0.2�L(0.8) D(0.265� S(0-35) s D(0.265) S(0-3� 5) 5.5x9.5 5.5x9.5 „ Span =80ft Span =10.0ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.2650, S = 0.350 , Tributary Width =1.0 ft, (Grid A Roof) Uniform Load : D = 0.20, L = 0.80 , Tributary Width =1.0 ft, (Grid A Floor) Load for Span Number 2 Uniform Load : D = 0.2650, S = 0.350 , Tributary Width =1.0 ft, (Grid A Roof) Uniform Load : D = 0.20, L = 0.80 , Tributary Width =1.0 ft, (Grid A Floor) DESIGN SUMMARY Service loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio = 0.8031 Maximum Shear Stress Ratio Section used for this span 5.5x9.5 Section used for this span = 1,926.65psi = 2,400.00psi Load Combination +D+L Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio = 929>=360 Max Upward Transient Deflection -0.004 in Ratio = 21899>=360 Max Downward Total Deflection 0.214 in Ratio = 560>=240 Max Upward Total Deflection -0.007 in Ratio = 13197>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length = 8.0 ft 1 0.328 0.295 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 2 0.328 0.295 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.803 0.722 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 2 0.803 0.722 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.450 0.404 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 2 0.450 0.404 1.15 1.000 1.00 1.00 1.00 1.00 1.00 N-Rinn C = 0.722 : 1 5.5x9.5 191.31 psi 265.00 psi +D+L 8.000 ft Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 488 708.21 2160.00 2.45 70.32 238.50 488 708.21 2160.00 2.45 70.32 238.50 0.00 0.00 0.00 0.00 13.28 1,926.65 2400.00 6.66 191.31 265.00 13.28 1,926.65 2400.00 6.66 191.31 265.00 0.00 0.00 0.00 0.00 856 1,241.28 2760.00 4.29 123.25 304.75 856 1,241.28 2760.00 4.29 123.25 304.75 30 Wood Beam File Calcs for Full Rebuild (21004j.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12,20.5.17 DESCRIPTION: B1 - (N) Beam single 8' span loads only Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.541 0.486 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.18 Length =10.0 ft 2 0,541 0.486 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.18 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.733 0.659 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.94 Length =10.0 ft 2 0.733 0.659 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.94 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.111 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,93 Length =10.0 ft 2 0.111 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 Overall Maximum Deflections _ Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0436 2.950 +D+0.750L40.750S +D+0.750L+0.750S 2 0.2142 5.587 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.568 15.084 5.2 4 Overall MlNimum 0.941 3.977 1.383 D Only 1.250 5.284 1.837 +D+L 3.400 14.374 4.997 +D+S 2.190 9.260 3.219 +D+0.750L 2.862 12.101 4.207 +D+0.750L+0.750S 3.568 15.084 5.244 +0.60D 0.750 3.170 1.102 L Only 2.150 9.090 3.160 S Only 0.941 3.977 1.383 fb F'b 0.00 1,622.04 3000.00 1,622.04 3000.00 0.00 2,021.84 2760.00 2,021,84 2760.00 0.00 424.93 3840.00 424.93 3840.00 Shear Values V fv F'v 0.00 0.00 0.00 5.61 161.06 331.25 5.61 161.06 331.25 0.00 0.00 0.00 6.99 200.76 304.75 6.99 200.76 304.75 0.00 0.00 0.00 1.47 42.19 424.00 1.47 42.19 424.00 Max. Y' Defl Location in Span -0.0073 7.240 0.0000 7.240 Values in KIPS �1 Wood Beam DESCRIPTION: B2 - (N) Beam @ (2) Spans CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade ; Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.27� L(1.8) 5 25x11.875 Span = 12.0 ft Applied Loads Load for Span Number 1 Uniform Load: D = 0.270, L =1.80 , Tributary Width =1.0 ft, (Grid B Floor; Load for Span Number 2 Uniform Load: D = 0.270, L =1.80 , Tributary Width =1.0 ft, (Grid B Floor; DESIGN SUMMARY File: Calcs for cull Re --al 1b04).ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.17 � ll 2900 psi E : Modulus of Elasticity 2900 psi Ebend- xx 2200 ksi 2900 psi Eminbend - xx 1118.19 ksi 750 psi 290 psi 2025psi Density 45.07pcf D(0.27� L(1.8) 5-25x11.875 Span = 8.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.991. 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 2,875.03psi - 2,900.00psi Load Combination +D+L Load Combination Location of maximum on span = 12.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.280 in Ratio = 513>=360 Max Upward Transient Deflection -0.019 in Ratio = 5426>=360 Max Downward Total Deflection 0.322 in Ratio = 446>=240 Max Upward Total Deflection -0.022 in Ratio = 4718>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios moment vawes Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb D Only 0.00 Length = 12.0 ft 1 0.144 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.86 375.00 2610.00 Length = 8.50 ft 2 0.144 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3,86 375.00 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 12.0 ft 1 0.991 1.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 29.56 2,875.03 2900.00 Length = 8.50 ft 2 0.991 1.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 29.56 2,875.03 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =12.0 ft 1 0.621 0.672 1.25 1.000 1.00 1.00 1.00 1.00 1.00 23.14 2,250.02 3625.00 Length = 8.50 ft 2 0.621 0.672 1.25 1.000 1.00 1.00 1.00 1.00 1.00 23.14 2,250.02 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =12.0 ft 1 0.048 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.31 225.00 4640.00 1.074 1 5.25x11.875 311.36 psi 290.00 psi +D+L 11.061 ft Span # 1 Shear Values V fv Fv 0.00 0.00 0.00 1.69 40.61 261.00 1.34 40.61 261.00 0.00 0.00 0.00 12.94 311.36 290.00 1031 311.36 290.00 0.00 0.00 0.00 10.13 243.67 362.50 8.07 243.67 362.50 0.00 0.00 0.00 1.01 24.37 464.00 5f Wood Beam KW-06010541 DESCRIPTION: B2 - (N) Beam @ (2) Spans —File'. Ca cs for Full Rebui d 04).ec6 Software copYri-qhtENERCALC, INC.19n2020, Build:12,20.5.17 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b Length = 8.50 ft 2 0.048 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.31 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.3223 5.363 +D+L 2 0.0177 6.031 +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 9.956 27.159 5.320 Overall MINimum 8.658 23.616 4.626 D Only 1.299 3.542 0.694 +D+L 9.956 27.159 5.320 +D+0.750L 7.792 21.255 4.163 +0.60D 0.779 2.125 0.416 L Only 8.658 23.616 4.626 Shear Values V fv F'v 225.00 4640.00 0.81 24.37 464.00 Max. "+" Defl Location in Span 0.0000 0.000 -0.0216 1.472 Values in KIPS 3� Wood Beam DESCRIPTION: B2 - (N) Beam @ Single Span w12' Cant CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade ; Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.27) L(1.8) 5 25x11.875 Span =11.0ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.270, L =1.80 , Tributary Width =1.0 ft, (Grid B Floor Load for Span Number 2 Uniform Load: D = 0.270, L =1.80 , Tributary Width =1.0 ft, (Grid B Floor DESIGN SUMMARY File: Cal6j-for Full Rebui d 1004j.ec6 Software copyright ENERCALC, INC.1983-2020 Build:12.20.5.17 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.0 ksi 2,900.0 psi Eminbend - xx 1,118.19ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf FD(0.27 L(1.8 )� 5.25x11.875 Span =3.0ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio - 0.900 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 2,608.77psi 2,900.00psi Load Combination +D+L Location of maximum on span = 5.101 ft Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.305 in Ratio = Max Upward Transient Deflection -0.206 in Ratio = Max Downward Total Deflection 0.351 in Ratio = Max Upward Total Deflection -0.237 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 432 >=360 348 <360 375 >=240 302 >=240 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb D Only 0.00 Length =11.0 ft 1 0.130 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.50 340.27 2610.00 Length = 3.0 ft 2 0.045 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.22 118.16 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =11.0 ft 1 0.900 0.846 1.00 1.000 1.00 1.00 1.00 1.00 1.00 26.82 2,608.77 2900.00 Length = 3.0 ft 2 0.312 0.846 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.32 905.92 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =11.0 ft 1 0.563 0.530 1.25 1.000 1.00 1.00 1.00 1.00 1.00 20.99 2,04164 3625.00 Length = 3.0 ft 2 0.196 0.530 1.25 1.000 100 1.00 1.00 1.00 1.00 7.29 708.98 3625.00 +0.60D 1.000 1.00 100 1.00 1.00 1.00 0.00 Length = 11.0 ft 1 0.044 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 204.16 4640.00 0.846 : 1 5.25x11.875 245.33 psi 290.00 psi +D+L 10.017 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 1.33 32.00 261.00 0.54 32.00 261.00 0.00 0.00 0.00 10.20 245.33 290.00 4.16 245.33 290.00 0.00 0.00 0.00 7.98 192.00 362.50 3.26 192.00 362.50 0.00 0.00 0.00 080 19.20 464.00 3q File. Calcs for Full Rebuild (21004).ec6 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.17 DESCRIPTION: B2 - (N) Beam @ Single Span wl2' Cant Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C I Cr C m C t C L M Length = 3.0 ft 2 0.015 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.73 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.3511 5.346 2 0.0000 5.346 +D+L SnDDort notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.538 18.442 Overall MINimum 9.164 16.036 D Only 1.375 2.405 +D+L 10.538 18.442 +D+0.750L 8.247 14.433 +0.60D 0.825 1.443 L Only 9.164 16.036 Shear Values fb F'b V fv F'v 70.90 4640.00 0.33 19.20 464.00 Max. 'W' Defl Location in Span 0.0000 0.000 -0.2370 3,000 Values in KIPS �;S Wood Column DESCRIPTION: Post P5 (Grids A/3) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2018 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8 ft ( Used for non -slender calculations ) Wood Species Hem -Fir Wood Grade No.1 Fb + 975.0 psi Fv 140.0 psi Fb - 975.0 psi Ft 650.0 psi Fc - Prll 850.0 psi Density 26.840 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity . , . x-x Bending y-y Bending Basic 1,300.0 1,300.0 Minimum 470.0 470.0 Applied Loads Column self weiqht included : 45.106 Ibs * Dead Load Factor AXIAL LOADS ... B1: Axial Load at 8.0 ft, D = 5.280, L = 9.0, S = 3.980 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination D Only +D+L +D+S +D+0.750L +D+0.750L+0.750S +0.60D Maximum Reactions Load Combination File: Caks for Full Rebuild (21004).ec6 Software copYrinht ENERCALC, INC.1963-2020, Build:12.20.5.17 Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 In Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 ly 76.255 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15 3 2 1,300.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.6890 :1 Maximum SERVICE Lateral Load Reactions . . +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k 0.0 ft Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base 14.325 k for load combination : n/a 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base 687.32 psi for load combination : n/a Other Factors used to calculate allowable stresses ... 0.0 :1 Bendin�c oa cr ss on Tension +0.60D 8.0 ft 0.0 psi 224.0 psi Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location 0.900 0.832 0.2765 PASS O.Oft 0.0 PASS 8.0 ft 1 000 0.809 0.6890 PASS 0 Oft 0.0 PASS 8.0 ft 1 150 0.773 0.4073 PASS O Oft 0.0 PASS 8.0 ft 1.250 0.748 0.5020 PASS O.Oft 0.0 PASS 8.0 ft 1.150 0.773 0.6593 PASS 0 0 ft 0.0 PASS 8.0 ft 1 600 0.666 0.1166 PASS 0 Oft 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top Wood Column KW-06010541 DESCRIPTION: Post P5 (Grids A13) Maximum Reactions X-X Axis Reaction k Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top +D+L — +D+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance D Only 0.0000 In 0 000 ft +D+L 00000 in 0 000 ft +D+S 00000 in 0 000 ft +D+0.750L 00000 in 0 000 ft +D+0.750L+0.750S 00000 in 0 000 ft +0.60D 00000 in 0 000 ft L Only 00000 in 0 000 ft S Only 00000 in 0 000 ft Sketches .c 0 Lri I If it � 1 N � 5.50 in I nari 1 Axial Reaction @ Base 14.325 9.305 12.075 15.060 3.195 9,000 3.980 Max. Y-Y Deflection +X 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0,0000 in 0.0000 in File: Calcs or u ebuild (21004).ec6 Software copyright ENERCALC. INC 1963.2020, Build:12,20.5.17 Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 1B Mk 3�_ Wood Column DESCRIPTION: Post P8 (Grids B/3) Software INC.1983.2020, Build:12,20.5.17 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 l General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf Graded Lumber Overall Column Height 7 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 � Cf or Cv for Compression Area 30.250 in 2 P 1.0 Fb + 1,200.0 psi Fv 170.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb - 1,200.0 psi Ft 825.0 psi ly 76.255 inA4 Cm : Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 1532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 7 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 7 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 45.894 Ibs * Dead Load Factor AXIAL LOADS ... B2: Axial Load at 7.0 ft, D = 3.540, L = 23.620 k DESIGN SUMMARY Bending & Shear Check Results FAIL Max. Axial+Bending Stress Ratio = 1.033 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 27.206 k for load combination : n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 8700.0 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 e d ny Corner es:; on Tension Load Combination +0.60D Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Load Combination D Only +D+L +D+0.750L +0.60D Maximum Reactions Load Combination D Only +D+L +D+0.750L Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location 0.900 0.886 0.1486 PASS 0.0ft 0.0 PASS 7.0 ft 1.000 0.871 1.033 FAIL! 0.0ft 0.0 PASS 7.0 ft 1.250 0.829 0.6793 PASS 0.0ft 0.0 PASS 7.0 ft 1.600 0.768 0.05787 PASS 0.0ft 0.0 PASS 7.0 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base 3.586 27.206 21.301 Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Ma J Wood Column KW-06010541 DESCRIPTION: Post P8 (Grids B/3) Maximum Reactions X-X Axis Reaction Load Combination @ Base @ Top +0.60D L Only Maximum Deflections for Load Combinations k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base 2.152 23.620 Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft +D+L 0.0000 in 0,000 ft +D+0.750L 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 R L Only 0.0000 in 0.000 ft Sketches U Load 1 0 LO +Y 6x6 5.50 In Software copyghl ENERCALC, INC.1983.2020, Build:12,20.5.17 Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Max. Y-Y Deflection Distance 0.0000 in 0,000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft +X 27 INk 97 253.833.5557 (0) Project No. Sheet of INVESTIGATIVE 253.833.7309 (F) Designer Date 888.335.5557 (T) ENGINEERS, LLC C STREET N.E. Checked By Date RESPONSIVE • ACCURATE • THOROUGH 3605 AUBURN, WA. 98002 Revisions Date pf�,, fda-P.STS �i lY�l wo I 4,OD R0q0 3qi�o Ss ��> q-u-- �_'Zoo� to G6DD s q4 �� 5 24 lZo 1513fc� CAUSE & ORIGIN • RESTORATION DESIGN • DUEDILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTINGISEISMlCREHABILITAT10N • CODEANALYSIS BCIEJOB NO. qb 253.833.5557 (0) Project No. Sheet of INVESTIGATIVE BCENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.7309 (F) 888-335.5557 (T) 3605 C STREET N.E. AUBURN, WA.98002 Designer Checked By Revisions Date Date Date �� h � u C00C u,Q- �- moo pxl- CAUSE & ORIGIN • RESTORATION DESIGN • DUEDILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODEANALYSIS FOR: TITLE: BCIEJOB NO. General Footing Software copyright ENERCALC,INC. 19B32020,BOMA2.20.5.17 r.r DESCRIPTION: Grid A - P3 Code References G Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 2 2 x Load Combinations Used : IBC 2018 -.— General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Reba,, Yield = 600 ksi Increase Bearing By Footing Weight No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 12 in Pedestal dimensions px : parallel to X-X Axis = In pz : parallel to Z-Z Axis _ In Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D P : Column Load = 3.70 OB : Overburden = M-xx = M-zz = V-x = V-z = 4 # 4 4 # 4 n/a n/a n/a x X-%Sttfon Looking la +Z Lr L S W E 6.360 2.780 ksf ft H k ksf k-ft k-ft k k File�FFullRe6uikl (21 ).e General Footing Software copyright ENERCALC,INC. 1983.2020,Builfl2.20.5.17 DESCRIPTION: Grid A DESIGN SUMMARY - P3 111111111500•� Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9170 Soil Bearing 1.834 ksf 2.0 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k dk 0.0 k No Sliding PASS n/a Uplift 0.0 k l l 0.0 k No Uplift PASS 0.1647 Z Flexure (+X) 2.001 k-ft/ft 12.148 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1647 Z Flexure (-X) 2.001 k-ft/ft 12.148 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1647 X Flexure (+Z) 2.001 k-ft/ft 12.148 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1647 X Flexure (-Z) 2.001 k-ft/ft 12.148 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1559 1-way Shear (+X) 12.805 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1559 1-way Shear (-X) 12.805 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1559 1-way Shear (+Z) 12.805 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1559 1-way Shear (-Z) 12.805 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.2894 2-way Punching 47.561 psi 164,317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.7370 0.7370 n/a n/a 0.369 X-X, +D+L 2.0 n/a 0.0 1.755 1.755 n/a n/a 0.878 X-X, +D+S 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X, +D+0.750L 2.0 n/a 0.0 1.50 1.50 n/a n/a 0.750 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.834 1.834 n/a n/a 0.917 X-X, +0.60D 2.0 n/a 0.0 0.4422 0.4422 n/a n/a 0.221 Z-Z, D Onlv 2.0 0.0 n/a n/a n/a 0.7370 0.7370 0.369 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.755 1.755 0.878 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z. +D+0.750L 2.0 0.0 n/a n/a n/a 1.50 1.50 0.750 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.834 1.834 0.917 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.4422 0.4422 0.221 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability _ Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 inA2 k-ft X-X, +1.40D 0.6475 +Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +1.40D 0.6475 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +1.20D+1.60L 1.827 +Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D+1.60L 1.827 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +1.20D+1.60L+0.50S 2.001 +Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +1.20D+1.60L+0.50S 2,001 -Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D+0.50L 0.9525 +Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D+0.50L 0.9525 -Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D 0.5550 +Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D 0.5550 -Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D+0.50L+1.60S 1.509 +Z Bottom 0.2592 Min Temo % 0.320 12.148 OK X-X, +1.20D+0.50L+1.60S 1.509 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK q3 General Footing Software copyright ENERCALC,INC.1983-2020.Build:12.20.5.17 DESCRIPTION: Grid A - P3 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in^2 in^2 k-ft X-X, +1.20D+1.60S 1.111 +Z Bottom 0.2592 Min TemO % 0.320 12.148 OK X-X, +1.20D+1.60S 1.111 -Z Bottom 0.2592 Min Temi) % 0.320 12.148 OK X-X, +1.20D+0.50L+0.50S 1.126 +Z Bottom 0.2592 Min TemO % 0.320 12.148 OK X-X, +1.20D+0.50L+0.50S 1.126 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +1.20D+0.50L+0.70S 1.196 +Z Bottom 0.2592 Min Temp % 0,320 12.148 OK X-X, +1.20D+0.50L+0.70S 1.196 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X. +0.90D 0.4163 +Z Bottom 0.2592 Min Temp % 0.320 12.148 OK X-X, +0.90D 0.4163 -Z Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.40D 0.6475 -X Bottom 0.2592 Min Temp % 0,320 12.148 OK Z-Z, +1.40D 0.6475 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+1.60L 1.827 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+1.60L 1.827 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z. +1.20D+1.60L+0.50S 2.001 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+1.60L+0.50S 2.001 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L 0.9525 -X Bottom 0.2592 Min Temp % 0.320 12,148 OK Z-Z, +1.20D+0.50L 0.9525 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z. +1.20D 0.5550 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D 0.5550 +X Bottom 0.2592 Min Temp % 0,320 12.148 OK Z-Z, +1.20D+0.50L+1.60S 1.509 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L+1.60S 1.509 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+1.60S 1.111 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+1.60S 1.111 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L+0.50S 1.126 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L+0.50S 1.126 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L+0.70S 1.196 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +1.20D+0.50L+0.70S 1.196 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z. +0.90D 0.4163 -X Bottom 0.2592 Min Temp % 0.320 12.148 OK Z-Z, +0.901) 0.4163 +X Bottom 0.2592 Min Temp % 0.320 12.148 OK One Way Shear Load Combination... Vu @ -X Vu @+X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phl*Vn Status +1.40D 4.14 psi 4.14 psi 4.14 psi 4.14 psi 4.14 psi 82.16 psi 0.05 OK +1.20D+1.60L 11.69 psi 11.69 psi 11.69 psi 11.69 psi 11.69 psi 82.16 psi 0.14 OK +1.20D+1.60L+0.50S 12.81 psi 12.81 psi 12.81 psi 12.81 psi 12.81 psi 82.16 psi 0.16 OK +1.20D+0.50L 6.10 psi 6.10 psi 6.10 psi 6.10 psi 6.10 psi 82.16 psi 0.07 OK +1.20D 3.55 psi 3.55 psi 3.55 psi 3.55 psi 3.55 psi 82.16 psi 0.04 OK +1.20D+0.50L+1.60S 9.65 psi 9.65 psi 9.65 psi 9.65 psi 9.65 psi 82.16 psi 0.12 OK +1.20D+1.60S 7.11 psi 7.11 psi 7.11 psi 7.11 psi 7.11 psi 82.16 psi 0.09 OK +1.20D+0.50L+0.50S 7.21 psi 7.21 psi 7.21 psi 7.21 psi 7.21 psi 82.16 psi 0.09 OK +1.20D+0.50L+0.70S 7.65 psi 7.65 psi 7.65 psi 7.65 psi 7.65 psi 82.16 psi 0.09 OK +0.90D 2.66 psi 2.66 psi 2.66 psi 2.66 psi 2.66 psi 82.16 psi 0.03 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 15.39 psi 164.32Dsi 0.09367 OK +1.20D+1.60L 43.43 psi 164.32osi 0.2643 OK +1.20D+1.60L+0.50S 47.56 psi 164.32osi 0.2894 OK +1.20D+0.50L 22.64 Dsi 164.32osi 0.1378 OK +1.20D 13.19 Bsi 164.32osi 0.08029 OK +1.20D+0.50L+1.60S 35.86 psi 164.32Dsi 0.2182 OK +1.20D+1.60S 26.41 Bsi 164.32osi 0.1607 OK +1.20D+0.50L+0.50S 26.77 Dsi 164.32Dsi 0.1629 OK +1.20D+0.50L+0.70S 28.43 psi 164.32osi 0.173 OK +0.90D 9.90 Dsi 164.32osi 0.06022 OK General Footing KW-06010541 DESCRIPTION: Grid A - P5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 General Information File: Calcs for Full Rebuild (21004).ec6 Software copyright ENERCALC, INC.1983.2020, Build:12.20.5.17 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. - 0.00180 when fooling base is below = ft Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor - 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No - ft Use Pedestal wt for stability mom & shear No Dimensions Width parallel to X-X Axis 3 0 ft Length parallel to Z-Z Axis - 3 0 ft Footing Thickness = 10 0 in Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr P : Column Load = 5.280 OB : Overburden = _ M-xx = M-zz = V-x = V-z = x.x sKua, aona,o.z L S W E 9.090 3.980 H k ksf k-ft k-ft k k q�_ General Footing DESCRIPTION: Grid A - P5 DESIGN SUMMARY Min. Ratio Item Applied Ca (or Fu 11 Rebuild (21004).e Software coovrioht ENERCALC, INC.1983.2020. Build:12.20.5.17 Capacity Governing Load Combination PASS 0.8985 Soil Bearing 1.797 ksf 2.0 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2967 Z Flexure (+X) 2.859 k-ft/ft 9.635 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2967 Z Flexure (-X) 2,859 k-ft/ft 9.635 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2967 X Flexure (+Z) 2.859 k-ft/ft 9.635 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2967 X Flexure (-Z) 2.859 k-ft/ft 9.635 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3551 1-way Shear (+X) 29.176 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3551 1-way Shear (-X) 29,176 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3551 1-way Shear (+Z) 29.176 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3551 1-way Shear (-Z) 29.176 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.7389 2-way Punching 121.421 psi 164.317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearin Rotation Axis & Xec c Zecc Actual Soil Bearing Stress Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Oniv 2.0 n/a 0.0 0.7075 0.7075 n/a n/a 0.354 X-X, +D+L 2.0 nla 0.0 1.718 1.718 n/a n/a 0.859 X-X. +D+S 2.0 n/a 0.0 1.150 1.150 n/a n/a 0.575 X-X, +D+0.750L 2.0 n/a 0.0 1.465 1.465 n/a n/a 0.733 X-X, +D+0.750L+0.750S 2.0 n/a 0.0 1.797 1.797 n/a n/a 0.899 X-X, +0.60D 2.0 n/a 0.0 0.4245 0.4245 n/a n/a 0.212 Z-Z, D Onlv 2.0 0.0 n/a n/a n/a 0.7075 0.7075 0.354 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.718 1.718 0.859 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.150 1.150 0.575 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.465 1.465 0.733 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 1.797 1.797 0.899 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.4245 0.4245 0.212 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 in^2 in^2 k-ft X-X. +1.40D 0.9240 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.40D 0.9240 -Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK X-X, +1.20D+1.60L 2.610 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.20D+1.60L 2.610 -Z Bottom 0.2160 Min Temp % 0.3333 9,635 OK X-X, +1.20D+1.60L+0.50S 2.859 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X. +1.20D+1.60L+0.50S 2.859 -Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.20D+0.50L 1.360 +Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK X-X, +1.20D+0.50L 1.360 -Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.201) 0.7920 +Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK X-X, +1.20D 0.7920 -Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK X-X, +1.20D+0.50L+1.60S 2.156 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.20D+0.50L+1.60S 2.156 -Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK General Footing Software copyright ENERCALC,INC. 1983-2020,Build: 12.20.5.17 DESCRIPTION: Grid A - P5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.20D+1.60S 1.588 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.20D+1.60S 1.588 -Z Bottom 0.2160 Min TemD % 0.3333 9.635 OK X-X, +1.20D+0.50L+0.50S 1.609 +Z Bottom 0.2160 Min TemD % 0.3333 9.635 OK X-X, +1.20D+0.50L+0.50S 1.609 -Z Bottom 0.2160 Min Temp % 0.3333 9.635 OK X-X, +1.20D+0.50L+0.70S 1.708 +Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +1.20D+0.50L+0.70S 1.708 -Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK X-X, +0.90D 0.5940 +Z Bottom 0.2160 Min TemD % 0.3333 9.635 OK X-X, +0.90D 0.5940 -Z Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.40D 0.9240 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.40D 0.9240 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+1.60L 2.610 -X Bottom 0.2160 Min TemD % 0.3333 9.635 OK Z-Z, +1.20D+1.60L 2.610 +X Bottom 0.2160 Min TemD % 0.3333 9.635 OK Z-Z, +1.20D+1.60L+0.50S 2.859 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+1.60L+0.50S 2.859 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L 1.360 -X Bottom 0.2160 Min TemD % 0.3333 9.635 OK Z-Z, +1.20D+0.50L 1.360 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D 0.7920 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D 0.7920 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+1.60S 2.156 -X Bottom 0.2160 Min TemD % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+1.60S 2.156 +X Bottom 0.2160 Min TemD % 0.3333 9.635 OK Z-Z, +1.20D+1.60S 1.588 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+1.60S 1.588 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+0.50S 1.609 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+0.50S 1.609 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+0.70S 1.708 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +1.20D+0.50L+0.70S 1.708 +X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +0.90D 0.5940 -X Bottom 0.2160 Min Temo % 0.3333 9.635 OK Z-Z, +0.90D 0.5940 +X Bottom 0,2160 Min Temo % 0.3333 9.635 OK One Way Shear Load Combination... +1.40D +1.20D+1.60L +1.20D+1.60L+0.50S +1.20D+0.50L +1.20D +1.20D+0.50L+1.60S +1.20D+1.60S +1.20D+0.50L+0.50S +1.20D+0.50L+0.70S +0.90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+1.60L +1.20D+1.60L+0.50S +1.20D+0.50L +1.20D +1.20D+0.50L+1.60S +1.20D+1.60S +1.20D+0.50L+0.50S +1.20D+0.50L+0.70S +0.90D Vu ° X 9.43 osi 26.64 Dsi 29.18 osi 13.88 osi 8.08 Dsi 22.01 Dsi 16.21 Dsi 16.42 osi 17.44 Dsi 6.06 Dsi Vu +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status 9.43 osi 9.43 osi 9.43 osi 9.43 osi 82.16 osi 0.11 OK 26.64 osi 26.64 osi 26.64 osi 26.64 osi 82.16 Dsi 0.32 OK 29.18 osi 29.18 osi 29.18 osi 29.18 osi 82.16 Dsi 0.36 OK 13.88 osi 13.88 osi 13.88 osi 13.88 osi 82.16 Dsi 0.17 OK 8.08 Dsi 8.08 osi 8.08 osi 8.08 Dsi 82.16 Dsi 0.10 OK 22.01 osi 22.01 osi 22.01 osi 22.01 Dsi 82.16 osi 0.27 OK 16.21 Dsi 16.21 osi 16.21 Dsi 16.21 osi 82.16 Dsi 0.20 OK 16.42 osi 16.42 osi 16.42 Dsi 16.42 osi 82.16 Dsi 0.20 OK 17.44 Dsi 17.44 osi 17.44 Dsi 17.44 Dsi 82.16 Dsi 0.21 OK 6.06 Dsi 6.06 osi 6.06 osi 6.06 osi 82.16 Dsi 0.07 OK All units k Vu Phi*Vn Vu 1 Phi*Vn Status 39.25 Dsi 164.32Dsi 0.2388 OK 110.86 osi 164.32Dsi 0.6746 OK 121.42 osi 164.32Dsi 0.7389 OK 57.77 Dsi 164.32osi 0.3516 OK 33.64 osi 164.32osi 0.2047 OK 91.58 osi 164.32Dsi 0.5573 OK 67.45 psi 164.32Dsi 0.4105 OK 68.34 Dsi 164.32Dsi 0.4159 OK 72.56 osi 164.32Dsi 0.4416 OK 25.23 psi 164.32Dsi 0.1535 OK 1?- General Footing KW-06010541 DESCRIPTION: Grid B - P9 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 General Information - - - - - — FIIe: Calcs for Full RebuiFd—(2'100 ))- ego — Sottware coovrluht ENERCALC, INC,1983-2020, Build:12.20.5,17 Material Properties Soil Design Values fc : Concrete 28 day strength - 3•0 ksi Allowable Soil Bearing - fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, _ T Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = Min Steel % Bending Reinf. - Allow press. increase per foot of depth = Min Allow % Temp Reinf. = 000180 when footing base is below = Min, Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor - 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes when max, length or width is greater than Add Pedestal Wt for Soil Pressure No = Use Pedestal wt for stability mom & shear No _Dimensions Width parallel to X-X Axis z 2.50 it Length parallel to Z-Z Axis z 2.50 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete,., at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) _ Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr P : Column Load - 1.30 OB : Overburden = M-xx = M-zz = V-x = V-z = X x-X seam. Lw h g m •Z z �I L S W 8.660 2.0 ksf No 250.0 pcf 0.30 1.0 ft ksf ft ksf ft E H k ksf k-ft k-ft k k L4� General Footing DESCRIPTION: Grid B - P9 File: a cs for Full Rebuild Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESIGN SUMMARY sEmu• Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8570 Soil Bearing 1.714 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2079 Z Flexure (+X) 1.927 k-ft/ft 9.268 k-ft/ft +1.20D+1.60L PASS 0.2079 Z Flexure (-X) 1.927 k-ft/ft 9.268 k-ft/ft +1.20D+1.60L PASS 0.2079 X Flexure (+Z) 1.927 k-ft/ft 9.268 k-ft/ft +1.20D+1.60L PASS 0.2079 X Flexure (-Z) 1.927 k-f /ft 9.268 k-ft/ft +1.20D+1.60L PASS 0.2594 1-way Shear (+X) 21.316 psi 82.158 psi +1.20D+1.60L PASS 0.2594 1-way Shear (-X) 21.316 psi 82.158 psi +1.20D+1.60L PASS 0.2594 1-way Shear (+Z) 21.316 psi 82.158 psi +1.20D+1.60L PASS 0.2594 1-way Shear (-Z) 21.316 psi 82.158 psi +1.20D+1.60L PASS 0.4899 2-way Punching 80.493 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, Z Top, +Z Left, X INht, +X Ratio X-X, D Only 2.0 n/a 0.0 0.3288 0.3288 n/a n/a 0.164 X-X, +D+L 2.0 n/a 0.0 1.714 1.714 n/a n/a 0.857 X-X, +D+0.750L 2.0 n/a 0.0 1.368 1.368 n/a n/a 0.684 X-X, +0.60D 2.0 n/a 0.0 0.1973 0.1973 n/a n/a 0,099 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3288 0.3288 0.164 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.714 1.714 0.857 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.368 1.368 0.684 Z-Z, +0.60D 2.0 0.0 n/a nla n/a 0.1973 0.1973 0.099 Overturning Stability Rotation Axis & _ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi`Mn Status k-ft Surface 102 in"2 in^2 k-ft X-X, +1.40D 0.2275 +Z Bottom 0.2160 Min Temo % 0.320 9.268 OK X-X, +1.40D 0.2275 -Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X, +1.20D+1.60L 1.927 +Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X, +1.20D+1.60L 1.927 -Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X. +1.20D+0.50L 0.7363 +Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X. +1.20D+0.50L 0.7363 -Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X. +1.20D 0.1950 +Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X, +1.20D 0.1950 -Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X, +0.90D 0.1463 +Z Bottom 0.2160 Min Temp % 0.320 9.268 OK X-X, +0.90D 0.1463 -Z Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z. +1.40D 0.2275 -X Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z, +1.40D 0.2275 +X Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z. +1.20D+1.60L 1.927 -X Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z, +1.20D+1.60L 1.927 +X Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z, +1.20D+0.50L 0.7363 -X Bottom 0.2160 Min Temp % 0.320 9.268 OK Z-Z. +1.20D+0.50L 0.7363 +X Bottom 0.2160 Min TemD % 0.320 9.268 OK General Footing DESCRIPTION: Grid B - P9 Footing Flexure Flexure Axis & Load Combination Z-Z, +1.20D Z-Z, +1.20D Z-Z, +0.90D Z-Z. +0.90D One Way Shear Load Combination... +1.40D +1.20D+1.60L +1.20D+0.50L +1.20D +0.90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+1.60L +1.20D+0.50L +1.20D +0.90D File: Cal�ufrRebui (2100 . idg Software copvn0l ENERCALC, INC. 1983.2020, Build:12.20.5.17 Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 in^2 in^2 k-ft 0.1950 -X Bottom 0.2160 Min TemD % 0.320 9.268 OK 0.1950 +X Bottom 0.2160 Min TemD % 0.320 9.268 OK 0.1463 -X Bottom 0.2160 Min Temp % 0.320 9.268 OK 0.1463 +X Bottom 0.2160 Min Temp % 0.320 9.268 OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 82.16 psi 0.03 OK 21.32 psi 21.32 psi 21.32 psi 21.32 psi 21.32 psi 82.16 psi 0.26 OK 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 82.16 psi 0.10 OK 2.16 psi 2.16 Dsi 2.16 psi 2.16 psi 2.16 psi 82.16 psi 0.03 OK 1.62 Dsi 1.62 Dsi 1.62 Dsi 1.62 Dsi 1.62 psi 82.16 Dsi 0.02 OK All units k Vu Phi*Vn Vu 1 Phi*Vn Status 9.50 Dsi 164.32psi 0,05783 OK 80.49 psi 164.32Dsi 0.4899 OK 30.75 Dsi 164.32DSi 0.1872 OK 8.15 Dsi 164.32Dsi 0.04957 OK 6.11 Dsi 164.320si 0.03718 OK General Footing DESCRIPTION: Grid B - P8 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 General Information t e: �lis for Full Rebuil 1(Y0-4):ec5 Software coDyri9ht ENERCALC, INC. 1983-2020. Build:12.20.5.17 Material Properties Soil Design Values fc : Concrete 28 day strength = 30 ksi Allowable Soil Bearing - 2.0 ksf fy : R�Aar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec :Concrete Elastic Modulus = 3.1220 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 030 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. - Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No - ft Use Pedestal wt for stability mom & shear No Dimensions Width parallel to X-X Axis - 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness - 12.0 in Pedestal dimensions. px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z 6.0 # 4 60 # 4 Z x X I w z n/a n/a n/a D Lr L S 3.540 23.620 E H k ksf k-ft k-ft k k r� General Footing DESCRIPTION: Grid B - P8 File: Calcs or Full Rebuild(21004).ec6 Software copvnght ENERCALC, INC.1983-2020, Build:12.20.5.17 DESIGN SUMMARY • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9215 Soil Bearing 1.843 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,4603 Z Flexure (+X) 5.255 k-ft/ft 11.415 k-ft/ft +1.20D+1.60L PASS 0.4603 Z Flexure (-X) 5.255 k-ft/ft 11.415 k-ft/ft +1.20D+1.60L PASS 0.4603 X Flexure (+Z) 5.255 k-ft/ft 11.415 k-ft/ft +1.20D+1.60L PASS 0.4603 X Flexure (-Z) 5.255 k-ft/ft 11.415 k-ft/ft +1.20D+1.60L PASS 0.3899 1-way Shear (+X) 32.030 psi 82.158 psi +1.20D+1.60L PASS 0.3899 1-way Shear (-X) 32.030 psi 82.158 psi +1.20D+1.60L PASS 0.3899 1-way Shear (+Z) 32,030 psi 82.158 psi +1.20D+1.60L PASS 0.3899 1-way Shear (-Z) 32.030 psi 82,158 psi +1.20D+1.60L PASS 0.8084 2-way Punching 132.826 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing _ Rotation Axis & Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z L -X Right, +X Ratio X-X, D Oniv 20 n/a 0.0 0.3663 0.3663 n/a n/a 0.183 X-X, +D+L 2.0 n/a 0.0 1.843 1.843 n/a n/a 0.922 X-X, +D+0.750L 2.0 n/a 0.0 1.473 1.473 n/a n/a 0.737 X-X, +0.60D 2.0 n/a 0.0 0.2198 0.2198 n/a n/a 0.110 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3663 0.3663 0.183 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.843 1.843 0.922 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.473 1.473 0.737 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.2198 0.2198 0.110 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 in^2 k-ft X-X, +1.40D 0.6195 +Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +1.40D 0.6195 -Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +1.20D+1.60L 5.255 +Z Bottom 0.2592 Min Temo % 0.30 11,415 OK X-X, +1.20D+1.60L 5.255 -Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +1.20D+0.50L 2.007 +Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +1.20D+0.50L 2.007 -Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +1.20D 0.5310 +Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X. +1.20D 0.5310 -Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X, +0.90D 0.3983 +Z Bottom 0.2592 Min Temo % 0.30 11.415 OK X-X. +0.90D 0.3983 -Z Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z, +1.40D 0.6195 -X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z. +1.40D 0.6195 +X Bottom 0.2592 Min Temo % 0.30 11,415 OK Z-Z, +1.20D+1.60L 5.255 -X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z, +1.20D+1.60L 5.255 +X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z, +1.20D+0.50L 2.007 -X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z, +1.20D+0.50L 2.007 +X Bottom 0.2592 Min Temo % 0.30 11.415 OK 5-2- General Footing r.r � DESCRIPTION: Grid B - P8 Footing Flexure Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in"2 inA2 k-ft Z-Z, +1.20D 0.5310 -X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z, +1.20D 0.5310 +X Bottom 0.2592 Min Temo % 0.30 11.415 OK Z-Z. +0.90D 0.3983 -X Bottom 0.2592 Min TemD % 0.30 11.415 OK Z-Z, +0.90D 0.3983 +X Bottom 0.2592 Min Temp % 0.30 11.415 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu_o +Z Vu:Max Phi Vn Vu I +1.40D 3.78 Dsi 3.78 Dsi 3.78 osi 3.78 Dsi 3.78 Dsi 82.16 psi +1.20D+1.60L 32.03 psi 32.03 psi 32,03 psi 32.03 psi 32.03 psi 82.16 psi +1.20D+0.50L 12.24 psi 12.24 psi 12.24 psi 12.24 psi 12.24 psi 82.16 psi +1.20D 3.24 psi 3.24 psi 3.24 psi 3.24 osi 3.24 psi 82.16 psi +0.90D 2.43 psi 2.43 psi 2.43 psi 2.43 psi 2.43 psi 82.16 psi Two -Way "Punching" Shear Load Combination... Vu Phi*Vn Vu I Phi*Vn +1.40D 15.66 osi 164.32Dsi 0.0953 +1.20D+1.60L 132.83 psi 164.32Dsi 0.8084 +1.20D+0.50L 50.74 DSi 164.32osi 0.3088 +1.20D 13.42 osi 164.32Dsi 0.08168 +0.90D 10.07 Dsi 164.32osi 0.06126 ii*Vn Status 0.05 OK 0.39 OK 0.15 OK 0.04 OK 0.03 OK All units k Status OK OK OK OK OK 53 General Footing KW-06010541 DESCRIPTION: Grid B - P7 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 General Information tree: caul for run memua tzluu4f.eco Software copyright ENERCALC, INC.1983.2020. Build:12.20.5.17 -4 62 A- c� Material Properties Soil Design Values fc : Concrete 28 day strength - 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Reb,r Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec ::- on,-:rete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. Allow press. increase per foot of depth - ksf Min Allow % Temp Reinf. = 000180 when footing base is below ft Min. Overturning Safety Factor 1.0 ' Min. Sliding Safety Factor = 1.0 ? Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes _ when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.5 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis - in Height in Reba Centerline o Edge of Concrete... at Bottom of '10o!ing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size - # 4 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 2.410 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr f. W r. L 16.040 W E H k ksf k-ft k-ft k k General Footing DESCRIPTION: Grid B - P7 File: Calcs for Full Rebuild (21004).ec6 Software coovnohl ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8135 Soil Bearing 1.627 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4291 Z Flexure (+X) 3.570 k-ft/ft 8.318 k-ft/ft +1.20D+1.60L PASS 0.4291 Z Flexure (-X) 3,570 k-ft/ft 8.318 k-ft/ft +1.20D+1.60L PASS 0.4291 X Flexure (+Z) 3.570 k-ft/ft 8.318 k-ft/ft +1.20D+1.60L PASS 0.4291 X Flexure (-Z) 3.570 k-ft/ft 8.318 k-ft/ft +1.20D+1.60L PASS 0.4168 1-way Shear (+X) 34.247 psi 82.158 psi +1.20D+1.60L PASS 0.4168 1-way Shear (-X) 34.247 psi 82.158 psi +1.20D+1.60L PASS 0.4168 1-way Shear (+Z) 34.247 psi 82.158 psi +1.20D+1.60L PASS 0.4168 1-way Shear (-Z) 34.247 psi 82.158 psi +1.20D+1.60L PASS 0.9291 2-way Punching 152.675 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearin Rotation Axis & Xecc Zecc Actual Soil Bearing Stress 0 Location Actual I Allow Load Combination- Gross Allowable (in) Bottom, -Z Top, +Z ILA, -X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.3176 0.3176 n/a n/a 0.159 X-X, +D+L 2.0 n/a 0.0 1.627 1.627 n/a n/a 0.814 X-X, +D+0.750L 2.0 n/a 0.0 1.30 1.30 n/a n/a 0.650 X-X, +0.60D 2.0 n/a 0.0 0.1905 0.1905 n/a n/a 0.095 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3176 0.3176 0.159 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.627 1.627 0.814 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.30 1.30 0.650 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.1905 0.1905 0.095 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 inA2 inA2 k-ft X-X, +1.40D 0.4218 +Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +1.40D 0.4218 -Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +1.20D+1.60L 3.570 +Z Bottom 0.2160 Min Temp % 0.2857 8,318 OK X-X, +1.20D+1.60L 3.570 -Z Bottom 0.2160 Min Temp % 0,2857 8.318 OK X-X, +1.20D+0.50L 1.364 +Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +1.20D+0.50L 1.364 -Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +1.20D 0.3615 +Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +1.20D 0.3615 -Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +0.90D 0.2711 +Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK X-X, +0.90D 0.2711 -Z Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z, +1.40D 0.4218 -X Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z. +1.40D 0.4218 +X Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z, +1.20D+1.60L 3.570 -X Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z. +1.20D+1.60L 3.570 +X Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z, +1.20D+0.50L 1.364 -X Bottom 0.2160 Min Temp % 0.2857 8.318 OK Z-Z, +1.20D+0.50L 1.364 +X Bottom 0.2160 Min Temp % 0.2857 8.318 OK , General Footing DESCRIPTION: Grid B - P7 Footing Flexure Software copyriqht ENERCALC, INC. 1983-2020. Build:1220.5.17 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k-ft Status k-ft Surface in^2 in^2 inA2 Z-Z, +1.20D 0.3615 -X Bottom 0.2160 Min Temo % 0.2857 8.318 OK Z-Z. +1.20D 0.3615 +X Bottom 0.2160 Min Temo % 0.2857 8.318 OK Z-Z. +0.90D 0.2711 -X Bottom 0.2160 Min Temo % 0.2857 8.318 OK Z-Z, +0.90D 0.2711 +X Bottom 0.2160 Min Temo % 0.2857 8.318 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 4.05 Dsi 4.05 Dsi 4.05 Dsi 4.05 osi 4.05 osi 82.16 Dsi 0.05 OK +1.20D+1.60L 34.25 Dsi 34.25 osi 34.25 Dsi 34.25 Dsi 34.25 Dsi 82.16 Dsi 0.42 OK +1.20D+0.50L 13.09 Dsi 13.09 osi 13.09 Dsi 13.09 osi 13.09 Dsi 82.16 osi 0.16 OK +1.20D 3.47 Dsi 3.47 osl 3.47 Dsi 3.47 osi 3.47 osi 82.16 osi 0.04 OK +0.90D 2.60 osi 2.60 osi 2.60 osi 2.60 osi 2.60 osi 82.16 Dsi 0.03 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 18.04 osi 164.32Dsi 0.1098 OK +1.20D+1.60L 152.68 Dsi 164.32Dsi 0.9291 OK +1.20D+0.50L 58.34 psi 164.32Dsi 0.3551 OK +1.20D 15.46 Dsi 164.32osi 0.0941 OK +0.90D 11.60 Dsi 164.32osi 0.07057 OK